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11-1332 (SFD) Structural Calcs( 0 lvplollinu NGiIN EEl1NG1 4141 Highland Drive, SLC Ut, 84124 (801)272-7923 (801)278-6058 Flannery Residence Updated Calculations Rancho Mirage 3/30/2012 Designed Per CBC 2010 Roof Live Load Roof Dead Load Floor Live Load Floor Dead Load 20 psf 20 psf 40/60 psf 65 psf Seismic Criteria Seismic Design Category D N= 1 Ss= 1= 1 S1= R= 5 Fa= T= 0.1 Fv= Wind Critera 90 mph 3 second gust wind speed exp B Concrete Strength Allowable Bearing Capacity By 2500 psi 2000 psf � rp to V MAID 3 ® 2012 ><I.I'm CITY (,7�LA QUINITA BUILDING 9 S=1.E^�- > V ;.ALP,. FOR CONSTRUCTION, 1 '' DATE 1r+1 1.5 0.6 1 1.5 ! !" * N Ar) M. PLA Company Plattinium Engineering Mar 27, 2012 Designer David Platt 11:36 AM Job Number : Edge Section Checked By: Joint Reactions (By Combination I r. Ininf I ahal Y rki V &1 7141 ►AY rL.-Rl hAV TV f+l hA7 R._#1 1 1 N1 .016 2.912 -.728 .252 .099 -.124 2 1 N12 -.073 -4:537.: : 1,299 .D6 ' 006 .-,4731 3 1 N13 057 4.881 1,559 .049 .025 -.087 1 Totafs. ... 0 3.256..: 2.13:: 5 1 COG ft : X: -.075 Y: 3.654 Z: 0 Plate Principal Stresses (By Combination I f` DI.4o I QF,n$ I n R.__-4 7.4 Y..,. AA-1-1 w-_4_1-_11 1 1 P1 T 1.197 -.2$6 .742 1 -.616- - .1.363 2 8... ...294 1.205 .75 -. 619 1.376 3M1 1 P2 T 516 1 - 29 .403 -.657 .708 B .:.-- - : 269 -.:3.47...:...._. `:3.0.$:-.:89'1= _535 5 1 P3 i T .638 -.161 6 B _023... -:63.3 _328. ! -.587 _644 7 I P4 T .78 .18 .3 .726 .708 $ 9 -.017 -:79.6 . 39 -:_774 .788 9 1 P5 T 1 .499 -.368 .433 -.994 1 .753 B .208: :A67 ' _337 -.549 .598....... 11 1 P7 T 1.152 -.237 .694 114 1.287 12 B 239 -1.162 - 7 147 1.298 13 1 P8 T -.065 -.248 _091 -.104 .223 1.4... B .137 .037 .05 -.19 ' i A 23: 15 1 P9 T 1.249 -.314 .782 .565 1.432 .16 $ .316 -1.257 1 .786 .571. .1.4417. 17 1 Pi T 1.265 .755 .255 -145 I 1.102 18 B -38 1.263 .242 -154 1.104 19 1 P11 T 649 -.851 I .75 .705 1.303 20 g .854 _.562 .758 705 1.316 21 1 I P12 T 663 -.938 .801 -.578 1.394 22 B .. 932 : -.565. .798 -:582 1..389 . 23 1 j P13 T 396 .133 .132 1 -.309 .349 24 5 .062 =.266 .134 .728 .267 25 1 P14 i T .079 -_092 .086 -.687 .148 26 B .014 € . 7.435 ' 224 ............... .247. 442.. 27 1 P15 I T .707 -.973 I 84 .587 1.461 28 : B .958 -695 .827 .583:...:: 1.438 29 1 P16 T .687 -.895 791 78 1.374 .68.9 .787-::7:8:5 1:-367 . 31 1 P17 I T -.069 -.243 .087 I -.087 I .217 32 B. .826 -1114 ..: 17 - .5.62 :333 Joint Deflections (By Combination I r WM I Thai V G.1 V n..7 1 1 N1 0 _:0 �0° 1� �0 2 1. 1 N2 : A.. -.164 € 0 ...... .-.01 2..81.6e-3 -1...32e-3 1 _'1.96e-6 3 1 I N3 0 -.093 -.001 I-6.93e-3 -9.603e-6 -3.27e-8 4 1.. N4 {} .093. -_f]E}.7 -& Gil 1.e�3:..:I:::.' 5.1:85e-4 0 5 1 N5 -.077 0 -.003 3.587e-3 -2.462e-4 2.142e-3 6 1 N8 -. 077 067 - 286 i-2.056e-3 ! 9:2134-3 3.491 e& RISA-3D Version 5.5 [Z:103-Current Projects\Platt Arch1FLANNERYIcalcledge section.r3d] Page 7 Company Plattinium Engineering Designer David Platt Job Number Edge Section Joint Deflections (By Combination) (Continued) Mar 27, 2012 11,36 AM Checked By:_ LC Jaint Label X [in] Y finl Z [in] X Rotation fradl Y Rntafinn fradl Z Rotation fradl ^7 1 ' N7 -.077 -.068 --267 -3.936e-3 -8-773e-3 -1.898e-6 8 1 N8 .. 0 067 0 -3.458e-3 2.87 � e-5 2.439e-3 9 1 N9 0 -.068 0 -3.888e-3-2.83e-5 2-145e-3 10 1 N.10 0 115 0. -4:442e-3 i 8.6969-6 3:639e-3 11 1 N11 0 .02 0 -4.445e-3 9.832e-6 6-394e-4 12 1 N12 0: i 0 .. 0.......-. 0 .. 0 0 13 1 N13 0 0 0 0 0 0 14 1 1. A N14 0 -.115 0 1 -4.061 a-3-9.7590-6 3.657e�3 15 1 N15 0 -.02 1 0 -4.059e-3-1.022e-5 6.332e-4 I 16A 1. 1.: N16 I :024 '091. -.286. 0 8 507e-3 -3.669e-3 17 1 N17 -.131 .044 -.286 0 8.714e-3 3.71 e-3 18 1 N18 -:1.28 -.044 ! -.287 0- 19 20 1 1- N19 N20 -.027 -.075. 1 -.091 -.287 .0 -_003 0-8.087e-3 0-3.852e-4 -3.58e-3 2.052e-3 21 1 N21 -. 079 0 -.003 0-3.756e-4 2.231 e-3 RISA-3D Version 5.5 [Z:103-Current Projects\Platt Arch1FLANNERYIcalcledge section.r3d] Page 8 Title Block Line 1 Title : Job # You can change this area Dsgnr; using the "Settings" menu item Project Desc.: and then using the 'Printing & Project Notes Title Block" selection, File: � 03,-Curt nI ftg%isl'IaR kch1FEANNERYLAckbsams:W6 General Footing ENFR.CALC, INC.1%3-T011. BOHd:6 IA-23, Var,51.10.0 Description: GradeBeam r �Ot,4 � General.-armatlotl Calculations per ACl 318-05, IBC 2006, CBC 2007, ASCE 7-05 Material Properties Soil Design Values f c : Concrete 28 day strength - 2.50 ksi Allowable Sall Bearing = 2.0 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density - 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 q) Values Flexure - 0.90 Shear Analysis Settings = 0.750 Increases based on footing Oepth Footing base depth below soil surface = ft Min Steel % Bending Reinf. = 0.00140 Allowable pressure increase per foot of deptl= ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.50 :1 Min. Sliding Safety Factor = 1.50 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept = ksf Use ftg wt for stability, moments & shears : Yes when maximum length or width is greater# ft Include Pedestal Weight as DL No Width parallel to X-X Axis = 2.0 ft ,f Length parallel to Z-Z Axis = 24.0 ft Footing Thicknes = 12.0 in Load location offset from footing center... ez : Prli to Z-Z Axis Pedestal dimensions,.. N ' px : parallef to X-X Axis - in pz : parallel to Z-Z Axis = in = Height In Rebar Centerline to Edge of Concrete.. ; R. at Bottom of footing = 3.0 in e Bars parallel to X-X Axis Number of Bars = 21.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Sim = # 4 Bandwidth Distribution Check (ACI 15A.4.2) Direction Requiring Closer Separabonlg X X Axis # Bars required within zone 15.4 % # Bars required on each side of zone 84.6 % :APplietl D Lr L S W E H P : Column Load = 0.0 k OB : Overburden = ksf M-xx = k-ft M-zz = --- --- — -- 4.30 k-ft V-x - k V-z = k Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title : Dsgnr: Project Desc.: Project Notes : Job # Title Block tine 6 Minted: 28 MAR 2M. 7:21AM - FHt7--,@,Gurrenf:PrvJeclsl.Pl2 ''Ar iFLA!lNERllcalcl�;ars,a 6 Genera! Footing ENERC,4i_C, !1'fC:1�832177t; 8.ui&I;Eri1:8.23, Ver:6.f.1C.0 Description : Grade Beam . o Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.2044 Soil Bearing 0.4088 ksf 2.0 ksf +0.60D+0.70E+H PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning FAIL 1.387 Overturning - Z-Z 3.010 k-ft 4.176 k-ft 0.6D+0.7E PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.01075 Z Flexure (+X) 0.1139 Vt 10.596 k-ft +0.90D+E+1.60H PASS 0.007722 Z Flexure (-X) 0.08183 k-ft 10.596 k-ft +1:20D+0.50L+0.20S+E PASS 0.0 X Flexure (+Z) 0.0 k-ft 11.674 k-ft +1.20D4.50L+0.20S+E PASS 0.0 X Flexure (-Z) 0.0 k-ft 11.674 k-ft +1.20D+0.50L+0.20S+E PASS 0.0 1-way Shear (+X) 0000230 psi 75.0 psi +120D+0.50L+0.20S+E PASS 0.0 1-way Shear (-X) 0000230 psi 75.0 psi +1.20D+0.50L+0.20S+E PASS 0.0 1 way Shear (+Z) 0.0 psi 75.0 psi +1.20D+0.50L+0.20S+E PASS 0.0 1-way Shear (-Z) 0.0 psi 75.0 psi +1.20D+0,50L+0.20S+E PASS r 9 2-way Punching 0.5053 psi 150.0 psi +0.90D+E+1.60H Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X-X. +D 2.0 nla 0.0 0.1450 0.1450 n/a n/a 0,073 X-X, +D+0.70E+H 2.0 n/a 0.0 0,1450 0.1450 - n/a n/a 0,073 X-X, +D+0.750Lr+0.750L+0.5250E+H 2.0 n/a 0.0 0,1450 0.1450 n/a n/a 0,073 X-X. +D+0.750L+0.750S+0.5250E+H 2.0 n/a 0.0 0.1450 0.1450 n/a n/a 0.073 X-X. +0.60D+0.70E+H 2.0 n/a 0.0 0.0870 0.0870 n/a n/a 0.044 Z-Z. +D 2.0 0.0 n/a n/a n/a 0.1450 0.1450 0.073 Z-Z. +D+0.70E+H 2.0 5.190 n/a n/a n/a 0.0 0.3380 0.169 Z-Z, +D+0.750Lr+0.750L+0.5250E+H 2.0 3.892 n/a n/a n/a 0.005788 0.2842 0.142 Z-Z: +D+0.750L+0.750S+0.5250E+H 2.0 3.892 n/a n/a n/a 0.005788 0.2842 0.142 Z-Z. 460D+0,70E+H.:--,_ ,__._.- __.. 2.0 8.649 n/a n/a n/a 0.0 0.4088 0.204 g :c!::;: pat,: ' ii i !OyertUmli3 :Stabli Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stabift Ratio Status X-X: 0.6D+0.7E None 50.112 k-ft Infinitv OK Z-Z. 0.6.,D+0.7E.... ....................._...._.:......................._..,_.,..._..__ 3.010 k-ft 4.176 k ft 1.387 No Goodl Footing -:Flexure ----------------- Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd Gvrn, As Actual As Phi*Mn Status k-ft Side ? or Top ? IO2 1n^2 1n^2 k-ft X-X, +1.40D 0 +Z Bottom 0.26 Bending 0.3 11.674 OK X-X, +1.40D 0 -Z Bottom 0.26 Bendina 0.3 11.674 OK X-X: +1.20D+0.50L+0.20S+E 0 +Z Bottom 0.26 Bendina 0.3 11.674 OK X-X: +1,20D+0.50L+0.20S+E 0 -Z Bottom 0.26 Bendina 0.3 11.674 OK X-X,+0.90D+E+1.60H 0 +Z Bottom 0.26 Bendina 0.3 11,674 OK X-X: +0.90D+E+1.60H 0 -Z Bottom 0.26 Bendino 0.3 11.674 OK Z-Z, +1.40D 0 -X Bottom 0.26 Bendina 0.27 10.596 OK Z-Z. +1.40D 0 +X Bottom 0.26 Bendino 0.27 10.596 OK Z-Z. +1.20D+0.50L+0.20S+E 0.08183 -X Too 0.26 Bendina 0.27 10.596 OK Z-Z, +1.20D+0.50L+0.20S+E 0.09732 +X Bottom 0.26 Bendina 0.27 10.596 OK Z-Z. +0.90D+E+1.60H 0.06524 -X Ton 0.26 Bendina 0.27 10.596 OK Z-Z.+D.90DtE+1.60H................................_...01139......_....+X._.. 0.26 Bending 0.27 10.596 OK Drie YVay. Shear` .. ' '. i ::: :' ...... :::! : '...:::.: : Load Combination- - Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max - Phi Vn Vu I Phi*Vn Status +1.40D 0 psi 0 psi 0 osi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50L+0.20S+E 2.3e-05 psi 2.3e-05 psi 0 psi 0 psi 2.3e-05 psi 75 psi 0 OK +0.90D+E+1.60H 1.7e-05 osi 1.7e-05 psi 0 psi 0 osi 1.7e-05 psi 75 psi 0 OK cortM,E�i' E cc mo 1 � w I w �C)oy) \1 f 1 T � Mwl�rx �hs tap a Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block" selection. Beam Title : Job # Dsgnr: Project Desc.: Project Notes File' Description: FB-8 Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Analysis Method: Allowable Stress Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 ■ ■ ■ T ■ ■ v 7 Span = 4.50 ft X Span = 5.50 ft W 12X96 W 12X96 i€ !ledLoas[ . Service toads entered. Load Factors will be applied for calculatio ns. Load for Span Number 1 Uniform Load : D = 0.60, L = 0.40 k/ft, Tributary Width =1.0 ft Point Load : D = 26,20, L = 26.20 k (q) 0.0 ft Load for Span Number 2 Uniform Load : D = 0.60, L = 0.40 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.671: 1 M Section used for this span W12X96 Mu: Applied 245.925 k-ft Mn / Omega: Allowable 366.766 k-ft Load Combination +D+L+H Location of maximum on span 4.500ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.130 in Ratio = Max Upward L+Lr+S Deflection -0.017 in Ratio = Max Downward Total Deflection 0.261 in Ratio = Max Upward Total Deflection -0.034 in Ratio = im Shear Stress Ratio = 0.407 :1 Section used for this span W1-2X96 Vu : Applied 56.90 k Vn/Omega : Allowable 139.70 k Load Combination +D+L+H Location of maximum on span 4.500 ft Span # where maximum occurs Span # 1 832 3897 412 1942 axlmutn. vrm- :stresses for:i.aad;Corh6iriati6ns:. Load Combination Max Stress Ratios Summary ai ?,1 me"i VaW,2s Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Onrega +D Dsgn. L = 4.50 ft 1 0.338 0.207 -123.98 123.98 612.50 366.77 1.00 1.00 28.90 209.55 139.70 Dsgn. L = 5.50 ft 2 0.338 0.173 -123.98 123.98 612.50 366.77 1.00 1.00 24.19 209.55 139.70 +D+L+H Dsgn. L = 4.50 ft 1 0.671 0.407 -245.93 245.93 612.50 366.77 1.D0 1-00 56.90 209.55 139.70 Dsgn. L = 5.50 ft 2 0.671 0.340 -245.92 245.92 612.50 366.77 1.00 1.00 47.46 209.55 139.70 +D+0.750Lr+0.750L+H Dsgn. L = 4.50 ft 1 0.587 0.357 -215.44 215.44 612.50 366.77 1.00 1.00 49.90 209.55 139.70 Dsgn. L = 5.50 It 2 0.587 0.298 -215.44 215.44 612.50 366.77 1.00 1.00 41.65 209.55 139.70 +D+0,750L+0.750S+H Dsgn. L = 4.50 ft 1 0,587 0.357 -215.44 215.44 612.50 366.77 1.00 1.00 49.90 209.55 139.70 Dsgn. L = 5.50 ft 2 0.587 0.298 -216.44 215.44 612.50 366.77 1.00 1.00 41.65 209.55 139.70 +D+0.750Lr+0.750L+0.750W+H Dsg n. L = 4.50 ft 1 0.587 0.357 -215.44 215.44 612.50 366.77 1.00 1.00 49.90 209.55 139.70 Dsg n. L = 5.50 ft 2 0.587 0.298 -215.44 215.44 612.50 366.77 1.00 1.00 41.65 209.55 139.70 +D+0.750L+0.7508+0.750W+H Dsgn. L = 4.50 ft 1 0.587 0.357 -215.44 215.44 612.50 366.77 1.00 1.00 49.90 209.55 139.70 Dsg n. L = 5.50 ft 2 0.587 0.298 -215.44 215.44 612.50 366.77 1.00 1.00 41.65 209.55 139.70 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 4.50 ft 1 0.587 0.357 -215.44 215.44 612.50 366.77 1.00 1.00 49.90 209.55 139.70 Dsg n: L = 5.50 ft 2 0.587 0.298 -215.44 215.44 612.50 366.77 1.00 1.00 41.65 209.55 139.70 +D+0.750L+0.750S+0.5250E+H Dsg n. L = 4.50 ft 1 0.587 0.357 -215.44 215.44 612.50 366.77 1.00 1.00 49.90 209.55 139.70 Dsgn. L = 5.50 ft 2 0.587 0.298 -215.44 215.44 612.50 366.77 1.00 1.00 41.65 209.55 139.70 Title Block Line I Title : Job # You can change this area Dsgnr., using the 'Settings' menu Rem Project Desc.: and then using the "Printing & Project Notes. Title Block" selection. MAR 2012 7AMU Steel Beam Description FB-8 r-adLMamu'rff.DefiOcUdii�i,:.'IJhfcidtored'Loads : ............. Load Combination Span Max. "-" Defi Location In Span Load Combination Max. 'W'Defl Location In Span 1 0.0000 0.000 T 0.0000 0.000 2 0.0000 0.000 0.0000 0.000 -�;VeltlCdI Reactions_= Reactions:U h-fadt6fdd: Support notation: Far left is #1 Values in KIPS Load Combination Support I Support 2 Support 3 Overall MAXimum 104.364 41.964 D Only 53.091 -20.891 L Only 51.273 -21.073 D+L 104.364 41.964 Title Block Line 1 Title : Job # You can change this area Dsgnr: using the 'Settings' menu item Project Desc.: and then using the "Printing & Project Notes: Title Block" selection. PMM& 27" 2012. 9:20AM Steel Beam Description : 1`13-15 :.., :Materlal'P.CO ertleS ....::..... ..., :........... Calculations per AISC 360.05, IBC 2006, CBC 2007, ASCE 7.05 - ..... ..... . Analysis Method: Allowable Stress Design Fy : Steel Yield : 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 20061BC & ASCE 7-05 W12X22 . .. . . .. " s; ::;:;: ; ............. .. i - - Service loads entered. Load Factors will be applied for calculations. pp Uniform Load : - 0.40 k/8 Tributary Width =1.0 ft Uniform load : L =1,2D Tributary Width =1.0 ft (]1=51G1V S[1W1lEfi9R Maximum Bending Stress Ratio = 0.846: 1 Maximum Shear Stress Ratio = 0.258 : 1 Section used for this span W12X22 Section used for this span W12X22 Mu: Applied 61.875 k-ft Vu : Applied 16.50 k Mn / Omega: Allowable 73.104 k-ft Vn/Omega : Allowable 63.960 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 7.500ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.406 in Ratio = 443 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.558 in Ratio = 322 Max Upward Total Deflection 0.000 in Ratio = 0 <180 'MaxiihOVF t' .:-&:Stresses forLood-Cotritiiriatiah9 Load Combination Max Sbess Ratios Summary of Moment Values Summary of Shear Values Segment Le-gth Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsg n. L = 15.00 ft 1 0.231 0.070 16.88 16.88 122.08 73.10 1.00 1.00 4.50 95.94 63.96 +D+L+H Dsg n. L = 15.00 ft 1 0.846 0.258 61.88 61.88 122.08 73.10 1.00 1.00 16.50 95.94 63.96 +D+0.750Lr+0.750L+H Dsg n. L = 15.00 ft 1 0.693 0.211 50.63 50.63 122.08 73.10 1.00 1.00 13.50 95.94 63.96 +D+0.750L+0.750S+H Dsgn. L = 15.00 ft 1 0.693 0.211 50.63 50.63 122,08 73.10 1.00 1.00 13.50 95.94 63.96 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 15.00 ft 1 0.693 0.211 50.63 50.63 122.08 73.10 1.00 1.00 13,50 95.94 63.96 +D+0.750L+0.750S+0,750W+H Dsg n. L = 15.00 ft 1 0.693 0.211 50.63 50.63 122.08 73.10 1.00 1.00 13.50 95.94 63.96 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 15.00 ft 1 0,693 0.211 50.63 50.63 122.08 73.10 1.00 1.00 13.50 95.94 63.96 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 15.00 ft 1 0.693 0.211 50.63 50.63 122.08 73.10 1.00 1.00 13.50 95.94 63.96 ..............................-.....,.:....:.....:..................................... yerall.M2XiMOhi Defledfions:=:.Uiifgdtored;Loads .... Load Combination Span Max. "--" Defl Location in Span Load Combination Max.'W Defl Location In Span 1 0.0000 0.000 0.0000 0.000 _:................................. ..................................:::......... sVeCticaj_ReaCtiOns'=Urifactored.i`'i"=ii;i .:.::. Support notation: Far left is#1 Values inKlPS Load Combination Support 1 Support 2 Overall MAXimum 16.500 16.500 D Only 4.500 4.500 L Only 12.000 12.000 D+L 16.500 16.500 Title Block Line 1 Title: Job # You can change this area Dsgnr: using the 'Settings' menu item Project Desc.: and then using the 'Printing & Project Notes: Title Block' selection. r Tille Block Lire 6 Printed;27MAR201$ 9.,I M �sF°; Z t03Curren! Fr6]eclslFiag*0%FIANI+IERYiralel6aarrFsecfi: Composite Steel Beam ENERCALG:INC:1-9934DII. Wid-.01 s:za*a� .iff:0 _- Description : FB-6 iV}3ter131. Prt3p8ifle5: Calculations per AISC 36D-fly, IBC ZDOfi, CBC 2007, ASCE 7.05 Analysis Method: Allowable Stress Design _ `•'a"` Beam Bracing: Beam is Fully Braced against lateral -torsion buckling by attached sla Load Combination 2006 IBC & ASCE 7-05 Fy : Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksi Composite Beam Section Data Total Slab Thickness 5.50 in Concrete f c Effective Width 4.750 ft Concrete Density Metal Deck... Vulcraft, 2 VLI Rib Height Ribs: Perpendicular Rib Spacing w18X50 w1a ma Beam is UNSHORED for Concrete Placement 2.50 ksi Stud Diameter 3/4" in 145.0 pcf Qn: Stud Capacity 11.0 k 2.0 in Top Width 5.0 in 12.0 in Btm Width 5.0 in Service loads entered. Load Factors will be applied for calculations. Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : 0.30 Wit, Tributary Width =1.0 ft, Applied after curing Uniform Load . = 1.20 kit€ ributary Width =1.0 ft, Applied after curing DESw. SukikRy f ....... L ,� 4114T- ■ e Maximum Bending Stress Ratio = 0.153 : 1 Maximum Shear Stress Ratio = 0.143 :1 Section used for this span W18X50 Section used for this span W18X50 Percent Composite Action 25 % Vu : Applied 16.370 k Construction After Curing Vn/Omega : Allowable 114.79 k Mu : Applied 0.0 49.110 k-ft Load Combination- - span 1 Mn / Omega: Allowable 252.0 320.46 k-ft Location of maximum on span 0.0 ft Load Combination After Curing : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 6.0ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.030 in Max Upward L+Lr+S Deflection 0.000 in Live Load Deflection Ratio 4853 Max Downward Total Deflection 0.047 in Max Upward Total Deflection 0.000 in Total Deflection Ratio 3077 $hear€$ d Re uirem nts' < _ ....... ....... . From Support 1 (a) to 6.00 ft use 10 studs. From 6.00 ft to Support 2 use 10 studs. I'Maximum:Forces & Stresses..foftoad C:oi1ibin: ati:ons Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # - -- M V Ma-Const MnSfl / Omega Ma-NonConst MnTr / Omega Va - Vn / Omega 1 DL on S1IBm Before Curing Span L=12ft 1 1 DL on SUBm After Curing Span L =12 It 1 After Curing : +D Span L =12 ft 1 0.069 0.064 252.00 22.11 320.45 7.37 114.79 After Curing : +D+L+H Span L =12 ft 1 0.153 0.143 252.00 49.11 320.46 16.37 114.79 i Seismic Analysis - IBC 2009 Residential 2 Story Seismic Design Category D Dimensions Lenth 113 ft Roof Ht 13 ft Loads DL Roof ';20 psf DL Floor .65 psf DL Wall 15 psf N= 2 R= T= 0.2 Weight at roof WR= 100595lbs Total Weight W= 392.185 kips Base Shear (Eq 16-34) Design Base Shear Seismic Seismic Shear at roof Seismic Shear at 1st floor Flannery - Roof B Width 32 7 Fir Ht 13 ft , 113 = Ac-ruik-t. r:,,00g, Ss= 1.5 Sds= 1.01 S1=" Sdi= 0.60 4" 1Fa= IN;Fv= 1.5 Weight at Floor WF= 291590 lbs Cs= 0.201 Cs max= 1.005 Cs min= 0.044 Vs= 56,31 kips Vr= tabg kips Vf= 33.32 kips 1.3= 29.88517 kip—s *1.3= 43.31336 kips C-6m Mgr � 4;', 14 V- Y, &Gqu 1 cis. 1L +,L zCI Title Block Line 1 Title : You can change this area Dsgnr using the 'Settings' menu item Project Desc,: and then using the'Printing & Project Notes: Title Block' selection. Description : F13-7 Job # ..:.. Material Properties Calculations per AISC 360.05, IBC 2006, CBC 2007, ASCE 7.05 Analysis Method: Allowable Stress Design Fy : Steel Yield : 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 L(1.2) ENE ■ ■ t i r r ■ ■ b�` F+ *P. t. E qk� l.r - - .� . Span = 5.0 ft Span - 12.0 ft W 18X60 WI 8X60 ::::::::::::::: Ceniinc I -A. on4orcri I nit fnr rnlnuh4lnnc. .............................................................................. Load for Span Number 1 Uniform Load: D = 0.60, L = 0.40 k/ft, Tributary Width =1.0 ft Load for Span Number 2 Uniform Load. D = QJQ� L = 0.40 k/ft, Tributary Width =1.0 ft Uniform Loa : L =1.20 k Tributary Width =1.0 ft 1ES1G1V 5i11l+1MARY `-` i. ].}'fir Y2 ' • Maximum Bending Stress Ratio = 0.094 : 1 Maximum Shear Stress Ratio = 0.103 : 1 Section used for this span W18X60 Section used for this span W18X60 Mu: Applied 28.872 k-ft Vu : Applied 15.606 k Mn / Omega: Allowable 306.886 k-ft Vn/Omega : Allowable 151.06 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 5.000ft Location of maximum on span 5,000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0 .0 15 in Ratio = 9508 Max Upward L+Lr+S Deflection -0.002 in Ratio = 32665 Max Downward Total Deflection 0.021 in Ratio = 6989 Max_ Upward Total Deflection =0.002 in Ratio = 25528 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Me - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D Dsgn.L= 5,00ft 1 0.027 0.028 -8.17 8.17 512.50 306.89 1.00 1.00 4.28 226.59 151.06 Dsgn. L = 12.00 It 2 0.027 0.028 7.10 -8.17 8.17 512.50 306.89 1.00 1.00 4.28 226.59 151.06 +D+L+H Dsgn. L = 5.00 ft 1 0.094 0.103 -28.87 28.87 512.50 306.89 1.00 1.00 15.61 226.59 151.06 Dsgn. L = 12.00 ft 2 0.094 0.103 26.48 -28.87 28.87 512.50 306.89 1.00 1.00 15.61 226.59 151.06 +D+0.750Lr+0.750L+H Dsgn. L = 5,00 ft 1 0.077 0,085 -23.70 23.70 512.50 306,89 1.00 1.00 12.77 226.59 151.06 Dsgn. L = 12.00 ft 2 0.077 0.085 21.63 -23.70 23.70 512.50 306.89 1.00 1.00 12.77 226.59 151.06 +D+0.750L+0.750S+H Dsgn. L = 5.00 ft 1 0.077 0.085 -23.70 23.70 512.50 306.89 1.00 1.00 12.77 226.59 151.06 Dsgn. L = 12.00 ft 2 0.077 0.085 21.63 -23.70 23.70 512.50 306.89 1.00 1.00 12.77 226.59 151.06 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 5.00 ft 1 0.077 0.085 -23.70 23.70 512.50 306.89 1.00 1.00 12.77 226.59 151.06 Dsgn. L = 12.00 it 2 0.077 0.085 21,63 -23.70 23.70 512.50 306.89 1.00 1.00 12.77 226.59 151.06 +D+0.750L+0.7508+0.750W+-H Dsgn. L = 5.00 ft - 0.077 0.085 -23.70 23.70 -512.50 -- 306.89 1.00 1.00 12.77- 226.59 151,06 Dsgn. L= 12.00 It 2 0.077 0.085 21.63 -23.70 23.70 512.50 306.89 1.00 1.00 12.77 226.59 151-06 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 5.00 ft 1 0.077 0.085 -23.70 23.70 512.50 306.89 1.00 1.00 12.77 226.59 151.06 Dsgn. L = 12.00 ft 2 0.077 0.085 21.63 -23.70 23.70 512.50 306.89 1.00 1.00 12.77 226.59 151.06 +D+0.750L+0,750S+0.5250E+H Dsgn. L = 5.00 ft 1 0.077 0.085 -23.70 23.70 512.50 306.89 1.00 1.00 12.77 226.59 151.06 Dsgn, L = 12.00 ft 2 0.077 0.085 21.63 -23.70 23.70 512.50 306.89 1.00 1.00 12.77 226.59 151.06 ( 0 SplaiHnuM N G I N E E R! 4141 Highland Drive, SLC Ut, 84124 (801) 272-7923 (801) 278-6058 Flannery Residence Updated Calculations Rancho Mirage 1 /30/2012 Designed Per CBC 2010 Roof Live Load Roof Dead Load Floor Live Load Floor Dead Load 20 psf 20 psf 40/60 psf 65 psf Seismic Criteria Seismic Design Category D N= 1 Ss= 1= 1 S1= R= 5 Fa= T= 0.1 Fv= Wind Critera 90 mph 3 second gust wind speed exp B Concrete Strength 2500 psi Allowable Bearing Capacity 2000 psf 1.5 0.6 1 1.5 Mat Foundation - Worst Case @ aquarium Allowable Bearing Capacity = 2000 psf Dead Weight of Structure (with column loads) 19.2 kips Weight of water 95.3 kips Total 114.5 kips Area at foundation 76.8 s.f. Weight/Area 1490.885 psf < 2000 ok PROJECT: Wind C PAGE: CLIENT: DESIGN BY: JOB NO.: DATE: REVIEW BY: Wind Analysis for Low-rise Building, Based on ASCE 7-05 / IBC 2006 INPUT DATA Exposure category (B, C or D) Importance factor, pg 77, (0.87, 1.0 or 1.15) Basic wind speed (IBC Tab 1609.3.1V3s) Topographic factor (Sec.6.5.7.2, pg 26 & 45) Building height to eave Building height to ridge Building length Building width Effective area of components DESIGN SUMMARY Max horizontal force normal to building length, L, face Max horizontal force normal to building length, B, face Max total horizontal torsional load ANALYSIS Velocity pressure B I = 1.00 Category 11 V = 90 mph Kn = 1 Flat = t he = 12 ft hr= 28 ft L = 130 ft B = 45 ft A = 10 ft2 = 36.40 kips = 9.00 kips = 488.14 ft-kips s. rn Vi qh = 0.00256 Kt, K, Kd V21 = 12.34 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 27) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab 6-3, Case 1,pg 79) = 0.70 Kd = wind directionality factor. (Tab. 6-4, for building, page 80) = 0.85 h = mean roof height = 20.00 ft < 60 ft, [Satisfactory] Design pressures for MWFRS p = qh [(G Cpf )-(G Cpi )] where: p = pressure in appropriate zone. (Eq. 6-18, page 28). G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 53 & 54) G Cp; = product of gust effect factor and internal pressure coefficient.(Fig. 6-5, Enclosed Building, page 47) 0.18 , or -0.18 a = width of edge strips, Fig 6-10, note 9, page 54, MAX[ MIN(0.1 B, 0.4h), 0.04B,3] = 4.50 ft Net Pressures fosfl. Basic Load Cases Roof an ie 0 = 35.42 Roof an le 0 = 0.00 G CP f Net Pressure with G CP t Net Pressure with Surface (+GCp I) (-GCp i) (+GCp i) (-GCP I ) 1 0.56 4.69 9.13 0.40 2.71 7.16 2 0.21 0.37 4.81 -0.69 -10.73 -6.29 3 -0.43 -7.53 -3.08 -0.37 -6.79 -2.34 4 -0.37 -6.79 -2.34 -0.29 -5.80 -1.36 1 E 0.69 6.29 10.73 0.61 5.31 9.75 2E 0.27 1.11 5.55 -1.07 -15.42 -10.98 3E -0.53 -8.76 -4.32 -0.53 -8.76 -4.32 4E -0.48 -8.14 -3.70 -0.43 -7.53 -3.08 5 -0.45 -7.77 -3.33 -0.45 -7.77 -3.33 6 1 -0.45 1 -7.77 1 -3.33 1 -0.45 -7.77 -3 33 Net Pressures (psf), Torsional Load Cases Roof angle 6 = 35.42 GCpf Net Pressure with Surface (+GC Pi) GC (- pi) 1T 0.56 1.17 2.28 2T 0.21 0.09 1.20 3T -0.43 -1.88 -0.77 4T -0.37 -1.70 -0.59 Roof angle 0 = 0.00 G Cp f Net Pressure with Surface (+GCp I) (-GCP i ) 1 T 0.40 0.68 1.79 2T -0.69 -2.68 -1.57 3T -0.37 -1.70 -0.59 4T -0.29 -1.45 -0.34 3E 3 2E 2 3 3 2 ZONE 2/3 BOUNDARY 3E 3 3 2T 4�� a 4�i ��6 4__4r 2E 2 6 4 R /a 1T 5 I 5 g t 5 lii T REMERENCE CORNER 1E REFERENCE CORNEA E REFERENCE CORNER t IE REFERENCE CORtU WIND DIRECTION b WIND DIRECTION WIND DIRECTION WIND DIRECTION Transverse Direction Longitudinal Direction Transverse Direction Longitudinal Direction %--'- I -_J /^---- T-_-: --- I 1 -_J I ---- 1 Basic Load Cases Torsional Load Cases Basic Load Cases in Transverse Direction Area Pressure k) with Surface (ftz) (+GCp;) (-GCp; ) 1 1452 6.81 13.26 2 3341 1.24 16.07 3 3341 -25.14 -10.30 4 1452 -9.85 -3.40 1E 108 0.68 1.16 2E 248 0.28 1.38 3E 248 -2.18 -1.07 4E 108 -0.88 -0.40 Horiz. 34.93 34.93 Vert. -21.03 4.95 10 psf min. Horiz. 36.40 36.40 Sec. 6.14.1 Vert. -58.50 -58.50 Torsional Load Cases in Transverse Direction Basic Load Cases in Longitudinal Direction Area Pressure (k) with Surface s (ft) (+GCp i) (-GCp i ) 1 763 2.07 5.46 2 2871 -30.82 -18.07 3 2871 -19.48 -6.73 4 763 -4.43 -1.04 1 E 137 0.73 1.33 2E 718 -11.07 -7.88 3E 718 -6.29 -3.10 4E 137 -1.03 -0.42 Horiz. 8.25 8.25 E Vert. -55.14 -29.16 10 psf min. Horiz. 9.00 9.00 Sec, 6.141 Vert. -58.50 -58.50 Area Pressure k) with Torsion (ft-k) Surface (�) (+GCp.) (-GCp;) (+GCp i) (-GCp;) 1 672 3.15 6.14 95 186 2 1546 0.57 7.44 10 130 3 1546 -11.64 -4.77 204 84 4 672 -4.56 -1.58 138 48 1 E 108 0.68 1.16 41 70 2E 248 0.28 1.38 10 48 3E 248 -2.18 -1.07 76 38 4E 108 -0.88 -0.40 53 24 1T 780 0.91 1.78 -30 -58 2T 1795 0.17 2.16 -3 -41 3T 1795 -3.38 -1.38 -64 -26 4T 780 -1.32 -0.46 -43 -15 Total Horiz. Torsional Load, MT 488 488 Design pressures for components and cladding p = qh[ (G Cp) - (G Cpi)J where: p = pressure on component. (Eq. 6-22, pg 28) Pmin = 10 psf (Sec. 6.1.4.2, pg 21) G Cp = external pressure coefficient. see table below. (Fig. 6-11, page 55-58) Torsional Load Cases in Lonaitudinal Direction Area Pressure k) with Torsion (ft-k Surface (ft) +GCp; ( ) (_ ) GCp; +GCp; ( ) ( -GCp;) 1 313 0.85 2.24 5 14 2 2153 -23.12 -13.55 435 255 3 2153 -14.61 -5.05 -275 -95 4 313 -1.82 -0.43 11 3 1 E 137 0.73 1.33 13 24 2E 718 -11.07 -7.88 209 148 3E 718 -6.29 -3.10 -118 -58 4E 137 -1.03 -0.42 18 7 1 T 450 0.31 0.81 -3 -8 2T 2871 -7.71 -4.52 -290 -170 3T 2871 -4.87 -1.68 183 63 4T 1 450 -0.65 1 -0.15 -6 -1 Total Horiz. Torsional Load, MT 181.9 181.9 37 _37,s 1 1 51 5 I yy yg I • 1 5 6 i lea 0 2; N N 12 P 1 1 Walls Roof as7^ Roof e»' Effective Area (ft2) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 GCp I • GCp GCp I - GCp GCp - GCp I GCo I - GCp GCp T - GCp Comp- 10 0.90 1 -1.00 0.90 1 -1.20 1 0.90 1 -1.20 1 1,00 1 -1.10 1 1.00 1 -1.40 Comp. 8 Cladding Pressure (psf) Zone 1 IZone 2 Zone 3 Zone 4 Zone 5 Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative 13.32 -14.56 13.32 -17.03 13.32 -17.03 14.56 -15.79 14.56 -19.49 PROJECT: Wind PAGE: CLIENT : DESIGN BY: JOB N0.: DATE: REVIEW BY: Wind Analysis for Low-rise Buildinsl, Based on ASCE 7-0511BC 2006 INPUT DATA Exposure category (B, C or D) Importance factor, pg 77, (0.87, 1.0 or 1.15) Basic wind speed (IBC Tab 1609.3,IV3s) Topographic factor (sec.6 5.7.2, pg 26 8 45) Building height to eave Building height to ridge Building length Building width Effective area of components DESIGN SUMMARY Max horizontal force normal to building length, L, face Max horizontal force normal to building length, B, face Max total horizontal torsional load ANALYSIS Velocitv pressure 13 1 = 1.00 Category 11 V = 90 mph Kn = 1 Flat L he = 12 It hr = 21 ft L = 140 ft B = 48 ft A = 10 ft2 29.40 kips = 7.92 kips 278.16 ft-kips = 67.20 kips qh = 0.00256 Kh Kn Kd V21 = 12.34 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 27) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 79) = 0.70 Kd = wind directionality factor. (Tab. 6-4, for building, page 80) - 0.85 h = mean roof height - 16.50 ft < 60 ft, [Satisfactory] Design pressures for MWFRS p = qh [(G CPf )-(G CPI )l where: p = pressure in appropriate zone. (Eq. 6-18, page 28). G Cpf = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 53 8 54) G Cp i = product of gust effect factor and internal pressure coefficient. (Fig. 6-5, Enclosed Building, page 47) 0.18 or -0.18 a = width of edge strips, Fig 6-10, note 9, page 54, MAX[ MIN(0.1 B, 0.4h), 0.04B,3] = 4.80 ft NPt PrPSnIIrPS. fnsfl. Ranir Lead Canes Roof angle 9 = 20.56 Roof an le 0 = 0.00 GCPf Net Pressure with GCPf Net Pressure with Surface (+GCPi) (-GCpi) (+GCPi) (-GCpi) 1 0.53 4.34 8.78 0.40 2.71 7.16 2 -0.64 -10.12 -5.67 -0.69 -10.73 -6.29 3 -0.48 -8.11 -3.67 -0.37 -6.79 -2.34 4 -0.43 -7.48 -3.04 -0.29 -5.80 -1.36 1 E 0.79 7.57 12.02 0.61 5.31 9.75 2E -1.00 -14.50 -10.06 -1.07 -15.42 -10.98 3E -0.68 -10.62 -6.18 -0.53 -8.76 -4.32 4E -0.63 -10.01 -5.57 -0.43 -7.53 -3.08 5 -0.45 -7.77 -3.33 -0.45 -7.77 -3.33 6 1 -0.45 -7.77 -3.33 -0.45 A -7.77 -3.33 3E 3 R 2E 4�_ G AE�y 5 1 REFERENCE CORNER f E ob WIND DIRECTION 4 3 Y ZONE 2/3 BOUNDARY 4 _6 I �E REFERENCE CORNM WIND DIRECTION Net Pressures 1001. Torsional Load Cases Roof an le 9 = 20.56 G Cp f Net Pressure with Surface (+GCpi) (-GCD i ) 1 T 0.53 1.08 2.20 2T -0.64 -2.53 -1.42 3T -0.48 -2.03 -0.92 4T -0.43 -1.87 -0.76 Roof angle 0 = 0.00 G Cpf Net Pressure with Surface (+GC pi) GC (- pi) 1T 0.40 0.68 1.79 2T -0.69 -2.68 -1.57 3T -0.37 -1.70 -0.59 4T j -0.29 -1.45 -0.34 3E 3 A 2T ei 2E 2 a 5 f IT REFERENCE CORNER TE b WIND DIRECTION NCQRNCR ��6IREFERENCE bWIND DIRECTION Transverse Direction Longitudinal Direction Transverse Direction Longitudinal Direction IBasic Load Cases Torsional Load Cases I Basic Load Cases in Transverse Direction Area Pressure (k) with Surface (ft z ) (+GCP i) (-GCp 1 ) 1 1565 6.79 13.74 2 3342 -33.81 -18.97 3 3342 -27.10 -12.26 4 1565 -11.71 -4.76 1E 115 0.87 1.38 2E 246 -3.57 -2.48 3E 246 -2.61 -1.52 4E 115 -1.15 -0.64 Horiz. 17.84 17.84 Vert. -62.83 -32.98 10 psf min Horiz. 29.40 29.40 Sec 6.1.4.1 Vert. -67.20 -67.20 Torsional Load Cases in Transverse Direction Basic Load Cases in Longitudinal Direction Area Pressure (k) with Surface s (ft) (+GCP i) (-GCP i ) 1 660 1.79 4.72 2 2871 -30.81 -18.06 3 2871 -19.48 -6.73 4 660 -3.82 -0.90 1 E 132 0.70 1.29 2E 718 -11.07 -7.88 3E 718 -6.29 -3.10 4E 132 -1.00 -0.41 Horiz. 7.31 7.31 E Vert. -63.34 -33.50 10 psf min. Horiz. 7.92 7.92 Sec.6.1.4.1 Vert. -67.20 -67.20 Area Pressure (k) with Torsion (ft-k Surface (ft z ) (+GCP;) (-GCP 1) (+GCP;) (-GCp;) 1 725 3.14 6.36 103 207 2 1548 -15.66 -8.79 -179 -101 3 1548 -12.55 -5.68 144 65 4 725 -5.43 -2.21 177 72 1 E 115 0.87 1.38 57 90 2E 246 -3.57 -2.48 -82 -57 3E 246 -2.61 -1.52 60 35 4E 115 -1.15 -0.64 75 42 1T 840 0.91 1.84 -32 -65 2T 1794 -4.54 -2.55 56 31 3T 1794 -3.64 -1.64 -45 -20 4T 840 -1.57 1 -0.64 -55 -22 Total Horiz. Torsional Load, MT 278 278 Design pressures for components and cladding p = qh[ (G Cp) - (G Cp!)] where: p = pressure on component. (Eq. 6-22, pg 28) Pmin = 10 psf (Sec. 6.1.4.2, pg 21) G CP = external pressure coefficient. see table below. (Fig. 6-11, page 55-58) Torsional Load Cases in Longitudinal Direction Area Pressure k) with Torsi(ft-k) Surface z (ft) (+GCP;) (-GCp;) (+GCP;) (-GCp; ) 1 264 0.72 1.89 5 13 2 2153 -23.11 -13.55 284 166 3 2153 -14.61 -5.05 -180 -62 4 264 -1.53 -0.36 10 2 1 E 132 0.70 1.29 13 25 2E 718 -11.07 -7.88 136 97 3E 718 -6.29 -3.10 -77 -38 4E 132 -1.00 -0.41 19 8 1T 396 0.27 0.71 -3 -8 2T 2871 -7.70 -4.52 -189 -111 3T 2871 -4.87 -1.68 120 41 4T 396 1 -0.57 1 -0.13 -6 -1 Total Horiz. Torsional Load, MT 132.0 1 132.0 s U a 1 I 51 S I Walls Roof a„- Roof a»° Effective Area (ft) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 GCo - GCo GCo - GCp GCp - GCp GCp - GCp GCo - GCp Comp. 10 0.50 -0.90 0.50 -1.70 0.50 1 -2.60 1.00 -1.10 1.00 1 -1.40 Comp. 8 Cladding Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Pressure Positive Negative Positive Negative Positive Negative Positive Neaalive Positive Negative ( psf) 10.00 -13.32 1 10.00 -23.20 1 10.00 -34.30 14.56 -15.79 14.56 -19.49 PROJECT: Wind C PAGE : CLIENT: DESIGN BY: JOB NO.: DATE : REVIEW BY: Wind Ana#vsls for Low-rise Buildina. Based on ASCE 7-05 / IBC 2006 INPUT DATA Exposure category (B, C or D) B Importance factor, pg 77, (0.87, 1.0 or 1.15) 1 = 1.00 Category I Basic wind speed (IBC Tab 1609.3.1 V3S) V = 90 mph Topographic factor (Sec.6.5.7 2, pg 26 & 45) Kt = 1 Fiat L L Building height to eave he = 12 ft Building height to ridge hr = 18 ft Building length L = 55 ft Building width B = 31 ft Effective area of components A = 10 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face Max horizontal force normal to building length, B, face Max total horizontal torsional load ANALYSIS Velocitv pressure 9.90 kips 4.65 kips 50.88 ft-kips n Or kin¢ qh = 0.00256 Kh K:t Kd V21 = 12.34 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 27) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab 6-3, Case 1,pg 79) = 0.70 Kd = wind directionality factor. (Tab. 6-4, for building, page 80) = 0.85 h = mean roof height = 15.00 ft < 60 ft, [Satisfactory] Design pressures for MWFRS p = qh [(G Cpf )-(G C'pi )] where: p = pressure in appropriate zone. (Eq. 6-18, page 28). G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 53 & 54) G Cp i = product of gust effect factor and internal pressure coefficient. (Fig. 6-5, Enclosed Building, page 47) = 0.18 or -0.18 a = width of edge strips, Fig 6-10, note 9, page 54, MAX[ MIN(0.1 B, 0.4h), 0.04B,3] = 3.10 ft Net Pressures ins6. Rasic Load Cases Roof angle 0 = 21.16 Roof an le 6 = 0.00 Surface Net Pressure with Mel Pressure with G Cp f G Cp f (+GCp i ) (-GCp i) (+GCp I) (-GCD i ) 1 0.53 4.36 8.80 0.40 2.71 7.16 2 -0.59 -9.44 -5.00 -0.69 -10.73 -6.29 3 -0.47 -8.07 -3.63 -0.37 -6.79 -2.34 4 -0.42 -7.44 -3.00 -0.29 -5.80 -1.36 1 E 0.79 7.49 11.93 0.61 5.31 9.75 2E -0.91 -13.50 -9.06 -1.07 -15.42 -10.98 3E -0.67 -10.50 -6.06 -0.53 -8.76 -4.32 4E -0.62 -9.89 -5.45 -0.43 -7.53 -3.08 5 -0.45 -7.77 -3.33 -0.45 -7.77 -3.33 6 -0.45 j -7.77 1 -3.33 1 -0.45 1 -7.77 1 -3.33 Net Pressures (psf), Torsional Load Cases Roof angle 0 = 21.16 G Cp f Net Pressure with Surface (+GCD i) (-GCD i ) 1T 0.53 1.09 2.20 2T -0.59 -2.36 -1.25 3T -0.47 -2.02 -0.91 4T -0.42 -1.86 -0.75 Roof angle 0 = 0.00 G Cp f Net Pressure with Surface (+GCp i) (-GCp i ) 1 T 0.40 0.68 1.79 2T -0.69 -2.68 -1.57 3T -0.37 -1.70 -0.59 4T 1 -0.29 -1.45 -0.34 3E 3 2E 2 3 2 3 ZONE 2/3 BOUNDARY 3E 33r R 9r 2 r IT S 1 5 t S lE 1E 't E As FUtEN s BIER REFERENCE CORNER REFERENCE CORNER REFERENCE c WINO DIRECTION D b WIND DIRECTION WIND DIRECTION WIND DIRECTION Transverse Direction Longitudinal Direction Transverse Direction Longitudinal Direction /+-...- I Basic Load Cases Torsional Load Cases I Basic Load Cases in Transverse Direction Basic Load Cases in Longitudinal Direction Area Pressure W with Surface (ftZ) (+GCP i) (-GCP i ) 1 586 2.55 5.15 2 811 -7.66 -4.06 3 811 -6.55 -2.94 4 586 -4.36 -1.76 1 E 74 0.56 0.89 2E 103 -1.39 -0.93 3E 103 -1.08 -0.62 4E 74 -0.74 -0.41 Horiz. 7.69 7.69 Vert. -15.56 7.98 10 psf min- Horiz. 9.90 9.90 Sec.6.1.4.1 Vert. -17.05 -17.05 Area Pressure k) with Surface (ft) (+GCP i) (-GCp i ) 1 383 1,04 2,74 2 731 -7.85 -4.60 3 731 -4.96 -1.71 4 383 -2.22 -0.52 1 E 82 0.43 0.80 2E 183 -2.82 -2.01 3E 183 -1,60 -0.79 4E 82 -0,62 -0,25 Horiz. 4.31 4.31 E Vert. -16.07 -8.50 10 psf min. Horiz. 4.65 4.65 Sec 6.1 4.1 Vert. -17.05 -17.05 Tnrsinnal Lead CaePe in TrannvP_r9P_ Direction Tnminnni I nari rncac in I nnnitudinat niroetinn Area Pressure (k with Torsion (ft-k) Surface (ftZ) (+GCp I) (-GCP f) (+GCP i) (-GCP ) 1 256 1.11 2.25 14 27 2 354 -3.34 -1.77 -15 -8 3 354 -2.86 -1.29 13 6 4 256 -1.90 -0.77 23 9 1 E 74 0.56 0.89 14 22 2E 103 -1.39 -0.93 -12 -8 3E 103 -1.08 -0.62 10 6 4E 74 -0.74 -0.41 18 10 1T 330 0.36 0.73 -5 -10 2T 457 -1.08 -0.57 5 3 3T 457 -0.92 -0.41 -5 -2 4T 330 -0.61 -0.25 -8 -3 Total Horiz. Torsional Load, MT 51 51 Area Pressure (k) with Torsion (ft-k) Surface (ft) (+GCp;) (-GCp;) (+GCp;) (-GCp; ) 1 151 0.41 1.08 2 5 2 548 -5.89 -3.45 29 17 3 548 -3.72 -1.29 -18 -6 4 151 -0.87 -0.20 4 1 1 E 82 0.43 0.80 5 10 2E 183 -2.82 -2.01 14 10 3E 183 -1.60 -0.79 -8 -4 4E 82 -0.62 -0.25 8 3 1T 233 0.16 0.42 -1 -3 2T 731 -1.96 -1.15 -19 -11 3T 731 -1.24 -0-43 12 4 4T 233 -0-34 -0.08 -2 -1 Total Horiz. Torsional Load, MT 24.7 24.7 Design pressures for components and cladding sr --i y' r�tj �p p= qh[ (G Cp) - (G Cpj] 6111 t 1 1 1 s t t t t where: p = pressure on component. (Eq. 6-22, pg 28) zq ** t s , t ��' 2: tZ s i _ 1- -t _ Is Pmin - P ( P9 ) P I - 10 psf Sec. 6.1.4.2, 21 t GCp=external pressure coefficient. Walls L= 3 itedly see table below. (Fig. 6-11, page 55-58) Roof e.,- Roof a»° Effective Zone 7 I Zone 2 Zone 3 Zone 4 1 Zone 5 Area (ftZ) GCP - GC, GCp I - GC. GCP I - GCP GCP I - GC, I GCP I - G.C. Coma. 10 0.50 1 -0.90 0.50 1 -1.70 0.50 1 -2.60 1.00 1 -1.10 1 1.00 1 1.10 Comp. & Cladding Pressure I Zone 1 I Zone 2 Zone 3 1 Zone 4 1 Zone 5 Positive I Negative I Positive Negative Positive Negative Positive Negative Posit ve Negative ( psf) 1 Q,00-13.37. 10.00 -23.20 10.00 -34.30 14.56 -15.79 14.56 19.49 Seismic Analysis - IBC 2009 Seismic Design Category D Dimensions Lenth 122 ft Roof Ht 15 ft Loads DL Roof 20 psf DL Wall 15 psf N= 1 1= 1 R= 5 T= 0.1 Weight at roof WR= 144710lbs Total Weight W= 144.71 kips Base Shear (Eq 16-34) Design Base Shear Seismic Flannery Roof C Width 44 ft Ss= 1.5 Sds= 1.01 S1= 0.6 Sdi= 0.60 Fa= 1 Fv= 1.5 Cs= 0.201 Cs max= 2.010 Cs min= 0.044 Vs= 20.78 kips *1.3= 27.01 kips Seismic Analysis - IBC 2009 Residential 2 Story Seismic Design Category D Dimensions Lenth 113 ft Roof Ht 13 ft Loads DL Roof 20 psf DL Floor 65 psf DL Wall 15 psf N= 2 1= 1 R= 5 T= 0.2 Weight at roof WR= 100595lbs Total Weight W= 392.185 kips Base Shear (Eq 16-34) Design Base Shear Seismic Seismic Shear at roof Seismic Shear at 1st floor Flannery - Roof B Width 32 ft Flr Ht 13 ft Ss= 1.5 Sds= 1.01 S1= 0.6 Sdi= 0.60 Fa= 1 Fv= 1.5 Weight at Floor WF= 291590lbs Cs= 0.201 Cs max= 1.005 Cs min= 0.044 56.31 Vr= 22.99 kips Vf= 33.32 kips *1.3= 29.88517 kips *1.3= 43.31336 kips PROJECT : Flannery Residence - roof C worst case PAGE CLIENT. Guy Dreier Designs DESIGN BY JOB NO.: DATE: REVIEW BY: Shear Wall Design Based on ACI 318-05 ! IBC 2006 INPUT DATA DESIGN SUMMARY CONCRETE STRENGTH (ACI 318 5.1.1) f,' = 2.5 ksi SHEAR WALL LENGTH L _ 6.00 ft REBAR YIELD STRESS fy = 60 ksi SHEAR WALL THICKNESS t = 8.00 in FACTORED AXIAL LOAD FACTORED MOMENT LOAD FACTORED SHEAR LOAD LENGTH OF SHEAR WALL THICKNESS OF WALL DEPTH AT FLANGE WIDTH AT FLANGE TOTAL WALL HEIGHT TO TOP REINF. BARS AT BULB WALL DIST. HORIZ. REINF. WALL DIST. VERT. REINF. HOOP REINF - WIDTH, B, DIR. HOOP REINF - LENGTH DIR. ANALYSIS 800 700 600 500 Pn (k) 400 300 200 100 0 -100 -200 P = 6.7 k Mu = 147.6 ft-k END REINFORCING 1 # 4 V = 12.3 k WALL HORIZ. REINF 1 # 4 @ 12 in o.c WALL VERT. REINF 1 # 4 @ 16 in o.c. L = 6 ft I = 8 in D = 8 in B = 8 in THE WALL DESIGN IS ADEQUATE. hW — 12 ft Err.Sec.21.7.4.3 L 1 # 4 D 1 # 4 @ 12 in. o.c- 1 # 4 @. 16 in o.c t 1 legs of # 5 tB 1 legs of # 5 200 400 600 800 t 0 � Mn (ft-k) I T. I Cs I T. I Can �CQ o I c� I a=e,C L FORCE DIAGRAM fy/E. C C> 0 0 STRAIN DIAGRAM I o MINIMUM REINFORCEMENT RATIOS AND SPACING (ACI 318-05 21.7.2.1 & 14.3) (Pt )min — 0.0020 [ for Acv (f., )0.5 = 28.80 kips > Vu , and bar size # 4 horizontal] (Pc )min = 0.0012 [ for k(fc')) 5 = 28.80 kips > Vu , and bar size # 4 vertical] (Pt )proud = 0.0021 > (Pt )min [Satisfactory] (PI )proud = 0.0016 > (PI )min [Unsatisfies ACI 318-05 Sec. 21.7.4.31 where A, = 576 in (gross area of concrete section bounded by web thickness and length in the shear direction) The proposed spacing is less than the maximum permissible value of 18 in and is satisfactory. Since wall V. < 2 Acv (fc )o 5 one curtain reinforcement required. (ACI 318-05 21.7.2.2) SHEAR CAPACITY (ACI 318-05 21.7.4.1 & 21.7.4.4) �Vn =MI N [ Acv (Otc (fc )o 5 - Pt fy), � 8 Ate, (fc )° 51 = 77.76 kips > V [Satisfactory] where = 0.60 (conservatively, ACI 318-05 9.3.4 a) 06c = 2.0 ( for h,v / L = 200 @ [1.5, 2] ) P1 < Pt [Satisfactory] (only for hw / L > 2.0, ACI 318-05 21.7.4.3) CHECK FLEXURAL & AXIAL CAPACITY MAXIMUM DESIGN AXIAL LOAD STRENGTH (ACI 318-05 21.7.5.1 & Eq.10-2) Pmax =0.8 [ 0.85 f,' (Ag - Ast) + fy Ast] = 675.6 kips. > P [Satisfactory] where = 0.65 (ACI 318-05 9.3.2.2) Ag = 576 inz• 2 Ast = 1.30 in . DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 429 ft-kips. FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRETE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACI 318-05 10.3.2 AS £c = 0.003 AND £t = fy / Es = 0.002069. THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb = d £c / (£c + £s) = 40 in a = Cb Rj = 34 in Pi = 0.85 (ACI 318-05 10.2.7.3 ) � = 0.65 + (Et-0.002)(250/3) = 0.656 (ACI 318-05 Fig. R9.3.2) d = (L - 0.5D ) = 68 in DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 388 kips AND 684 ft-kips. IN ACCORDANCE WITH ACI 318-05 9.3.2 THE DESIGN MOMENT CAPACITY WITHOUT AXIAL LOAD IS O Mn = 0.9 Mn = 274 kips. TO KEEP TENSION SECTION WITH SHEAR CAPACITY PER ACI SEC. 11.10.6, THE PURE AXIAL TENSION CAPACITY IS —�Pn=-0.9MIN(AstFy,3.3fr'os4Lt)= -70 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM AT FRONT PAGE. I P. (kips) Mn (ft-kips) AT AXIAL LOAD ONLY = 676 0 AT MAXIMUM LOAD = 676 429 AT 0 % TENSION = 676 420 AT 25 % TENSION = 578 568 AT 50 % TENSION = 500 637 AT s t = 0.002 = 391 677 AT BALANCED CONDITION = 388 684 AT s t = 0.005 = 301 816 AT FLEXURE ONLY = 0 274 AT TENSION ONLY = -70 0 DESIGN FORCES P & M ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM. THE ALLOWABLE MOMENT AT AN AXIAL LOAD P , IS GIVEN BY � Mn = 290 kips. > M [Satisfactory] where = Min{0.9, Max[0.65 + (Et - 0.002)(250/3) , 0.65]} = 0.900 (ACI 318-05 Fig. R9.3.2) CHECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY AC1318-05 21.7.6.2. 21.7.6.3, and 21.7.6.5(a) PROVIDED THAT c < (L hW) / (600 5) and fc < 0.2 f� [Satisfactory] where c = 7 in. ( distance from the extreme compression fiber to neutral axis at e & Mr, loads. ) S = 1.0 in. ( design displacement, assume 0.007h , as a conservative short cut, see ACI 318-05 21.7.6.2a ) fc _ (P / A) + (M y / I) = 0.262 ksi. ( the maximum extreme fiber compressive stress at P„ & Mu loads. ) y = 36 in. ( distance from the extreme compression fiber to neutral axis at e & M loads. ) A = 589 inz. ( area of transformed section. ) 1 = 254547 in°. ( moment of inertia of transformed section. ) And the longitudinal reinforcement ratio at the wall end = 0.003 < 400 / fy [Satisfactory] HENCE BOUNDARY ZONE DETAIL REQUIREMENTS ARE NOT NECESSARY AND OMIT THE CALCULATIONS BELOW. The boundary element length = MAX(c - 0.11L , 0.5 c ) = 3.39 in. ( ACI 318-05 21.7.6.4 ) The maximum hoop spacing = MIN[ B/4 , 6db , 6, 4+(14-hx)/3 ] = 8 in.o.c. (ACI 318-05 21.4.4.2 & 21.7.6.5a ) Ash, B DiR = (0.09 s hc f. ) / fyh = N/A inz. Ash, L DiR = (0.09 s hc fc' ) / fyh = N/A inz• PROJECT : Flannery Residence- Under Master PAGE: CLIENT: Guy Dreier Designs DESIGN BY: JOB NO. - DATE: REVIEW BY Shear Wall Design Based on ACI 318-05 / IBC 2006 INPUT DATA DESIGN SUMMARY CONCRETE STRENGTH (ACI 318 5.1.1) f,' = 2.5 ksi SHEAR WALL LENGTH L - 9.50 ft REBAR YIELD STRESS fy = 60 ksi SHEAR WALL THICKNESS I = 8.00 in FACTORED AXIAL LOAD FACTORED MOMENT LOAD FACTORED SHEAR LOAD LENGTH OF SHEAR WALL THICKNESS OF WALL DEPTH AT FLANGE WIDTH AT FLANGE TOTAL WALL HEIGHT TO TOP REINF. BARS AT BULB WALL DIST. HORIZ. REINF. WALL DIST. VERT. REINF. HOOP REINF - WIDTH, B, DIR. HOOP REINF - LENGTH DIR. ANALYSIS 1200 1000 800 tp Pn (k) 600 400 200 0 -200 Pu = 5.2 k Mu = 396 ft-k END REINFORCING Vu = 33 k WALL HORIZ. REINF WALL VERT REINF 1 # 5 1 # 4 @ 12 in o.c. 1 # 4 @ 16 in o.c. L = 9.5 ft t = 8 In D = 8 in B = 8 in THE WALL DESIGN IS ADEQUATE. hw = 12 ft Err.Sec.21.7.4.3 L 1 # 5 1 # 4 @ 12 in. o.c. D 1 # 4 @ 16 in. o.c, t legs of # 4 tB s legs of # 4 500 1000 1500 2000 2 0 � Mn (ft-k) L FORCE DIAGRAM I fy/Ee I C eM O STRAIN DIAGRAM o MINIMUM REINFORCEMENT RATIOS AND SPACING (ACI 318-05 21.7.2.1 & 14.3) (Pj )min = 0.0020 [ for Acv (f.' )o 5 = 45.60 kips > Vu , and bar size # 4 horizontal] (Pa )min = 0.0012 [ for Aov & )o 5 = 45.60 kips > Vu , and bar size # 4 vertical] (Pt )prwd = 0.0021 > (Pt )min [Satisfactory] (PI )prwd — 0.0016 > (PL )min [Unsatisfies ACI 318-05 Sec. 21.7.4.31 where A, = 912 in (gross area of concrete section bounded by web thickness and length in the shear direction) The proposed spacing is less than the maximum permissible value of 18 in and is satisfactory. Since wall Vu < 2 Acv (fc )o 5 one curtain reinforcement required. (ACI 318-05 21.7.2.2) SHEAR CAPACITY (ACI 318-05 21.7.4.1 & 21.7.4.4) OVn =MIN [ � Acv ((LC (fC, )O 5 + Pt fy), � 8 A, &')(" ] = 150.48 kips > Vu [Satisfactory] where = 0.60 (conservatively, ACI 318-05 9.3.4 a) (X. 3.0 ( for hw / L = 1.26 < 1.5) P1 < P, [Satisfactory] (only for hw / L > 2.0, ACI 318-05 21.7.4.3) eq 0 CHECK FLEXURAL & AXIAL CAPACITY MAXIMUM DESIGN AXIAL LOAD STRENGTH (ACI 318-05 21.7.5.1 & Eq.10-2) Pmax =0.8 [ 0.85 fc' (Ag - Asi) + fy Asi] = 1069.3 kips. > P [Satisfactory] where = 0.65 (ACI 318-05 9.3.2.2) Ag = 912 inz• 2 Ast = 2.05 in DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 1086 ft-kips. FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRETE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACI 318-05 10.3.2 AS Ec = 0.003 AND Et = fy / Es = 0.002069. THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb = d Ec / (Ec + Es) = 65 in a = Cb Rt = 55 in 0.85 (ACI 318-05 10.2.7.3 ) � = 0.65 + (Ei-0.002)(250/3) = 0.656 (ACI 318-05 Fig. R9.3.2) d = (L - 0.5D) = 110 in DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 629 kips AND 1737 ft-kips. IN ACCORDANCE WITH ACI 318-05 9.3.2 THE DESIGN MOMENT CAPACITY WITHOUT AXIAL LOAD IS � M„ = 0.9 Mn = 688 kips. TO KEEP TENSION SECTION WITH SHEAR CAPACITY PER ACI SEC. 11.10.6, THE PURE AXIAL TENSION CAPACITY IS —�P„_-0.9MIN(AsiFy,3.3fc"e4Lt)_ -110 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM AT FRONT PAGE. Pn (kips) M„ (ft-kips) AT AXIAL LOAD ONLY = 1069 0 AT MAXIMUM LOAD = 1069 1086 AT 0 % TENSION = 1069 998 AT 25 % TENSION = 935 1401 AT 50 % TENSION = 808 1595 AT e i = 0.002 = 634 1719 AT BALANCED CONDITION = 629 1737 AT c i = 0.005 = 495 2104 AT FLEXURE ONLY = 0 688 AT TENSION ONLY = -110 0 DESIGN FORCES Pi, & Mi, ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM. THE ALLOWABLE MOMENT AT AN AXIAL LOAD P D IS GIVEN BY � M„ = 709 kips. > M [Satisfactory] where 4 = Min(0.9, Max[0.65 + (Et - 0.002)(250/3) , 0.65]) = 0.900 (ACI 318-05 Fig. R9.3.2) IECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY ACI318-05 21.7.6.2, 21.7.6.3, and 21.7.6.5(a) PROVIDED THAT c < (L hW) / (600 S) and f� < 0.2 fc' [Satisfactory] where c = 10 in. ( distance from the extreme compression fiber to neutral axis at e & Mr, loads. ) S = 1.0 in. ( design displacement, assume 0.007h,,, as a conservative short cut, see ACI 318-05 21.7.6.2a. ) fc _ (P / A) + (M y / 1) = 0.274 ksi. ( the maximum extreme fiber compressive stress at P & M. loads. ) y = 57 in. ( distance from the extreme compression fiber to neutral axis at e & M loads. ) A = 933 inz. ( area of transformed section. ) I = 1010232 in°. ( moment of inertia of transformed section. ) And the longitudinal reinforcement ratio at the wall end = 0.005 < 400 / fy [Satisfactory] HENCE BOUNDARY ZONE DETAIL REQUIREMENTS ARE NOT NECESSARY AND OMIT THE CALCULATIONS BELOW The boundary element length = MAX( c - 0.1 L , 0.5 c ) = 4.81 in. ( ACI 318-05 21.7.6.4 ) The maximum hoop spacing = MIN[ B/4 , 6db , 6, 4+(14-h,)/3 ] = 8 in.o.c. (ACI 318-05 21.4.4.2 & 21.7.6.5a ) Ash, B DiR = (0.09 s hc fc' ) / fyh = N/A in2. Ash, L DiR = (0.09 s hc fc') / fyh = N/A inz. Drag Strut Connection at concrete Max load 21 k 21 * 1.6= 33.6 k 33.6/40ksi 0.84 sq in ues (6) #6 2.65 sq in PROJECT: fimg Soul cwnxtxn PAGE: CLIENT: DESIGN BY: JOB NO.. DATE REVIEW BY Beam Connection Based on AISC Manual 13th Edition AISC 360-05) P INPUT DATA &DESIGN SUMMARY WF BEAM SECTION => W12X35 a R D x H x t GRAVITY SERVICE LOAD P = 1 kips LATERAL TENSION LOAD, ASO T = 33 kips PLATE THICKNESS t = 0.625 in ? PLATE STEEL YIELD STRESS Fy = 36 ksi t 0 I 0 r1 T IAL WELD SIZE w= 0.5 in (1/2 in) � 0 1 * z_ BOLT DIAMETER 0 = 0.75 in (3/4 in) � • 1 • BOLT MATERIAL (A307, A325, A490) ASTM = A490 HOLE TYPE (STD, NSL, OVS, SSL, LSL) _ > STD STD = Standard round holes ( d + 1 /16 " ) NSL = Long or short -slotted hole normal to load direction w OVS = Oversize round holes 1 /2" SSL = Short -slotted holes holes LSL= Long -slotted holes USE PLATE 9.0" x 6.5" x 5/8 WITH WELD 1/2" EACH SIDE TO )NNECTION TYPE (SC, N, X) _> SC COLUMN AND 2 ROW OF TOTAL (5) - 3/4" BOLTS AT BEAM END. SC = Slip critical connection N = Bearing -type connection with threads included in the shear plane X = Bearing -type connection with threads excluded from the shear plane TOP FLANGE COPED ? (1=Yes, O=No,) _>;"' Yes FION PROPERTIES (AISC 13th Table 1) d tw tf k 12.5 0.3 052 0.82 -K CAPACITY OF BOLTS (AISC 360-05 13) Allow shear per bolt = 7.9 kips / bolt, (R / Q,,, AISC 13th Table 7) (P2,T2)05 = 33 kips No of bolts required = 4.2 Bolt spacing required = 3.00 in Bolt spacing used - Edge spacing required = 1.50 in, (Tab J3.4) Edge spacing used = Number of rows required = 2 rows Number of rows use = Bolt group capacity = 40 kips > (P2 + T2 )0 5 = > P = 1 kips 'K CAPACITY OF WELDING (AISC 360-05 J2) e = 3.5 in. (AISC 360-05. Table J3 4) Plate thickness = 063 in Weld size,w = 0.50 in Min allowable weld = 0.25 in [Satisfactory] Max allowable weld = 0.56 in [Satisfactory] to = 0.35 in D = 9.0 in 1 = 2 (te D3 / 12) = 43.0 in° Vertical shear = P / Aw = P / 2 D to = 0.2 ksi Bending stress = 0.5 P e D/ I = 04 ksi Tension stress = T / Aw = T / 2 D to = 5.2 ksi Resultant Stress = [ (P/Awf + (0.5 P e D I I + T/kf ]0'5 = 5.6 ksi Allow shear Fw / 0 = (0.6 x 70 ksi) / 2.0 = = 21.0 ksi > 5.6 ksi :K PLATE FOR SHEAR CAPACITY (AISC 365-05 G2) 3.00 in [Satisfactory] 1.50 in [Satisfactory] 2 rows [Satisfactory] 33 kips [Satisfactory] [Satisfactory] P / A = 0.2 ksi < 0.6 Fy C / 0, = 0.6 Fy 1.0 / 1.5 = 14.4 ksi [Satisfactory] X PLATE FOR TENSION CAPACITY (AISC 365-05 D) T / A = 5.9 ksi < Fy / Ot = Fy / 1 67 = 21.56 ksi [Satisfactory] X NFT SHFAR FRACTURF /AISC 360-05.14 71 Title Block Line 1 You can change this area using the 'Settings' menu Item and then using the 'Printing & Title Block" selection. Description : FBA Title: Job # Dsgnr: Project Desc.: Project Notes : Material Properties. - Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Analysis Method: Allowable Stress Design Fy: Steel Yield : 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending Load Combination 9-006 IBC & ASCE 7-05 Pan = 35.0 ft 25 Span — ............... Service loads entered. Load Factors will be applied for calculations. i :.'bEWON SOMMARY':: Maximum Bending Stress Ratio —= - 0: 1 Maximum Shear Stress i3atlo = 0 Section used for this span Section used for this span Mu : Applied 0 k-ft Vu : Applied 0 k Mn / Omega: Allowable 0 k-ft Vn/Omega : Allowable 0 k Load Combination Load Combination Location of maximum on span Oft Location of maximum on span 0 ft Span # where maximum occurs 1 Span # where maximum occurs 1 Maximum Deflection Max Downward L+Lr+S Deflection in Ratlo = <360 Max Upward L+Lr+S Deflection in Ratio = <360 Max Downward Total Deflection in Ratio = <180 Max Upward Total Deflection in Ratio = <180 MaxIrt um Farces &. Stresses=for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Wax - Ma - Max Mny Mny/Omega Cb Rm Va Max Vny Vny/Omega Overall Maxlmtim Deflections Unfactored:Loatis Load Combination Span Max. "-' Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 0.0000 0.000 2 0,0000 0.000 0.0000 0.000 Verti01- Rea ctiori5-�'Urifactared'`.. :E-E...`7 `•.t'...... Support notation : Far left is #1 Values In KIPS Load Combination Support 1 Support 2 Support 3 Title Block Line 1 Title: Job # You can change this area Dsgnr: using the "Settings' menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. T ille Block Line 6 Printed: t =d Z103�Curasnt Ffajeyts�Plau Amhi LMNER Steel Beam ENERCAMINC.19812011,Rdld�6AW Material Properties Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Analysis Method: Allowable Stress Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending Load Combination 2006 IBC & ASCE 7-05 pan = ..................... ........-..... :: ;; ::.....::.: -:, .: Service loads entered. Load Factors will be applied for calculations. 08IGN SUMMARY � • �, Maximum Bending Stress Ratio = _ 0: 1 Maximum Shear Stress Ratio = 0 : 1 Section used for this span Section used for this span Mu: Applied 0 k-ft Vu : Applied 0 k Mn / Omega: Allowable 0 k-ft Vn/Omega : Allowable 0 k Load Combination Load Combination Location of maximum on span Oft Location of maximum on span 0 ft Span # where maximum occurs 1 Span # where maximum occurs 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.028 in Ratio = 4090 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.056 in Ratio = 2045 Max Upward Total Deflection 0.000 in Ratio = 0 <180 -Maximurn.ForcesA Stresses -for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Sisear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mny Mny/Omega Cb Rm Va Max Vny Vny/Omega ::0veralt.:Maximum'Deflections = Unfactored Loads::.:.1. Load Combination Span Max. -' Defl Location in Span Load Combination Max. '+" Defl Location in Span 1 0.0000 0.000 0.0000 0.000 2 0.0000 0.000 0.0000 0.000 Vertical Reactions - Unfactored. - Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Description : FB-8 Title : Job # Dsgnr: Project Desc.: Project Notes __Mat2�lal:PrOpertl25__::' ;; ::.::::::::::::: _ Calculations Der AISC 360-05, IBC 2006, CBC 2007, ASCE 7.05 Analysis Method: Allowable Stress Design Fy : Steel Yield : 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus ; 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 - .Applied'' S!=:';: .... .. ..'...... T Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.60, L = 0.40 k/ft, Tributary Width =1.0 ft Point Load: D =12.0, L =12.0 k a() 0.0 ft Load for Span Number 2 Uniform Load : D = 0.60, L = 0.40 klft, Tributary Width =1.0 ft DEs1GN'suWARY ■ - ■ Maximum Bending Stress Ratio = 0.322: 1 Maximum Shear Stress Ratio = 0.204 : 1 Section used for this span W12X96 Section used for this span W12X96 Mu : Applied 118.125 k-ft Vu : Applied 28.50 k Mn / Omega: Allowable 366.766 k-ft Vn/Omega : Allowable 139.70 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 4.500ft Location of maximum on span 4.500 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.061 in Ratio = 1768 Max Upward L+Lr+S Deflection -0.008 in Ratio = 8370 Max Downward Total Deflection 0.124 in Ratio = 872 Max Upward Total Deflection -0.016 in Ratio = 4153 Maximum Farces:&:Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0 Dsgn. L = 4.50 ft 1 0.164 0.105 -60.08 60.08 612.50 366.77 1.00 1.00 14.70 209.55 139.70 Dsgn. L = 5.50 ft 2 0.164 0.090 -60.07 60.07 612.50 366.77 1.00 1.00 12.57 209.55 139.70 +D+L+H Dsgn. L = 4.50 ft 1 0.322 0.204 -118.13 118.13 612.50 366.77 1,00 1.00 28.50 209.55 139.70 Dsgn. L = 5.50 ft 2 0.322 0.173 -118.13 118.13 612.50 366.77 1.00 1.00 24.23 209.55 139.70 +D+0.750Lr+0.750L+H Dsgn. L = 4.50 ft 1 0.283 0.179 -103.61 103.61 612.50 366.77 1.00 1.00 25.05 209.55 139.70 Dsgn. L = 5.50 ft 2 0.283 0.153 -103.61 103.61 612.50 366.77 1.00 1.00 21.31 209.55 139.70 +D+0.750L+0.750S+H Dsgn. L = 4.50 ft 1 0.283 0.179 -103.61 103.61 612.50 366.77 1.00 1.00 25.05 209.55 139.70 Dsgn. L = 5.50 ft 2 0.283 0.153 -103.61 103.61 612.50 366.77 1.00 1.00 21.31 209.55 139.70 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 4.50 ft 1 0.283 0.179 -103.61 103.61 612.50 366.77 1.00 1.00 25.05 209.55 139.70 Dsgn. L = 5.50 ft 2 0.283 0.153 -103.61 103.61 612.50 366.77 1.00 1.00 21.31 209.55 139.70 +D+0.750L+0.750S+0.750W+H Dsgn. L= 4.50 ft 1 0.283 0.179 -103.61 103.61 612.50 366.77 1.00 1,00 25.05 209.55 139.70 Dsgn. L = 5.50 ft 2 0.283 0.153 -103.61 103.61 612.50 366.77 1.00 1.00 21.31 209.55 139.70 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 4.50 ft 1 0.283 0.179 -103.61 103.61 612.50 366.77 1.00 1.00 25.05 209.55 139.70 Dsgn. L = 5.50 ft 2 0.283 0.153 -103.61 103.61 612.50 366.77 1.00 1.00 21.31 209.55 139.70 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 4.50 ft 1 0.283 0.179 -103.61 103.61 612.50 366.77 1.00 1.00 25.05 209.55 139.70 Dsgn. L = 5.50 ft 2 0.283 0.153 -103.61 103.61 612.50 366.77 1.00 1.00 21.31 209.55 139.70 Title Block Line 1 You can change this area using the 'Settings" menu item and then using the "Printing & Title Block" selection, Description : FM 4varal Maiiimum Defiectiiins =lll liactoretl'I oa#s Title : Dsgnr: Project Desc.: Project Notes: Job # Load Combination Span Max, "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 0.0000 0.000 2 0.0000 0.000 0.0000 0.000 ..:...........:....:........................: .... Vertidi 116actias = Unfactored__[::::::; = ':; i. : ;_ . ':` ' : Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support3 Overall MAMmum 5L.7L/ -12f.l Z/ D Only 27.273 -9.273 L Only 25.455 -9.455 D+L 52.727 -18.727 Title Block Line 1 Title: You can change this area Dsgnr; using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Job # Description: FB-16 Calculations per AISC 360.05, IBC 2006, CBC 2007, ASCE 7-05 Analysis Method: Allowable Stress Design 4.750 It Beam Bracing: Beam is Fully Braced against lateral -torsion buckling by attached sla Load Combination 2006 IBC & ASCE 7-05 7 7- Fy : Steel Yield 50.0 ksi E: Modulus: 29,000.0 ksi weexes Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 5.50 in Concrete f c 2.50 ksi Stud Diameter 3/4" in Effective Width 4.750 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck... Vulcraft, 2 VLI Rib Height 2.0 in Top Width 5.0 in Ribs: Perpendicular Rib SDacinq 12.0 in Btm Width 5.0 in OUINIUe IUUUs V"WIFUU. LUdU rdL;LU[b Will LJV cIPPIMU JUI t;dlL;U[dUfJl is. Slab self weight calculated and added to loads - Load for Span Number I Uniform Load : D = 0.60, L = 0.30 k/ft, Tributary Width 1.0 ft, Applied after curinq Doidk sumkARY.: Maximum banding Stress Ratio = 0.096 : 1 Section used for this span WI 8X65 Percent Composite Action 25% Construction After Curing Mu Applied 0.0 38.853 k-ft Mn Omega: Allowable 331.84 403.91 k-ft Load Combination After Curing : +D+L+H Location of maximum on span 8.Oft Span # where maximum occurs Span # 1 Maximum Defielaficin Max Downward L+Lr+S Deflection 0.022 in Max Upward L+Lr+S Deflection 0.000 in Live Load Deflection Ratio 8870 Max Downward Total Deflection 0.054 in Max Upward Total Deflection 0.000 in Total Deflection Ratio 3564 im Shear Stress Ratio = 0.065 Section used for this span WI8X65 Vu : Applied 9.713 k Vn/Omega: Allowable 148.74 k Load Combination span 1 Location of maximum on span 0.0 ft Span # where maximum occurs Span # I -'Shoargt6d.Requiremeats: : From Support I (a). to 8.00 ft use 10 studs. From 8.00 ft to Support 2 use 10 studs, 7.1-. ll ... : ... .... I.... , ''. . "": '*L Maximum murnf.01r.cesA. Stresses r: o in"iti.o6ii: Load Comb & Design Length Max Stress Rados Bending Summary Shear Summary Span # IM v Ma-Const MnStl I Omega Me-NonConst MnTr/Omega Va Vn / Omega I DL on SIBm Before Curing Span L = 16 ft I 1 DL on StlBm After Curing Span L = 16 ft 1 After Curing : +D Span L = 16 ft 1 After Curing : +D+L4H Span L = 16 ft 1 After Curing : +D+0.750Lr+0.750L+H 0.072 0.049 0.096 0.065 331.84 29.25 331.84 38.85 403.91 403.91 7.31 148.74 9.71 148.74 Title Block Line 1 Title : Job # You can change this area Dsgnr, using the 'Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Fife' ZlA3-CurM [gip Cle 11 %6 Cvrnpos ite Steel Beam ENERCAL-6 aI 11 f' 7iaBwa$ ' 3•'luars.t14.0 Description: FBA Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma-Const MnStl l Omega Ma-NonConst MnTr/ Omega Va Vn /Omega Span L =16 ft 1 0.090 0,061 331.84 36.45 403.91 9.11 148.74 After Curing : +D+0.750L+0.750S+H Span L =16 ft 1 0.090 0.061 331.84 36.45 403.91 9.11 148.74 After Curing : +D+0.750Lr+0.750L+0. Span L =16 ft 1 0.090 0.061 331.84 36.45 403.91 9.11 148.74 After Curing : +D40.750L40.750S+0.7 Span L =16 ft 1 0.090 0,061 331.84 36.45 403.91 9.11 148.74 After Curing : +D+0.750Lr+0.750L+0. Span L =16 ft 1 0.090 0.061 331.84 36.45 403.91 9.11 148.74 After Curing : +D+0.750L+0.750S+0.5 Span L =16 ft 1 0.090 0.061 331,84 36.45 403.91 9.11 148.74 ----••..................._.:....._ .......................... :.:;:Maximum; Deflec#ions. for;Load Comtiinat orfs±;=�Unfactored?Loads--:. Location Dead Load Defl Dead Load Defl Const Loads Non -Dead Total Load Combination Span in Span Before Curing After Curing Net Defl Load Defl Defection Ixx - Used DL on Steel Alone E=FOPE Owing Downward 1 16.000 0.0000 0,000 HOG 0.000 0.000 1,070.00 DL on Steel Alone BEFORE Curing Upward 1 16.000 0.0000 0.000 0.000 0.000 0.000 1,070.00 DL on Steel Alone AFTER Curing Downward 1 8.107 0.0000 0.032 0.032 0.000 0.032 1,458.11 DL on Steel Alone AFTER Curing Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,458.11 After Curing :Dafter+Lr+L+S Downward 1 8.107 0.0000 0,032 0.032 0.022 0.054 1,458.11 After Curing : D after+Lr+L+S Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,458.11 After Curing : D after+ Lr+L Downward 1 8.107 0.0000 0.032 0,032 0.022 0.054 1,458.11 After Curing : D after+ Lr+L Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,458.11 After Curing : D after+ L + S Downward 1 8.107 0.0000 0.032 0.032 0.022 0.054 1,458.11 After Curing : D after+ L+S Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,458.11 After Curing : D after+ L+W+S Downward 1 8.107 0,0000 0.032 0.032 0.022 0.054 1,458.11 After Curing : D after+ L+W+S Upward 1 0.000 0.0000 0.000 0.000 0,000 0.000 1,458.11 After Curing : D after+ L +S +W Downward 1 8.107 0.0000 0.032 0.032 0,022 0.054 1,458.11 After Curing : D after+ L+S+W Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,458.11 After Curing : D after+ L+S+E Downward 1 8.107 0.0000 0.032 0.032 0.022 0.054 1,458.11 After Curing : D after+ L+S+E Upward 1 0,000 0.0000 0.000 0.000 0.000 0.000 1,458.11 Maximum \6erticai Reactions:.= Urr actored i:is Support notation: Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 12.227 12.227 DL Applied Before Curing Lr+L+S 4.913 4.913 (Dbc-Dac) + Lr + L 12.227 12.227 (Dbc-Dac) +L +S 12.227 12.227 (Dbc-Dac) + L + W + S/2 12.227 12.227 (Dbc-Dac) + L + S +W/2 12.227 12.227 (Dbc-Dac) +L + S + E/1.4 12.227 12.227 Steel.S6diD11 graperties ::: i ; `W98'X65 ;: ................................... '. `"' .:. :: Depth = 18.400 in I xx = 1,070.00 in^4 I yy = 54.800 in"4 Web Thick = 0,450 in S xx 117.00 inA3 S yy = 14.400 in^3 Flange Width = 7.590 in R xx = 7.490 in R yy = 1.690 in Flange Thick = 0.750 in Zx - 133.000 in"3 Zy = 22.500 In"3 Area = 19.100 in"2 J = 2.730 in^4 Weight = 65.016 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N, A. Location Type Connection from Bottom Shear (k) 112 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Flange 100.0 17.700 423.938 39 907.34 1,070.0 2,721.4 2,054.8 PNA in Flange 95.0 17.672 402.741 37 896.71 1,070.0 2,721.4 2,033.0 PNA in Flange 90.0 17.644 381.544 35 886.04 1,070.0 2,721.4 2,009.3 PNA in Web 85.0 17.085 360.347 33 874.75 1,070.0 2,721.4 1,983.4 PNA in Web 80.0 16.614 339.150 31 862.65 1,070.0 2,721.4 1,955.4 PNA in Web 75.0 16.143 317.953 29 849.71 1,070.0 2,721.4 1,925.0 PNA in Web 70.0 15.672 296.756 27 835.94 1,070.0 2,721.4 1,892.2 PNA in Web 65.0 15.201 275.559 26 821.34 1,070.0 2,721.4 1,856.7 PNA in Web 60.0 14.730 254.363 24 805.91 1,070.0 2,721.4 1,818.5 PNA in Web 55.0 14.259 233,166 22 789.64 1,070.0 2,721.4 1,777.4 PNA in Web 50.0 13.788 211.969 20 772.54 1,070.0 2,721.4 1,733.1 Title Block Line 1 Title: Job # You can change this area Dsgnr: using the 'Settings" menu item Project Desc,: and then using the "Printing & Project Notes Title Block" selection, Title Block Line 6 NMad� M M 201z 7.95AM Ca- m_poSteel Beam _ _--— _-- ENERCAI_C, iNC.19B3.201i;:B :6:23. Ver6.4:7G:0 Description : FB-16 .C::om:p'osite::Secfion Properties . u Span Number Analysis % Shear Plastic N.A, Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N.A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound -- _PNA in Web --�b.0 -- - 13.317 190.772 18 754.60 1,070.0 2,721.4 1,685.6 PNA in Web 40.0 12.846 169.575 16 735.84 1,070.0 2,721.4 1,634.5 PNA In Web 35.0 12.375 148.378 14 716.24 1,070.0 2,721.4 1,579.7 PNA in Web 30.0 11.904 127.181 12 695.80 1,070.0 2,721.4 1,521.0 PNA in Web 25.0 11.433 105.984 10 674.54 1,070.0 2,721.4 1,458.1 Title Block Line 1 Tide: Job # You can change this area Dsgnr, using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block tine 6 Primed: 30 JAN 201Z 7:33AM . C0117�]oStfe Steel Gila: ?+.43Cu�rani'Pioiee4slr'latlA�h1FLRNNEft1'lcaclhearns_ee5 .Beatn ENRCAI .lhn9B3:�61.t;Ihiki li:6:23,iier. 1.10.0 t.0t Descdption : Floor Joist Calculations per AISC 360.05, IBC 2006, CBC 2007, ASCE 7-05 t Analysis Method: Allowable Stress Design _ Beam Bracing: Beam is Fully Braced against lateral -torsion buckling by attached sla Load Combination 2006 IBC & ASCE 7-05 F. Fy : Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksi-- WlOX22 I Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 5.50 in Concrete fc 2.50 ksi Stud Diameter 3/4" in Effective Width 4.750 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck... Vuleraft, 2 VLI Rib Height 2.0 in Top Width 5.0 in Ribs: Perpendicular Rib Spacing 12.0 in Btm Width 5.0 in f ❑(0.42) L(0.24) W 10X22 18.50 ft i::'Apened •LDads. ; Service loads entered. Load Factors will be applied for calculations. Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.420, L = 0.240 k/ft, Tributary Width =1.0 ft, Applied after curing DESIGN SUMMARY • Maximum Bending Stress Ratio = 0,413 : 1 Maximum Shear Stress Ratio = 0.205 :1 Section used for this span W10X22 Section used for this span W10X22 Percent Composite Action 25 % Vu : Applied 9.011 k Construction AfterCurfng Vn/Omega : Allowable 43.976 k Mu : Applied 0.0 41.676 k-ft Load Combination span 1 Mn / Omega: Allowable 64.870 100.91 k-ft Location of maximum on span 0.0 ft Load Combination After Curing : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 9.250ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.200 in Max Upward L+Lr+S Deflection 0.000 in Live Load Deflection Ratio 1111 Max Downward Total Deflection 0.464 in Max Upward Total Deflection 0.000 in Total Deflection Ratio 477 :Shear Stud. Requirements'.. -' :':'°-,: From Support 161 to 9.25 ft use 8 studs. From 9,25 ft to Support 2 use 8 studs. Maximum? Forces & 5tressas:'for:Loai# Cniiibinatioris Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span# M V Ma-Const MnStilOmega Ma-NonConst MnTr/Omega Va VnIOmega 1 DL on StlBm Before Curing Span L = 18.5 ft 1 1 DL on StlBm After Curing Span L =18,5 ft 1 After Curing : +D Span L =18.5 ft 1 0.311 0.154 64.87 31A1 100.91 6.79 43.98 After Curing : +D+L+H Span L =18.5 ft 1 0.413 0.205 64.87 41.68 100.91 9.01 43.98 After Curing : +D+0.750Lr+0.750L+H Title Block Line 1 Title: Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the 'Printing & Project Notes Title Block' selection. Titte Block tine 6 _ 3 le L•103-CuirsnlPrgje�tslA�alt�P?chVFEANHER Composite Steel Beam - - ;=NEiier"'INc:.,983-zo;1.9"4.1-1 Description : Floor Joist Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma-Const MnStl / Omega Ma-NonConst MnTr / Omega Va . Vn / Omega Span L =18.5 ft 1 0.388 0.192 64.87 39.11 100.91 8.46 43.98 After Curing: +D+0.750L+0.750S+H Span L =18.5 It 1 0.388 0.192 64.87 39.11 100.91 8.46 43.98 After Curing : +D+0.750Lr+0.750L+O. Span L =18.5 ft 1 0.368 0.192 64.87 39.11 100.91 8.46 43.98 After Curing: +D+0.750L+0.750S+0.7 Span L =18.5 ft 1 0.388 0.192 64.87 39.11 100.91 8.46 43.98 After Curing : +D+0.750Lr+0.750L+0. Span L=18.5•ft 1 0.388 0.192 64.87 39.11 100.91 8.46 43.98 After Curing : +D+9.7501-+0.7508+0.5 Span L =18.5 It 1 0.388 0.192 64.87 39.11 100.91 8.46 43.98 M. aximi m Deflections;#or Load Combinations::- Unfactored Loads Location Dead Load Dell Dead Load Defl Const Loads Non -Dead Total Load Combination Span in Span Before Curing After Curing Net Defl Load Defl Deflection Ixx - Used DL on Steel Alone BEFORE Curing Downward 1 18.500 0.0000 0.000 0.000 0.000 0.000 118.00 DL on Steel Alone BEFORE Curing Upward 1 18.500 0.0000 0.000 0.000 0.000 0.000 118.00 DL on Steel Alone AFTER Curing Downward 1 9,373 0.0000 0.265 0.265 0,000 0.265 254.77 DL on Steel Alone AFTER Curing Upward 10.000 0.0000 0.000 0.000 0.000 0.000 254.77 After Curing : D after +Lr+L+S Downward 9.373 0.0000 0.265 0.265 0.200 0.464 254.77 After Curing : D after +Lr+L+S Upward 0.000 0.0000 0.000 0.000 0.000 0.000 254.77 After Curing : D after+ Lr+L Downward i 9.373 0.0000 0.265 0.265 0.200 0.464 25417 After Curing : D after+ Lr+L Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 254.77 After Curing : D after+ L+S Downward 1 9,373 0.0000 0.265 0.265 0.200 0.464 254.77 After Curing:Dafter+L+S Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 254.77 After Curing : D after+ L + W + S Downward 1 9.373 0.0000 0.265 0.265 0.200 0.464 254.77 After Curing :Dafter+L+W+S Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 254.77 After Curing : D after+ L +S +W Downward 1 9.373 0.0000 0.265 0.265 0.200 0.464 254.77 After Curing : D after+ L +S +W Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 254.77 After Cudng:Dafter +L+S+E Downward 1 9.373 0.0000 0.265 0.265 0.200 0.464 254.77 After Curing:Dafter +L+S+E Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 254.77 Maximum -Vertical Reactions.- Unfactored Support notation : Far left is#1 Load Combination Support 1 Support 2 Overall MAXlmum 11.917 11.217 DL Applied Before Curing Lr+L+S 5.126 5.126 (Dbc-Dac) + Lr+L 11.917 11.917 (Dbc-Dac) + L + S 11.917 11.917 (Dbc-Dac) + L +W +S/2 11.917 11.917 (Dbc-Dac) + L +S +W12 11.917 11.917 (Dbc-Dac) + L + S + EMA 11.917 11.917 Steel;Secton:Pro eriie��. ' �:..70X22 �';`;" Depth = 10.200 in I xx 118.00 in^4 I yy - 11.400 in^4 Web Thick = 0.240 in S xx 23.20 in^3 S yy = 3.970 in^3 Flange Width = 5.750 in R xx = 4.270 in R yy - 1.330 in Flange Thick = 0.360 in Zx = 26.000 in^3 Zy 6.100 in^3 Area = 6.490 in"2 J = 0.239 in"4 Weight = 22.092 plf Com osite:Section Propertie§:::::: m Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Slab 100.0 13.021 324.500 30 250.42 118.0 521.2 396.3 PNA in Flange 95.0 10.172 308.275 29 275.43 118.0 521.2 393.1 PNA in Flange 90.0 10.144 292.050 27 268.18 118.0 521.2 389.3 PNA in Flange 85.0 10.115 275.825 26 260.89 118.0 521.2 384.9 PNA in Flange 80.0 10.087 259.600 24 253.57 118.0 521.2 379.9 PNA in Flange 75.0 10.059 243.375 23 246.21 118.0 521.2 374.1 PNA in Flange 70.0 10.031 227.150 21 238.82 118.0 521.2 367.5 PNA in Flange 65.0 10.002 210.925 20 231.39 118.0 521.2 360.0 PNA in Flange 60.0 9.974 194.700 18 223.93 118.0 521.2 351.6 PNA in Flange 55.0 9.946 178.475 17 216.43 118.0 521.2 342.0 PNA in Flange 50.0 9.918 162.250 15 208.89 118.0 521.2 331.3 Title Block Line 1 Title : i Job # You can change this area Dsgnr: using the "Settings' menu item Project Desc.: and then using the 'Printing & Project Notes: Title Block" selection. i Title Block tine 6 Pdnied:30JAN 2012. 733AM . CoFri��5lfe Steel Beam.. Rw: 7_-V-lurarA Proedsl%H:FmhTLANNERYI_.SUbaaw.ec5 EhERu4tC.iNC.1OWN1,&41d:61I.. i:23,Very i rr Description : FloorJoist ::::::........_......:............,.,,.,.,..._:, , `iCom osite: Sectionn:i?ropertes: Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Flange 45.0 9.890 146.UZ5 14 2u%33 115.0 bzl.[ 319.3 PNA in Flange 40.0 9.861 129.800 12 193.73 118.0 521.2 305,8 E PNA In Web 35.0 9.676 113.575 11 186.07 118.0 521.2 290.7 PNA in Web 30.0 9.000 97.350 9 177.75 118.0 521.2 273.8 PNA in Web 25.0 8.324 81.125 8 168.51 118.0 521.2 254.8 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Steel Beam Description : FB-6 Title: Dsgnr: Project Desc.: Project Notes : sd0: Z Job # Material Properties Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7.05 Analysis Method : Allowable Stress Design Beam Bracing : Beam is Fully Braced against lateral -torsion buckling by attached sla Load Combination 2006 IBC & ASCE 7-05 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Composite Beam Section Data Total Slab Thickness 5.50 in Effective Width 4.750ft Metal Deck... Vulcraft, 2 VLI Ribs: Perpendicular vnaxen Beam is UNSHORED for Concrete Placement Concrete fc 2.50 ksi Stud Diameter 3/4" in Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Rib Height 2.0 in Top Width 5.0 in Rib Spacing 12.0 in Btm Width 5.0 in ;4plied Loads Service loads entered. Load Factors will be applied for calculations. Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.60, L = 0.30 kilt, Tributary Width =1.0 ft, Applied after curing . .. ... ...................... :. DE50& SUMMARY:::: '. Maximum Bending Stress Ratio = 0.068: 1 Maximum Shear Stress Ratio 0.063 :1 Section used for this span W18X50 Section used for this span W18X50 Percent Composite Action 25 % Vu : Applied 7.285 k Construction After Curing Vn/Omega : Allowable 114.79 k Mu : Applied 0.0 21.855 k-ft Load Combination span 1 Mn / Omega: Allowable 252.0 320.46 Vt Location of maximum on span 0.0 ft Load Combination After Curing: +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 6.Oft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.009 in Max Upward L+Lr+S Deflection 0.000 in Live Load Deflection Ratio 16818 Max Downward Total Deflection 0.021 in Max Upward Total Deflection 0.000 in Total Deflection Ratio 6758 f Shear -Stud Requirements:_ From Support 1 (M to 6,00 ft use 10 studs. From 6.00 ft to Support 2 use 10 studs. Maximum Forces:& Stresses forl.oad Combinations. Load Comb & Design Length Max Stress Rados Sending Summary Shear Summary Span # M V Ma-Const MnStl/ Omega Ma-NonConst MnTr/ Omega Va Vn I Omega 1 DL on StlBm Before Curing Span L=12ft 1 1 DL on StlBm After Curing Span L=12ft 1 After Curing : +D Span L =12 ft 1 0,051 0.048 252.00 16.46 320.46 5A9 114.79 After Curing : +D+L+H Span L =12 ft 1 0.068 0.063 252.00 21.86 320.46 7.29 114.79 After Curing: +D-+0.75OLr+0.750L+H Title Block Line 1 Title: Job # You can change this area Dsgnr using the 'Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Composite Steel Beam Description: FB-6 Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma-Const MnStl/ Omega Ma-NonConst MnTr/ Omega Va Vn / Omega Span L =12 ft 1 0.064 0,060 252.00 20.51 320.46 6.84 114.79 After Curing : +D+0.750L+0.7505+H Span L =12 ft 1 0.064 0,060 252.00 20.51 320.46 6.84 114.79 After Curing : +D+0.750Lr+0.750L+0. Span L =12 ft 1 0.064 0.060 252.00 20.51 320.46 6.84 114.79 After Curing : +D+0.750L+0.750S+0.7 Span L =12 ft 1 0.064 0,060 252,00 20.51 320.46 6.84 114.79 After Curing : +D+0.750Lr+0.750L+O. Span L =12 ft 1 0.064 0.060 252.00 20.51 320.46 6.84 114.79 After Curing : +D+0.750L+0.750S+0.5 Span L = 12 ft 1 0.064 0.060 252.00 20.51 320.46 6.84 114.79 Maximum Qefiections for Load 00m6inations' =Uri. ....ed.Loads:::::' Location Dead Load Defl Dead Load Defl Const Loads Non -Dead Total Load Combination Span in Span Before Curing After Curing Net Defl Load Defl Deflection Ixx - Used DL on Steel Alone BEFORE Curing Downward 1 12.000 0.0000 0.000 0.000 0.000 0.000 800.00 OL on Steel Alone BEFORE Curing Upward 1 12.000 0.0000 0.000 0.000 0.000 0.000 800.00 DL on Steel Alone AFTER Curing Downward 1 6.080 0.0000 0.013 0.013 0.000 0.013 1,166.35 DL on Steel Alone AFTER Curing Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,166.35 After Curing :Dafter +Lr+L+S Downward 1 6.080 0.0000 0.013 0.013 0.009 0.021 1,166.35 After Curing :Dafter +Lr+L+S Upward 1 0.000 0.0000 0,000 0.000 0.000 0.000 1,166.35 After Curing :Dafter +Lr+L Downward 1 6.080 0.0000 0.013 0.013 0.009 0.021 1,166.35 After Curing :Dafter +Lr+L Upward 1 0.000 0.0000 0.000 0,000 0.000 0.000 1,166.35 After Curing : D after+ L+S Downward 1 6.080 0.0000 0.013 0.013 0.009 0.021 1,166.35 After Curing : D after+ L +S Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,166.35 After Curing :Dafter+L+W+S Downward 1 6.080 0.0000 0.013 0.013 0.009 0.021 1,166.35 After Curing :Dafter+L+W+S Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,166.35 After Curing: Dafter+ L+S+W Downward 1 6.080 0.0000 0.013 0.013 0.009 0.021 1,166.35 After Curing: D after+ L+S+W Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,166.35 After Curing: D after+ L+S+E Downward 1 6.080 0.0000 0013 0.013 0.009 0.021 1,166.35 After Curing : D after + L+S+E Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,166.35 MaximumVerti.caLReactioris-Unfactored`:`.`: `. supportnotation:Farieftis#1 Load Combination Support 1 Support 2 _ Overall MAzimum 9.170 9.170 DL Applied Before Curing Lr+L+S 3.685 3.685 (Dbc-Dac) + Lr + L 9.170 9.170 (Dbc-Dac) + L +S 9.170 9.170 (Dbc-Dac) + L + W + S/2 9.170 9.170 (Dbc-Dac)+L+S+Wl2 9,170 9.170 (Dbc-Dac) + L +S + E11.4 9.170 9.170 $tee[Section;P.rpperties :;' 'Yif1.8X56;:;; i; . Depth = 18.000 in I xx 800.00 in14 I yy = 40.100 inA4 Web Thick = 0.355 in S xx = 88,90 inA3 S yy = 10.700 inA3 Flange Width = 7.500 in R xx - 7.380 in R yy = 1.650 in Flange Thick = 0.570 in Zx = 101.000 in13 Zy = 16.600 inA3 Area = 14.700 inA2 J = 1.240 inA4 Weight = 50,039 plf Corh'osite Sectidh Pro erties ::::. Span Number Analysis % Shear Plastic N.A, Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k-ft I -Steel I -Trans I-Lwr Bound Or/all I PNA in Flange 100.0 17.585 423.938 39 736.60 800.0 2,192.3 1,674.1 PNA in Flange 95.0 17.557 402,741 37 726.53 800.0 2,192.3 1,657.6 PNA in Flange 90.0 17.529 381.544 35 716.42 800.0 2,192.3 1,639.2 PNA in Flange 85.0 17.500 360.347 33 706.26 800.0 2,192.3 1,618.9 PNA in Flange 80.0 17.472 339.150 31 696.06 800.0 2,192.3 1,596.5 PNA in Flange 75.0 17,444 317.953 29 685.81 800.0 2,192.3 1,572.0 PNA In Web 70.0 17.127 296.756 27 675.39 800.0 2,192.3 1,545.1 PNA in Web 65.0 16.530 275.559 26 664.03 800.0 2,192.3 1.515.7 PNA in Web 60.0 15.933 254.363 24 651.63 800.0 2,192.3 1,483.7 PNA in Web 55.0 15.336 233.166 22 638.16 800.0 2,192.3 1,448.8 PNA In Web 50.0 14.739 211.969 20 623.64 800.0 2,192.3 1,410.8 Title Block Line 1 You can change this area using the "Settings' menu item and then using the'P6nting & Title Block" selection. Composite Steel Beam ._ Description : FB-6 Composite; Sectioin, Propeitie§ Title : Job # Dsgnr: Project Desc.: Project Notes: Prir�ed 3 F9,2: Z:tG3Carrea! PrnieCksTr attAmMFLANNER Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N, A. Location Type Connection from Bottom Shear (k) 112 Span k-ff I -Steel I -Trans I-Lwr Bound FNAIn'vVeD 45.0 14.142 190.772 18 608.06 800.0 2,192.3 1,369.6 PNA in Web 40.0 13.545 169.575 16 591.42 800.0 2,192.3 1,324.8 PNA in Web 35.0 12.948 148.378 14 573.73 800.0 2,192.3 1,276.2 PNA in Web 30.0 12.351 127.181 12 554.98 800.0 2,192.3 1,223.5 PNA in Web 25.0 11.754 105.984 10 535.17 800.0 2,192.3 1.166.4 Title Block Line 1 Title: Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc,: and then using the 'Printing & Project Notes Title Block' selection, ❑S Cam ite Steel Beam Wy ilFFCii RV�G'W1rWl riGlxr I�ttCRI'L2R UO11 LCUP p. ENERCAM INC; IM201 % BUW:6-1 t &2a N'er 0.0 Description : FB-4 .......:..........:.:..:.:.......:.:..................::....:... :;:MaterialProperties`;;I;i!:Is _ :;_ _:; �::_� ;;_ ___r s� calculations per Alsc 360-05, IBc zoos, cBc 2007, ASCE 7. 5 A ..IY.I tA ; Allowable Stress Design i75°R Beam Bracing : Beam is Fully Braced against lateral -torsion buckling by attached sla Load Combination 2006 IBC & ASCE 7-05 Fy : Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksi Composite Beam Section Data Total Slab Thickness 5.50 in Effective Width 4.750 ft Metal Deck... Vulcraft, 2 VLI Ribs: Perpendicular Concrete fc Concrete Density Rib Height Rib Spacing 2.50 ksi 145.0 pot 2.0 in 12.0 in D(11.4) L(11.4) I i wlaw Beam is UNSHORED for Concrete Placement Stud Diameter 3/4" In Qn : Stud Capacity 11.0 k Top Width 5.0 in Btm Width 5.0 in Applied Loads. Service loads entered. Load Factors will be applied for calculations. Slab self weight calculated and added to loads Load(s) for Span Number 1 Point Load : D=11,40, L=11.40 k (CD 10.50 ft, Applied after curing -:-DES1Gk SUMMARY Maximum Bending Stress Ratio = 0.428 : 1 Maximum Shear Stress Ratio = 0,128.1 Section used for this span W18X50 Section used for this span W18X50 Percent Composite Action 25 % Vu : Applied 14.699 k Construction After Curing Vn/Omega : Allowable 114.79 k Mu: Applied 0.0 137.02 k-ft Load Combination span 1 j Mn / Omega: Allowable 252.0 320.46 k-ft Location of maximum on span 0.0 ft jJ Load Combinator After Curing : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 10.50ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.155 in Max Upward L+Lr+S Deflection 0.000 in Live Load Deflection Ratio 1630 Max Downward Total Deflection 0.309 in Max Upward Total Deflection 0.000 in Total Deflection Ratio 815 Shear Sttid Re uiremenfs F= Support 1 A to 10.50 ft use 10 studs. From 10.50 ft to Support 2 use 10 studs. Maximum Forces & Stresses.for'Coad'Combinations Load Comb & Design Length Max Strew Ratios Bending Summary Shear Summary Span # M V Ma-Const MnSb Omega Ma-NonConst MnTr/ Omega Va Vn I Omega 1 OL on StIBm Before Curing Span L = 21 ft 1 1 DL on StlBm After Curing Span L = 21 ft 1 . After Curing : +D Span L = 21 ft 1 0.241 0.078 252.00 77.17 320.46 9.00 114.79 After Curing : +D+L+H Span L = 21 ft 1 0.428 0.128 252.00 137.02 320.46 14.70 114.79 After Curing : +D+0.750Lr+0.750L+H Title Block Line 1 Title : Job # You can change this area Dsgnr: using the 'Settings' menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Composite Steel Beam p == _ ENERCALC,.INC'.t98320i1.'6uM:6.:] t.6-23, VeK1 10,0 Description : FB4 Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span# M V Ma-Const MnSti/Omega Ma-NonConst MnTr/Omega Va Vn/Omega Span L = 21 ft 1 0.381 0.116 252.00 122.06 320.46 13.27 114.79 After Curing : +D+0,750L+0,750541 Span L=21 ft 1 0.381 0.116 252.00 122.06 320.46 1327 114.79 After Curing : +D+0.750Lr+0.750L+O. Span L = 21 ft 1 0.381 0.116 252.00 122.06 320.46 13.27 114.79 After Curing : +0+0.750L+0.750S+0.7 Span L = 21 ft 1 0.381 0.116 252.00 122.06 320.46 13.27 114.79 After Curing : +D+0.750Lr+0.750L+0. Span L = 21 ft 1 0,381 0,116 252.00 122.06 320.46 1327 114.79 After Curing : +D+0.750L+0.750S+0,5 Span L = 21 ft 1 0.381 0.116 252.00 122.06 320.46 13.27 114.79 ........... ... ....:..,.......,....,.................... _......._.. . Makirrium Deflection0.&.L ad:Comb.inat ons; •. Unfactoced:Loads:: : Location Dead Load Defl Dead Load Defl Const Loads Non -Dead Total Load Combination Span in Span Before Curing After Curing Net Defl Load Defl Deflection Ixx- Used DL on Steel Alone BEFORE Curing Downward 1 21.000 0.0000 0.000 0.000 0.000 0.000 800.00 DL on Steel Alone BEFORE Curing Upward ; 21,000 0.0000 0.000 0.000 0.000 0.000 800.00 DL on Steel Alone AFTER Curing Downward 1. 10.640 0.0000 0.155 0.155 0.000 0.155 1,166.35 DL on Steel Alone AFTER Curing Upward 1 0,000 0.0000 0.000 0.000 0.000 0.000 1,166.35 After Curing : D after +Lr+L+S Downward 1 10.640 0.0000 0.155 0.155 0.155 0.309 1,166.35 After Curing : D after+Lr+L+S Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,166.35 After Curing : D after+ Lr+L Downward 1 10.640 0.0000 0.155 0.155 0.155 0.309 1.166.35 After Curing :Dafter +Lr+L Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,166.35 After Curing :Dafter+L+S Downward 1 10,540 0.0000 0,155 0.155 0.155 0.309 1,166.35 After Curing :Dafter+L+S Upward 0.000 0.0000 0.000 0.000 0.000 0.000 1,166.35 After Curing :Dafter +L+W+S Downward 1 10,640 0.0000 0.155 0.155 0.155 0.309 1,166.35 After Curing : D after+ L + W +S Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,166.35 After Curing :Dafter +L+S+W Downward 1 10,640 0.0000 0.155 0.155 0.155 0.309 1,166.35 After Curling :Dafter+L+S+W Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,166.35 After Curing :Dafter+L+S+E Downward 1 10.640 0.0000 0.155 0.155 0.155 0.309 1,166.35 After Curing : D after+ L+S+E Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,166.35 Maximum:\CerticalReactioris!Urifactored a€ [[s- :' ' Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 17.998 17.998 DL Applied Before Curing Lr+L+S 8.999 8.999 (Dbc-Dac) +Lr+L 17.998 17.998 (Dbc-Dac) +L +S 17.998 17,998 (Dbc-Dac) +L +W +S/2 17.998 17.998 (Dbc-Dac) + L +S +W/2 17.998 17.998 (Dbc-Dac) +L +S + E/1.4 17.998 17.998 ............ Depth = 18,000 in I xx = 800.00 inA4 1 yy = 40.100 in^4 Web Thick = 0.355 in S xx = 88.90 inA3 S yy = 10.700 in"3 Flange Width = 7.500 in R xx - 7,380 In R yy = 1.650 in Flange Thick = 0.570 in Zx = 101.000 in^3 Zy = 16.600 in"3 Area = 14.700 in^2 J = 1.240 in"4 Weight = 50.039 plf ........... CoM dsite Section Pio p6rhes:,: Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection From Bottom Shear (k) 1/2 Span k-ft ISteel [-Trans I-Lwr Bound Span 1__ PNA in Flange 100.0 17.585 423.938 39 736.60 800.0 2,192.3 1,674.1 PNA in Flange 95.0 17.557 402.741 37 726.53 800.0 2,192.3 1,657.6 PNA in Flange 90.0 17.529 381.544 35 716.42 800.0 2,192.3 1,639.2 PNA in Flange 85.0 17.500 360.347 33 706.26 800.0 2,192.3 1,618.9 PNA in Flange 80.0 17.472 339.150 31 696.06 800.0 2,192.3 1,596.5 PNA in Flange 75.0 17.444 317.953 29 685.81 800.0 2,192.3 1.572.0 PNA in Web 70.0 17.127 296.756 27 675.39 800.0 2,192.3 1,545.1 PNA In Web 65.0 16,530 275.559 26 664.03 800.0 2,192.3 1,515.7 PNA in Web 60.0 15.933 254.363 24 651.63 800.0 2,192.3 1,483.7 PNA in Web 55.0 15.336 233.166 22 638.16 800.0 2.192.3 1,448.8 PNA in Web 50.0 14.739 211.969 20 623.64 800.0 2,192.3 1,410.8 Title Block Line 1 Title : Job # You can change this area Dsgnr: f using the 'Settings" menu item Project Desc.: and then using the 'Printing & Project Notes Title Block' selection. Composite Steel Beam- .... ...... ,..!~rr=Rcpa.c, lwc..fsa�-2aise : a:s:r1:6:23vers.s.iff.Q.. KVV�06007.344Licensee PLA"NUM.-ENGINEERING Description : FB-4 Coiiiposite'Section:Propetties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Web 45-.T-- 14.142 190.772 18 606.06 800.0 2,192.3 1,3ti9.b PNA in Web 40.0 13.545 169.575 16 591.42 800.0 2,192.3 1,324.8 PNA in Web 35.0 12.948 148.378 14 573.73 800.0 2,192.3 1,276.2 PNA in Web 30.0 12.351 127.181 12 554.98 800.0 2,192.3 1,223.5 PNA in Web 25.0 11.754 105.984 10 535.17 800.0 2,192.3 1,166.4 Title Block Line 1 Title: Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block' selection. Prrt[et 30 AN 2012. TMAM ',-Fue:,2:103-CufreniFro;ecislPEa�ArcfflftANNERricafCiheams.ec5::. Composite Steel Beam - _ _ _ - ENE[iCALC; INC. 1933-2!}9 t, Buf`Id 6.1i.6.23,' V�&:1>]0.0': Descriptior, Material: P.fop2rtles _ '._ _ .. ::: Calculations per AISC 360.05, IBC 2006, CBC 2007, ASCE 7-05 T Analysis Method: Allowable Stress Design 4250e Beam Bracing: Beam is Fully Braced against lateral -torsion buckling by attached sla Load Combination 2006 IBC & ASCE 7-05 ?{ f::; ors-r. : :•s x - �� Fy : Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksi Composite Beam Section Data Total Slab Thickness 5.50 in Effective Width 4.750 ft Metal Deck... Vulcraft, 2 VLI Ribs: - Perpendicular Concrete fc 2.50 ksi Concrete Density 145.0 pcf Rib Height 2.0 in Rib Spacing 12.0 in DI0.6 L 0.3� QkQ 14 2150 n i w1am Beam is UNSHORED for Concrete Placement Stud Diameter 3/4" in Qn : Stud Capacity, 11.0 k Top Width 5.0 in Btm Width 5.0 in A Iled Loads : ; '- -...1 . ::: :::::::. ::::::::.'.:; : Service loads entered. Load Factors will be applied for calculations. Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.60, L = 0.340 k/ft, Tributary Width =1.0 ft, Applied after curing DESIGN SUMMARY ■ • _ Maximum Bending Stress Ratio = 0.270 : 1 _ Maximum Shear Stress Ratio = 0.128 : 1 Section used for this span W18X50 Section used for this span W18X50 Percent Composite Action 25 % Vu : Applied 14.736 k Construction After Curing Vn/Omega : Allowable 114.79 k Mu : Applied 0.0 86.577 k-ft Load Combination span 1 Mn / Omega: Allowable 252.0 320.46 k-ft Location of maximum on span 0.0 ft Load Combination After Curing : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 11.750ft Span #where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.134 in Max Upward L+Lr+S Deflection 0.000 in Live Load Deflection Ratio 2102 Max Downward Total Deflection 0.322 in Max Upward Total Deflection 0.000 in Total Deflection Ratio 876 .... ....... ... Shear Stud. Requirements From Support 1 (a) to 11.75 ft use 10 studs. From 11.75 ft to Support 2 use 10 studs. Maximum.Forces&.Stresses for o'ad:C.ombinations Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma-Const MnStl / Omega Ma-NonConst MnTr / Omega Va Vn / Omega 1 DL on SflBm Before Curing Span L = 23.5 ft 1 1 DL on StlBm After Curing Span L=23.5ft 1 After Curing : +D, Span L = 23.5 ft 1 0.197 0.094 252.00 63.11 320.46 10.74 114.79 After Curing: +D+L+H Span L = 23.5 ft 1 0.270 0.128 252.00 86.58 320.46 14.74 114.79 After Curing : +D+0.750Lr+0.750L+H Title Block Line 1 Title: Job # You can change this area Dsgnr: using the'Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block U'ne 6 re -a Composite .Steel Bearrn.. 2+p3C3irrer¢Prlke 1983.2 �c�rFtidO11 Etu�RCAt:c, in+c. ��3-zcti; aidkfi5:lt Description : FB-3 ]AN 2D12 7:38AM Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma-Const MnStl / Omega Ma-NonConst MnTr / Omega Va Vn / Omega Span L = 23.5 ft 0.252 OAK 252.00 80.7 i 320.d� 113,74 114.79 After Curing : +D+0.750L+0.750S+H Span L = 23.5 ft 1 0,252 0.120 252.00 80.71 320.46 13.74 114.79 After Curing: +D+0.750Lr+0.750L+0. Span L = 23.5 ft 1 0.252 0.120 252,00 80.71 320.46 13.74 114.79 After Curing : +D+0.750L+0,750S+0.7 Span L = 23.5 ft 1 0.252 0.120 252.00 80.71 320.46 13.74 114.79 After Curing : +D+0.750Lr+0.750L+O. Span L = 23.5 ft 1 0.252 0.120 252.00 80.71 320.46 13.74 114.79 After Curing : +D+0.750L+0.750S+0.5 Span L = 23.5 ft 1 0,252 0.120 252.00 80.71 320.46 13.74 114.79 Maximum Deflections.far°Laad;.Comhinations . Uriiaefared_ Loads .: Location Dead Load Deft Dead Load Defl Const Loads Non -Dead Total Load Combination Span in Span Before Cu°ring After Curia Net Deft Load Deft Deflection Ixx - Used OL on Steel Alone BEFORE Curing Downward 1 23,500 0.0000 0.000 0.000 0.000 0.000 800.00 DL on Steel Alone BEFORE Curing Upward 1 23.500 0.0000 0.000 0.000 0.000 0.000 800.00 DL on Steel Alone AFTER Curing Downward 1 11.907 0.0000 0.187 0.187 0.000 0.187 1,166.35 DL on Steel Alone AFTER Curing Upward 1 0,000 0.0000 0.000 0.000 0.000 0.000 1,166.35 After Curing : D after +Lr+L+S Downward 1 11.907 0.0000 0,187 0.187 0.134 0.322 1,166.35 After Curing : D after +Lr+L+S Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,166.35 After Curing : D after+ Lr+L Downward 1 11.907 0.0000 0.187 0.187 0.134 0.322 1,166.35 After Curing : D after+ Lr+L Upward 1 0,000 0.0000 0.000 0.000 0.000 0.000 1,166.35 After Curing :Dafter +L+S Downward 1 11.907 0.0000 0.187 0.187 0.134 0.322 1,166.35 After Curing :Dafter +L+S Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,166.35 After Curing : D after+ L +W +S Downward 1 11.907 0.0000 0.187 0.187 0.134 0.322 1,166.35 After Curing :Dafter+L+W+S Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,166.35 After Curing :Dafter+L+S+W Downward 1 11.907 0.0000 0,187 0.187 0.134 0.322 1,166.35 After Curing :Dafter +L+S+W Upward 1 0.000 0.0000 0,000 0.000 0.000 0.000 1.166.35 After Curing : D after+ L +S + E Downward 1 11.907 0.0000 0.187 0.187 0.134 0.322 1.166.35 After Curing :Dafter+L+S+E Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,166.35 Maximum 1 V. ertical'Keactions= UnFactored' Support rotation : Far left is #11 Load Combination Support 1 Support 2 Overall MAXimum 18.428 18.428 DL Applied Before Curing Lr+L+S 7.686 7.686 (Dbo-Dac) +Lr+L 18.428 18.428 (Dbo-Dac) +L + S 18.428 18.428 (Dbc-Dac) +L + W +S/2 18.428 18.428 (Dbc-Dac) +L +S +W/2 18.428 18.428 (Dbo-Dac) +L +S + E/1.4 18.428 18.428 Roof Skh din Pro . et#ie5 . W18X50 Depth = 18.000 in I xx - 800,00 1nA4 I yy = 40.100 inA4 Web Thick = 0.355 in S xx - 88.90 inA3 S yy - 10.700 in"3 Flange Width = 7.500 in R xx - 7.380 in R yy = 1,650 in Flange Thick = 0.570 In Zx = 101.000 inA3 Zy = 16.600 inA3 Area = 14.700 inA2 J = 1.240 in°4 Weigh' = 50.039 plf Composite Section Pro erties Span Number Analysis % Shear Plastic N.A, Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A, Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Flange 100.0 17.585 423.938 39 736.60 800.0 2.192.3 1,674.1 PNA in Flange 95.0 17.557 402.741 37 726.53 800.0 2,192.3 1,657.6 PNA in Flange 90.0 17.529 381.544 35 716.42 800.0 2,192.3 1,639.2 PNA in Flange 85.0 17.500 360.347 33 706.26 800.0 2,192.3 1,618.9 PNA in Flange 80.0 17.472 339.150 31 696.06 800.0 2,192.3 1,596.5 PNA in Flange 75.0 VA44 317.953 29 685.81 800.0 2,192.3 1,572.0 PNA in Web 70.0 17.127 296.756 27 675.39 800.0 2.192.3 1,545.1 PNA in Web 65.0 16.530 275.559 26 664.03 800.0 2,192.3 1,515.7 PNA in Web 60.0 15.933 254.363 24 651.63 800.0 2,192.3 1,483.7 PNA in Web 55.0 15.336 233.166 22 638.16 800.0 2,192.3 1,448.8 PNA in Web 50.0 14.739 211.969 20 623.64 800.0 2,192.3 1,410.8 Title Block Line 1 Title: Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc,: and then using the "Printing & Project Notes: Title Block" selection. Cvm osite. Steel Beam P _ENERcaLc, iN'. Description : FB-3 Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Web 4 3 . SL723 _EIT$ PNA in Web 40.0 13.545 169.575 16 591.42 800.0 2,192.3 1,324.8 PNA in Web 35.0 12.948 148.378 14 573.73 800.0 2,192.3 1,276.2 PNA in Web 30.0 12,351 127.181 12 554.98 800.0 2,192.3 1,223.5 PNA in Web 25.0 11.754 105.984 10 535.17 800.0 2,192.3 1,166.4 Title Block Line 1 Title: Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. T[tie Block Line 6 HMO; 27 JAN 2012. 6:40A,M -Flea ZW-EurrenfPmjea§]PlattAichlFlANN6RYt�aolbeam .ec6 Steel Beam ENERCALC: INC. .1s83=20ii:Bui€d:6.11-6.23•Verf_'.10-0 Description : stair stringer :Materlaf l?rOperties _. Calculations per AISC 360.05, IBC 2006, CBC 2007, ASCE 7.05 Analysis Method: Allowable Stress Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 DfOA) L(0.2) c8X11.5 :.... ....... .......... , .. , A ...lied.:Loads.::::::_:° _:::::..:::::.�:.::.::...:..::. _„ Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0,10, L = 0,20 M Tributary Width =1.0 ft Maximum Bending Stress Ratio = Section used for this span Mu: Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.244: 1 Maximum Shear Stress Ratio = C8X11.5 Section used for this span 5.859 k-ft Vu : Applied 24.027 k-ft Vn/Omega : Allowable +D+L+H Load Combination 6.250ft Location of maximum on span Span # 1 Span # where maximum occurs 0.117 in Ratio = 1276 0.000 in Ratio = 0 <360 0.176 in Ratio = 851 0.000 in Ratio = 0 <180 0.059 : 1 C8X11.5 1.875 k 31.617 k +D+L+H 12.500 ft Span # 1 Maximum Forces ii"&':Siiesses €or:LQad.;G.orisbinations. Load Combination Max Stress Ram Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma - Max Mnx Mnx/Omega Cb Rm VaMax Vnx Vnx/Omega Dsgn. L = 12.50 ft 1 0.081 0.020 1.95 1.95 40.13 24.03 1.00 1.00 0.63 52.80 31.62 +D+L+H Dsgn. L = 12.50 ft 1 0.244 0.059 5.86 5.86 40.13 24.03 1.00 1.00 1.88 52.80 31.62 +D+0.750Lr+0.750L+H - Dsgn. L = 12.50 ft 1 0.203 0.049 4.88 4.88 40.13 24.03 1.00 1.00 1.56- 52.80 31.62 +D+0.750L+0.750S+H Dsgn: L = 12.50 ft 1 0.203 0.049 4.88 4.88 40.13 24.03 1.00 1.00 1.56 52.80 M.62 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 12.50 ft 1 0.203 0.049 4.88 4.88 40.13 24.03 1.00 1.00 1.56 52.80 31.62 +D+0.750L+0.750S+0.750W+H Dsgn. L = 12.50 ft 1 0.203 0.049 4.88 4.88 40.13 24.03 1.00 1.00 1.56 52.80 31.62 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 12.50 ft 1 0.203 0.049 4.88 4.88 40.13 24.03 1.00 1.00 1.56 52.80 31.62 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 12.50 ft 1 0.203 0.049 4.88 4.88 40.13 24.03 1.00 1.00 1.56 52.80 31.62 Overall:Maximum:D.r3flections=!Unfacfo�edLoads:: `:'::::: s``€s Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 0.0000 0.000 '.! V6i tical Reactions;= Unfactored ;!: `;, i '' ::": '' Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support2 Overall MAXimum IRS 1.675 D Only 0.625 0.625 L Only 1.250 1.250 D+L 1.875 1.875 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Description : F13-2 Material Properties Analysis Method: Allowable Stress Design Beam Bracing: Beam is Fully Braced against lateral -torsional buckling Bending Axis: Minor Axis Bending Load Combination 2006 IBC & ASCE 7-05 Title : Dsgnr: Project Desc.: Project Notes : Job # Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi ........ ......... . i i a Span = .sb.0 rt o Span = 10.0 t o Applied Loads - Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = l0: 1 Maximum Shear Stress Ratio = 0 : 1 Section used for this span Section used for this span Mu : Applied 0 k-ft Vu : Applied 0 k Mn / Omega: Allowable 0 k-ft Vn/Omega : Allowable 0 k Load Combination Load Combination Location of maximum on span Oft Location of maximum on span 0 ft Span # where maximum occurs 1 Span # where maximum occurs 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.028 in Ratio = 4090 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.056 in Ratio = 2045 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mny Mny/Omega Cb Rm Va Max Vny Vny/Omega Overall Maximum_ Deflections - Unfactored Loads Load Combination Span Max- "-"Defl Location in Span Load Combination Max. "+" Deft Location in Span 1 0.0000 0.000 0.0000 0.000 2 0.0000 0.000 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Title Block Line 1 Title: You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Composite Steel Beam Description : FB-3 Material Properties Job # INC. 1.10.0 Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Analysis Method : Allowable Stress Design I ' Beam Bracing : Beam is Fully Braced against lateral -torsion buckling by attached sla Load Combination 2006 IBC & ASCE 7-05 Fy : Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksi Composite Beam Section Data Total Slab Thickness 5.50 in Concrete fc 2.50 ksi Effective Width 4.750 ft Concrete Density 145.0 pcf Metal Deck ... Vulcraft, 2 VLI Rib Height 2.0 in Ribs: Perpendicular Rib Spacing 12.0 in D 0-fi] L 0-34 W 18X50 wiaxso Beam is UNSHORED for Concrete Placement Stud Diameter 3/4" in Qn : Stud Capacity 11.0 k Top Width 5.0 in Btm Width 5.0 in :IO ft J Applied Loads Service loads entered. Load Factors will be applied for calculations. Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.60, L = 0.340 k/ft, Tributary Width = 1.0 ft, Applied after curing DESIGN SUMMARY Maximum Bending Stress Ratio = 0.196 : 1 Maximum Shear Stress Ratio = 0.128 : 1 Section used for this span W18X50 Section used for this span W18X50 Percent Composite Action 100 % Vu : Applied 14.736 k Construction After Curing Vn/Omega : Allowable 114.79 k Mu : Applied 0.0 86.577 k-ft Load Combination span 1 Mn / Omega: Allowable 252.0 441.08 k-ft Location of maximum on span 0.0 ft Load Combination After Curing: +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 11.750ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio Shear Stud Requirements From Support 1 @ to 1 1.75ft use 39 studs. From 11.75 ft to Support 2 use 39 studs. 0.093 in 0.000 in 3017 0.224 in 0.000 in 1258 Maximum Forces & Stresses for Load Combinations Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma-Const MnStl / Omega Ma-NonConst MnTr / Omega Va Vn / Omega 1 DL on StlBm Before Curing Span L = 23.5 ft 1 1 DL on StlBm After Curing Span L = 23.5 ft 1 Ater Curing: +D Span L = 23.5 ft 1 0,143 0 094 252.00 63,11 441-08 10.74 11479 After Curing : +D+L+H Span L = 23.5 ft 1 0,196 0 128 252-00 86.58 441-08 14.74 114.79 After Curino : +D+0.750Lr+0-750L+H Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 15 DK2011. composite Steel Beam 9�7-Vic rmal:I r°001184 t�`''`�'"�bd P ENERCALC. INC. f983-x011. Build:6.11,SZ. Ve ..6.i.10.0 Description : FB-3 Load Comb & Design Length Span # Max Stress Ratios M V Bending Summary Ma-Const MnStl / Omega Ma-NonConst MnTr / Omega Shear Summary Va Vn / Omega Span L = 23.5 R 1 0.183 0.120 252.00 80.71 441,08 13.74 114.79 After Curing: +D+0.750L+0.750S+H Span L=23.5ft 1 0,183 0,120 252.00 80.71 441,08 1V,,4 114.79 After Curing : +D+0.750Lr+0.750L+0. Span L = 23.5 ft 1 0.183 0.120 252.00 80.71 441.08 13.74 114.79 After Curing : +0+0.750L+0.750S+0.7 Span L = 23.5 ft 1 0.183 0.120 252.00 80.71 441.08 13.74 114.79 After Curing : +D+0.750Lr+0.750L+0. Span L = 23.5 ft 1 0.183 0.120 252.00 80,71 441.08 13.74 114.79 After Curina : +D+0.750L+0 750S+0.5 Span L = 23.5 ft 1 0.183 0.120 252.00 80.71 441,08 13.74 114.79 Maximum Deflections for Load Combinations - Unfactored Loads Location Dead Load Defl Dead Load Defl Const Loads Non -Dead Total Load Combination Span in Span Before Curing After Curing Net DO Load Defl Deflection Ixx - Used DL on Steel Alone BEFORE Curing Downward 1 23.5r �� 0.0000 0.000 0.04 0.000 0.000 800-00 DL on Steel Alone BEFORE Curing Upward 1 23.500 0.0000 0.000 0,000 0.000 0,000 800.00 DL on Steel Alone AFTER Curing Downward 1 11.907 0.0000 0.131 0.131 0.000 0.131 1,674.14 DL on Steel Alone AFTER Curing Upward 1 0.000 0.0000 0.000 0.000 0,000 0.000 1,674,14 After Curing: D after + Lr+L+S Downward 1 11.907 0,0000 0.131 0.131 0,093 0.224 1,674.14 After Curing: D after + Lr+L+S Upward 1 0.000 0.0000 0,000 0.000 0,000 0.000 1,674.14 After Curing : D after + Lr + L Downward 1 11.907 0.0000 0.131 0.131 0.093 0,224 1,674.14 After Curing : D after + Lr + L Upward 1 0.000 0.0000 0.000 0.000 0,000 0.000 1.674.14 After Curing: D after + L + S Downward 1 11.907 0,0000 0.131 0.131 0.093 0.224 1,674.14 Ater Curing : D after + L + S Upward 1 0.000 0 000 0.000 0.000 0.000 0.000 1,674,14 After Curing: D after + L + W + S Downward 1 11.907 0.0000 0.131 0.131 0.093 0.224 1,674.14 After Curing: D after + L + W + S Upward 1 0.000 0.0000 0.000 0.000 0,000 0.000 1,674.14 After Curing : D after + L + S + W Downward 1 11.907 0.0000 0.131 0.131 0.093 0.224 1,674.14 After Curing : D after + L + S + W Upward 1 0,000 0.0000 0.000 0.000 0.000 0.000 1,674.14 After Curing : D after + L + S + E Downward 1 11.907 0.0000 0.131 0.131 0.093 0.224 1.674.14 After Curing : D after + L + S + E Upward 1 0.000 0,0000 0.000 0.000 0.000 0.000 1,674.14 Vertical Reactions - Unfactored Sup por1 no?3tion : Fa`-Ieft is41 _Maximum Load Combination Support 1 Support 2 Overall MAXimum 18.428 18.428 DL Applied Before Curing Lr+L+S 7.686 7.686 (Dbc-Dac) + Lr + L 18,428 18.428 (Dbc-Dac) + L + S 18.428 18.428 (Dbc-Dac) + L + W + S/2 18.428 18.428 (Dbc-Dac) + L + S + W/2 18.428 18.428 (Dbc-Dac) + L + S + E/1.4 18,428 18,428 Section Properties : W1BX50 _Steel Depth = 18.000 in I xx = 800.00 inA4 1 yy - 40.100 inA4 Web Thick = 0.355 in S xx = 88.90 inA3 S yy - 10.700 inA3 Flange Width = 7.500 in R xx 7.380 in R yy = 1.650 in Flange Thick = 0.570 in Zx - 101.000 inA3 Zy = 16.600 inA3 Area = 14.700 inA2 1 = 1.240 inA4 Weight = 50.039 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum on # Studs per Mn - Capacity Moment of Inertia Plastic Ni A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound Span 1 PNA in Flange 100.0 17.585 423.938 39 736.60 800.0 2,192.3 1,674.1 PNA in Flange 95.0 17.557 402.741 37 726.53 800.0 2,192.3 1,657.6 PNA in Flange 90.0 17.529 381.544 35 716.42 800.0 2,192.3 1,639.2 PNA in Flange 85.0 17.500 360.347 33 706.26 800.0 2,192.3 1,618.9 PNA in Flange 80.0 17.472 339.150 31 696.06 800.0 2,192.3 1,596.5 PNA in Flange 75.0 17.444 317.953 29 685.81 800.0 2,192.3 1,572.0 PNA in Web 70.0 17.127 296.756 27 675.39 800.0 2,192.3 1,545.1 PNA in Web 65.0 16.530 275.559 26 664.03 800.0 2,192.3 1,515.7 PNA in Web 60.0 15.933 254.363 24 651.63 800.0 2,192.3 1,483.7 PNA in Web 55.0 15.336 233.166 22 638.16 800.0 2,192.3 1,448.8 PNA in Web 50.0 14.739 211.969 20 623.64 800.0 2,192.3 1,410.8 Title Block Line 1 Title : You can change this area Dsgnr using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Description: FB-3 Compos4e Section Properties Job # Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k-ft I -Steel I -Trans I-Lwr Bound FNA in Web 45.0 14.142 190.772 18 608.06 800.0 2,192.3 PNA in Web 40.0 13.545 169.575 16 591.42 800.0 2,192.3 1,324.8 PNA in Web 35.0 12.948 148.378 14 573.73 800.0 2,192.3 1,276.2 PNA in Web 30.0 12.351 127.181 12 554.98 800.0 2,192.3 1,223.5 PNA in Web 25.0 11.754 105.984 10 535.17 800.0 2,192.3 1,166.4 Title Block Line 1 Title : You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Description : FB-4 Job # P`nheo: g [)EC 20:1, 10:21.41 Material Properties Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Analysis Method: Allowable Stress Design 4751° Beam Bracing: Beam is Fully Braced against lateral -torsion buckling by attached sla Load Combination 2006 IBC & ASCE 7-05'- Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi W 16X50 Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 5.50 in Concrete fc 2.50 ksi Stud Diameter 3/4" in Effective Width 4.750 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 2 VLI Rib Height 2.0 in Top Width 5.0 in Ribs: Perpendicular Rib Spacing 12.0 in Btm Width 5.0 in 2121-0 fli! Applied Loads Service loads entered. Load Factors will be applied for calculations, Slab self weight calculated and added to loads Load(s) for Span Number 1 Point Load: D=11.40, L =11.40 k @ 10.50 ft, Applied after curing DESIGN SUMMARY Maximum Bending Stress Ratio = 0.31 1 : 1 Maximum Shear Stress Ratio = 0.128 : 1 Section used for this span W18X50 Section used for this span W18X50 Percent Composite Action 100 % Vu : Applied 14.699 k Construction After Curing Vn/Omega : Allowable 114.79 k Mu: Applied 0.0 137.02 k-ft Load Combination span 1 Mn / Omega: Allowable 252.0 441.08 k-ft Location of maximum on span 0.0 ft Span # where maximum occurs Span # 1 Load Combination After Curing: +D+L+H Location of maximum on span 10.50ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.108 in Max Upward L+Lr+S Deflection 0.000 in Live Load Deflection Ratio 2340 Max Downward Total Deflection 0.215 in Max Upward Total Deflection 0.000 in Total Deflection Ratio 1170 Shear Stud Requirements From Support 1 @ to 10.50 ft use 39 studs. From 10.50 ft to Support 2 use 39 studs. Maximum Forces & Stresses for Load Combinations Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma-Const MnStl / Omega Ma-NonConst MnTr / Omega Va Vn / Omega 1 DL on StlBm Before Curing Span L = 21 ft 1 1 DL on StlBrn After Curing Sparc L = 21 ft 1 After Curing : +D Span L = 21 ff 1 0.175 0.078 252.00 77.17 441.08 9.00 114,79 After Curing : +D+L+H Span L = 211 1 0.311 0-128 252.00 137.02 441.08 14.70 114.79 After Curing : +D+0.750Lr+0.750L+H Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Black Line $ E nr.W: y DeC �0:1,10:21AM, Composite Steel Beam FW;Z-�A3,CurrerrtPM)0CbU 1lArGr1FLANNERYtCW&beems.ec6 p ENERCALC, tNC.1983-2011, Srdidt.11.6.23, Ver6.1.10.0 KW.06007344 Licensee..i � Description : FB-4 Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma-Const MnStl I Omega Ma-NonConst MnTr / Omega Va Vn I Omega Span L =21 R 1 0,277 0. i 16 252.00 122.06 441.08 13.27 114.79 After Curing : +D+0.750L+0,750S+H Span L = 21 ft 1 0.277 0.116 252.00 122.06 441,08 13.27 114,79 After Curing : +D+0.750Lr+0.750L +0. Span L = 21 ft 1 0,277 0.116 252.00 122.06 441.08 1327 114.79 After Curing : +D+0.750L+0 7505+0.7 Span L = 21 ft 1 0,277 0.116 252.00 122.06 441.08 13.27 114.79 After Curing : +D+0.750Lr+0.750L+0. Span L = 21 It 1 0,277 0.116 252.00 122.06 441.08 1327 114,79 After Curing_ : +D+0.750L+0 750S+0.5 Span L = 21 ft 1 0.277 0.116 252.00 122.06 441.08 1327 114.79 Maximum Deflections for Load Combinations_- Unfactored Loads Location Dead Load Defl Dead Load Defl Const Loads Non -Dead Total Load Combination Span in Span Before Curing After Curing Net Defl Load Defl Deflection txx - Used DL on Steel Alone BEFORE Curing Downward 1 21,000 0.0000 0 000 0.000 0.000 0.000 800.00 DL on Steel Alone BEFORE Curina Upward 1 21.000 0.0000 0.000 0.000 0.000 0.000 800.00 DL on Steel Alone AFTER Curing Downward 1 10.640 0.0000 0108 0.108 0,000 0.108 1,674.14 DL on Steel Alone AFTER Curing Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,674.14 After Curing: D after+ Lr+L+S Downward 1 10.640 0,0000 0,109 0.108 0.108 0,215 1,674.14 After Curing : D after + Lr+L+S Upward 1 0.000 0.0000 0.000 0.000 0,000 0.000 1.674.14 After Curing : D after + Lr + L Downward 1 10.640 0.0000 1108 0.108 0.108 0.215 1.674.14 After Curing : D after + Lr + L Upward 1 0.000 0.0000 0:000 0.000 0.000 0.000 1,674.14 ,After Curing : D after + L + S Downward 1 10.640 0.0000 0.108 0.108 0,108 0.215 1,674.14 After Curing : D after+ L + S Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,674,14 After Curing :Dafter + L+W+S Downward 1 10,640 0.0000 0.108 0.108 0,108 0.215 1,674.14 After Curing : D after + L + W + S Upward 1 0.000 0.0000 0.000 0.000 0,000 0,000 1,674.14 After Curing : D after + L + S + W Downward 1 10.640 0.0000 0.108 0.108 0.108 0.215 1,674.14 After Curing : D after + L + S + W Upward 1 0.000 0.0000 01.000 0.000 0.000 0.000 1,674.14 After Curing : D after + L + S + E Downward 1 10.640 0:0000 0,108 0.108 0.108 0.215 1,674.14 After Curing : D after + L + S + E Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,674.14 Maximum Vertical Reactions - Unfactored SupportnotaGon r Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 17.998 11.998 DL Applied Before Curing Lr+L+S 8 999 8 999 (Dbc-Dac) + Lr + L 17.998 17.998 (Dbc-Dac) + L + S 17.998 17.998 (Dbc-Dac) + L + W + Sl2 17.998 17.998 (Dbc-Dac) + L + S + W/2 17,998 17.998 (Dbc-Dac) + L + S + E/1.4 17,998 17.998 Steel Section Properties : W18X50 _ Depth = 18.000 in Ixx - 800.00 in14 Iyy - 40.100 in14 Web Thick = 0.355 in S xx = 88.90 in13 S yy = 10.700 inA3 Flange Width = 7.500 in R xx = 7.380 in R yy - 1.650 in Flange Thick = 0.570 in Zx = 101.000 inA3 Zy = 16.600 inA3 Area = 14.700 inA2 J = 1.240 inA4 Weight = 50.039 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Cln # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound Span 1 PNA in Flange 100.0 17,585 423.938 39 736.60 800.0 2,192.3 1,674.1 PNA in Flange 95.0 17.557 402,741 37 726.53 800.0 2,192.3 1,65T6 PNA in Flange 90.0 17.529 381.544 35 716.42 800.0 2,192.3 1,639.2 PNA in Flange 85.0 17.500 360.347 33 706.26 800.0 2,192.3 1,618.9 PNA in Flange 80.0 17.472 339.150 31 696.06 800.0 2,192.3 1,596.5 PNA in Flange 75.0 17.444 317.953 29 685.81 800.0 2,192.3 1,572.0 PNA in Web 70.0 17.127 296.756 27 675.39 800.0 2,192.3 1,545.1 PNA in Web 65.0 16.530 275.559 26 664,03 800.0 2,192.3 1,515.7 PNA in Web 60.0 15.933 254.363 24 651.63 800.0 2,192.3 1,483.7 PNA in Web 55.0 15.336 233.166 22 638.16 800.0 2,192.3 1,448.8 PNA in Web 50.0 14.739 211.969 20 623.64 800.0 2,192.3 1,410.8 Title Block Line 1 Title : Job # You can change this area Dsgnr. using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Rare:: 9 DEC 20:1,1021AM Composite Steel beam - - - ��''`�'°�'�""`�''��'� P F\MRCALC, KH 1983-2011. Wk 6.11.&23. Vol*,1.10.0 Description: FB-4 Composite Section Propett es Span Number Analysis % Shear Plastic N.A. Plastic N. A. Location Type Connection from Bottom PNA in Web 45.0 14A42 PNA in Web 400 13.545 PNA in Web 35.0 12.948 PNA in Web 300 12.351 PNA in Web 25.0 11.754 Sum Qn # Studs per Mn - Capacity Moment of Inertia Shear (k) 112 Span k-ft ISteel I -Trans I-Lwr Bound 190.772 18 608.06 SUU.0 2,19Z.8 1,3ti5.b 169.575 16 591.42 800.0 2,192.3 1,324.8 148.378 14 573.73 800.0 2,192.3 1,276.2 127.181 12 554.98 800.0 2,192.3 1,223.5 105.984 10 535.17 800.0 2,192.3 1,166.4 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title : Dsgnr: Project Desc.: Project Notes : Job # Description : FB-6 Material Properties Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Analysis Method: Allowable Stress Design 4.750 it Beam Bracing : Beam is Fully Braced against lateral -torsion buckling by attached slate Load Combination 2006 IBC & ASCE 7-05 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi W 18X50 Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 5.50 in Concrete fc 2.50 ksi Stud Diameter 3/4" in Effective Width 4.750 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck Vulcraft, 2 VLI Rib Height 2.0 in Top Width 5.0 in Ribs: Perpendicular Rib Spacing 12.0 in Btrn Width 5.0 in D(0,61 Lr0.3) _ W 18X5o Applied Loads Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.60, L = 0.30 k/ft, Tributary Width =1.0 ft, Applied after curing DESIGN SUMMARY Maximum Bending Stress Ratio 0.050: 1 Section used for this span W18X50 Percent Composite Action 100 % Construction After Curing Mu: Applied 0.0 21.855 k-ft Mn / Omega: Allowable 252.0 441.08 k-ft Load Combination After Curing : +D+L+H Location of maximum on span 6.0ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection E Total Deflection Ratio Shear Stud Requirements From Support 1 @ to 6.06 ft use 39 studs From 6.00 ft to Support 2 use 39 studs. 0.006 in 0.000 in 24140 0.015 in 0.000 in 970: Service loads entered. Lead Factors will be apf>lied for calculations. Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.063 : 1 W 18X50 7.285 k 114.79 k Maximum Forces & Stresses for Load Combinations Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma-Const MnStl / Omega Ma-NonConst MnTr / Omega Va Vn / Omega 1 DL on S#IBm Before Curing Span L =12 It 1 1 DL on StIBrr, After Curing Span L=12ft 1 After Curing : +D Span L =12 ft 1 0.037 0.048 252.00 16.46 441.08 5.49 114.79 After Curing : +D+L+H Span L =12 ft 1 0.050 0.063 252.00 21.86 441.08 7.29 114.79 After Curing : +D+0.750Lr+0.750L+H Title Block Line 1 Title : You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Description : FB-7 Job # Material Properties Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Analysis Method: Allowable Stress Design Fy : Steel Yield : 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 D(0.61 L(0A) D(0-6) Lt0.4y r r ■ r Span =5.0ft W 18X60 Applied Loads Load for Span Number 1 Uniform Load: D = 0.60, L = 0.40 k/ft, Load for Span Number 2 Uniform Load: D = 0.60, L = 0.40 k/ft, DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu: Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Span =12.0ft W 18X60 Service loads entered. Load Factors will be applied for calculations. Tributary Width =1.0 ft Tributary Width =1.0 ft O.D44: 1 Maximum Shear Stress Ratio = W18X60 Section used for this span 13.625 k-ft Vu : Applied 306.886 k-ft Vn/Omega : Allowable +D+L+H Load Combination 5.000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.004 in Ratio = 39572 0.000 in Ratio = 0 <360 0.009 in Ratio = 15828 -0.001 in Ratio = 69752 u-,lem r. ............. ...... ...... ........ -.-- 0.047 : 1 W 18X60 7.135 k 151.06 k +D+L+H 5.000 ft Span # 1 ; Maximum Forces & Stresses for Load Combinations ................... .... ___ .._............�-- Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D Dsgn. L = 5.00 ft 1 0.027 0.028 -8.17 8.17 512.50 306.89 1.00 1.00 4.28 226.59 151.06 Dsgn. L = 12.00 ft 2 0.027 0.028 7.10 -8.17 8.17 512.50 306.89 1.00 1.00 4.28 226.59 151.06 +D+L+H Dsgn. L = 5.00 ft 1 0 044 0.047 -13.62 13.62 512.50 306.89 1.00 1.00 714 226.59 151.06 Dsgn. L = 12.00 ft 2 0.044 0.047 11.83 -13.62 13.62 512.50 306.89 1.00 100 7.14 226.59 151.06 +D+0.750Lr+0.750L+H Dsgn. L = 5.00 ft 1 0 040 0 043 -12.26 1226 512,50 306-89 1.00 1.00 6.42 226.59 151.06 Dsgn. L = 12.00 ft 2 0 040 0 043 10.65 -12.26 12.26 512.50 306.89 1.00 1.00 6.42 226.59 151.06 +D+0.750L+0.750S+H Dsgn. L = 5.00 ft 1 0.040 0.043 -12.26 12.26 512.50 306-89 1.00 1.00 6.42 226.59 151.06 Dsgn. L = 12.00 ft 2 0,040 0.043 10.65 -12.26 12.26 512.50 306.89 1.00 1.00 6.42 226.59 151.06 +D+0,750Lr+0.750L+0.750W+H Dsgn. L = 5,00 ft 1 0.040 0.043 -12.26 12.26 512.50 306.89 1.00 1.00 6,42 226.59 151.06 Dsgn. L = 12.00 ft 2 0.040 0.043 10.65 -12.26 12.26 512.50 306-89 1.00 1.00 6,42 226.59 151.06 +D+0.750 L+0.750S+0.750 W+H Dsgn. L = 5 00 ft 1 0,040 0.043 -12.26 1226 512.50 30689 1.00 1.00 6.42 226.59 151.06 Dsgn. L = 12.00 ft 2 0.040 0.043 10.65 -12.26 12.26 512.50 306.89 1.00 1.00 6-42 226-59 151.06 +D+0.750Lr+0.750L+0 5250E+H Dsgn. L = 5.00 ft 1 0.040 0.043 -12.26 12.26 512.50 306.89 1.00 1.00 6-42 226.59 151.06 Dsgn. L = 12.00 ft 2 0.040 0 043 10.65 -12.26 1226 512.50 306.89 1.00 1.00 6.42 226.59 151.06 +D+0.750L+0.750S+0 5250E+H Dsgn. L = 5.00 ft 1 0.040 0 043 -12.26 12.26 512.50 306.89 100 1.00 642 22659 151.06 Dsgn. L = 12.00 ft 2 0.040 0.043 10.65 -12.26 12.26 51250 306.89 1.00 1.00 642 226.59 151.06 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Description: FB-7 Overall Maximum Defections - Unfactored Loads Title : Dsgnr. Project Desc.: Project Notes: Job # Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 0.0000 0.000 2 0.0000 0.000 0.0000 0.000 Vertical Reactions • UnF_ac_ [tired Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -0.225 12.360 4.865 D Only -0.135 7.416 2.919 L Only -0.090 4.944 1.946 D+L -0.225 12.360 4.865 Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the 'Printing & Project Notes Title Block" selection. Description : FB-10 Matei ial IProoevies Analysis Method: Allowable Stress Design Beam Bracing: Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 i - D(a-3) L(o-s) Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi a(o-l) Lea st i r ■ ■ ■ ■ -- ■ ------- r .- - - Span = 10.0 ft _ Span = 13.0 ft W 18X65 W 18X65 ` Applied Loads l Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.30, L = 0.60 k/ft, Tributary Width =1.0 ft Load for Span Number 2 Uniform Load : D = 0.70, L = 0.60 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY ■ Maximum Bending Stress Ratio = 0.331 :1 Maximum Shear Stress Ratio = 0.102 ' 1� Section used for this span W18X65 Section used for this span W18X65 1 Mu : Applied 109.850 k-ft Vu : Applied 16.90 k 1 Mn / Omega: Allowable 331.836 k-ft Vn/Omega : Allowable 165.60 k jl Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 10.000ft Location of maximum on span 10.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.223 in Ratio = 1398 Max Upward L+Lr+S Deflection -0.014 in Ratio = 8538 Max Downward Total Deflection 0.495 in Ratio = 630 Max Upward Total Deflection -0.033 in Ratio = 3608 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +5 Dsgn. L = 10.00 ft 1 0,178 0 055 -59.15 59.15 554.17 331.84 1.00 100 9.10 248.40 165.60 Dsgn. L = 13.00 ft 2 0.178 0.055 -59.15 59.15 554.17 331,84 1.00 100 9.10 248.40 165.60 +D+L+H Dsgn. L = 10.00 ft 1 0.331 0.102 -109.85 10985 554.17 331.84 1.00 1.00 16.90 248.40 16560 Dsgn. L = 13.00 ft 2 0.331 0.102 -109.85 109.85 554.17 331.84 1.00 1.00 16.90 248.40 165.60 +D+0.750Lr+0.750L+H Dsgn. L = 10-00 ft 1 0.293 0.090 -97.17 97.17 554.17 33134 1.00 1.00 14.95 248.40 16560 Dsgn. L = 13.00 ft 2 0.293 0.090 -9717 97.17 554.17 331.84 1.00 1.00 14.95 248.40 165.60 +D+0.750L+0.750S+H Dsgn. L = 10.00 ft 1 0.293 0.090 -97.17 97.17 554.17 331.84 1.00 1.00 14.95 24840 165.60 Dsgn. L = 13,00 ft 2 0.293 0.090 -9717 97.17 554.17 331.84 1.00 1.00 14,95 248.40 165.60 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 10.00 ft 1 0,293 0.090 -97.17 97.17 554.17 331.84 1.00 1.00 14,95 24840 165.60 Dsgn. L = 13.00 ft 2 0.293 0-090 -97.17 97.17 554.17 331.84 1.00 1.00 14.95 248-40 165,60 +D+0.750L+0.750S+0.750W+H Dsgn. L = 10,00 ft 1 0.293 0 090 -97.17 97.17 554.17 331.84 1.00 1.00 14.95 248.40 165.60 Dsgn. L = 13.00 ft 2 0.293 0.090 -97.17 97.17 554.17 331.84 1.00 1.00 14.95 248.40 165.60 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 10.00 ft 1 0.293 0.090 -97.17 97.17 554.17 331.84 1.00 1.00 14.95 248-40 165.60 Dsgn. L = 13.00 ft 2 0.293 0 090 -97.17 97.17 554.17 331.84 1.00 1.00 14.95 248.40 165.60 +D+0.750 L+0.750 S+0.5250 E+H Dsgn. L = 10,00 ft 1 0.293 0.090 -97.17 97.17 554.17 331.84 1.00 1.00 14.95 248.40 165.60 Dsgn. L = 13.00 ft 2 0.293 0 090 -9717 97.17 55417 331.84 1.00 100 14.95 248.40 165.60 Title Block Line 1 Title : Job # You can change this area Dsgnr using the "Settings" menu item Project Desc.: and then using the "Printing & Title Block" selection. Project Notes Title Bloch Line 6 m Printed: 2 DK 20S1, r.2,.&A1 Steel Beam Fde: Z ZSC ff Pr*c&P 3n fivdifIMNERY1r Oxamsadfi ENERCAkC. INC. W3-2011. Build:6.11-GA WIS.1.104 Description : FB-10 Overall Maximum Deflections - Unfactored Loads Y Load Combination Span Max. " " Deft Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 0.0000 0.000 2 0.0000 0.000 0.0000 0.000 Veftical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support2 Support 3 Overall MA)Gmum -6.485 32.385 D Only -4.415 16.515 L Only -2.070 15.870 D+L -6.485 32.385 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title 13kack Line 6 Wall Footing- �0600734_ Title : Job # Dsgnr: Project Desc.: Project Notes 'rin er' , K. 11 5:4 •r",.Pr`: - sire;zwaCurr t�mje ran�ERY%ad1w=.%6 ENERCALC, INC. I9B3-P911. SWId:fi 11.623, Ver8.1.10.0 Licensee: PLATTINUM ENGINEERING Description : CW-2 wall footing General Information Calculations per ACI 318-05, IBC 2006, CBC 2007, ASCE 7-05 Material properties Sail Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight - No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) - 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = 0.0 ft Min Steel % Bending Reinf. = 0.00140 Allow. Pressure Increase per foot of depth = 0.0 ksf Min Allow % Temp Reinf. = 0.00180 when base footing is below = 0.0 It Min. Overturning Safety Factor = 1.50 : 1 Increases based on fagoting Width Min. Sliding Safety Factor = 1.50 :1 Allow. Pressure Increase per foot of width = 0.0 ksf AutoCalc Footing Weight as DL Yes when footing is wider than = 0.0 ft Dimensions Reinforcing Footing Widtl = 5.0 ft Footing Thicknes = 12.0 in Bars along X-X Axis Wall Thickness = 24.0 in Rebar Centerline to Edge of Concrete.. Bar spacing = 12.00 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size - # 5 from center of footing = 0 in I F.. Applied Loads P : Column Load OB : Overburden V-x M-zz Vx applied DESIGN SLIMA7RRY _ D L = 2.50 0.50 1.0 = 0-0 0.0 0.0 - 0.0 0.0 0.0 = 0.0 0.0 0.0 0.0 in above top of footing Min. Ratio Item PASS 0.3198 Soil Bearing PASS 9.598 Overturning - Z-Z PASS 2.073 Sliding -X-X PASS n/a Uplift PASS 0-1230 Z Flexure (+X) PASS 0.1230 Z Flexure (-X) PASS 0.1193 1-way Shear (+X) PASS 0.1193 1-way Shear (-X) Applied 0.9595 ksf 0.5040 k-ft 0.280 k 0.0 k 1.482 k-ft 1.482 k-ft 8.949 psi 8.949 psi -- it 4 R48a4 S W E H 0.0 0.0 0.0 0.0 k 0.0 0.0 0.0 0.0 ksf 0.0 0.0 0.40 0.0 k 0.0 0.0 0.320 0.0 k-ft Design r Capacity Governing load Combination 3.0 ksf +D+0.750Lr+0.750L+0. 4.838 k-ft 0.6D+0.7E 0.5805 k 0.6D+0.7E 0.0 k No Uplift 12.046 k-ft +1.20D+0.50Lr+1.60L+ 12.046 k-ft +1.20D+0.50Lr+1.60L+ 75.0 psi +1.20D+0.50Lr+1.60L+ 75.0 psi +1.20D+0.50Lr+1.60L+ Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wall Footing Description : CW-2 wall footing Detailed Results Soil Bearina Title : Job # Dsgnr: Project Desc.: Project Notes Prin. er,: 1E D). 2N1 9:4'IrPv`: 1983-2011. Bmid:6.11,6.23. Vem.1 10.0 Rotation Axis & Actual Soil Bearing Stress Actual { Allo�rjable Load Combination... Cross Allov,able Xecc Zecc +Z +Z X -X Ratio +D +D+L+H +D+Lr+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.70E+H +D+0.750Lr+0.750L+0.750W+H +D+0.750L+0.750S+0.750W+H +D+0.750Lr+0.750L+0.5250E+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H Overturning Stability Rotation Axis & Load Combination... D D+L+Lr 0.6D+L+0.7E 0.6D+0.7E Sliding Stability 3.0 ksf 0.0 in 0.6450 ksf 0.6450 ksf 0.215 3.0 ksf 0.0 in 0.8450 ksf 0.8450 ksf 0.282 3.0 ksf 0.0 in 0.7450 ksf 0.7450 ksf 0,248 3.0 ksf 0.0 in 0.870 ksf 0.870 ksf 0,290 3.0 ksf 0.0 in 0.7950 ksf 0.7950 ksf 0,265 3.0 ksf 1.875 in 0.5257 ksf 0.7643 ksf 0.255 3.0 ksf 0.0 in 0.870 ksf 0.870 ksf 0.290 3.0 ksf 0.0 in 0.7950 ksf 0.7950 ksf 0,265 3.0 ksf 1.043 in 0.7805 ksf 0.9595 ksf 0,320 3.0 ksf 1.141 in 0.7055 ksf 0.8845 ksf 0.295 3.0 ksf 3.126 in 0.2677 ksf 0.5063 ksf 0.169 Units: k-ft Overturning Moment. Resisdrig Moment Stability Ratio Status None 0.0 k-ft Infinity OK None 0.0 k-ft Infinity OK 0.5040 k-ft 7.338 k-ft 14.559 OK 0.5040 k-ft 4.838 k-ft 9.598 OK Force Application Axis Load Combination... Sliding Force Resisting force Sliding Safe Ratio Statu,:. D 0.0 k 0.9675 k No Slidinq OK D+L+Lr 0.0 k 1.418 k No Slidinq OK , 0.6D+L+0.7E 0.280 k 0.8805 k 3.145 OK , 0.6D+0.7E 0.280 k 0.5805 k 2.073 OK Footing Flexure _ Flexure Axis & Load Combination Mu Which Tension @ Bot, As Req'd k-ft Side ? or Top ? inA2 +1.40D +1.40D +1.20D+0.50Lr+1.60L+1.60 H +1.20D+0.50Lr+1.60L+1.60 H +1.20D+1.60L+0.50S+1.60H , +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr+0.50L +1.20D+1.60Lr+0.50L , +1.20D+1.60Lr+0.80W +1.20D+1.60Lr+0.80W +1.20D+0.50L+1.60S +1.20D+0.50L+1.60S +1.20D+0.50Lr+0.50L+1.60W , +1.20D+0.50Lr+0.50L+1.60W , +1.20D+0.50L+0.50S+1.60W +1.20D+0.50L+0.50S+1.60W +1.20D+0.50L+0.20S+E , +1.20D+0.50L+0.20S+E +0.90D+E+1.60H +0.90D+E+1.60H One Way Shear Load Combination... +1.40D +1.20D+0.50Lr+1.60L+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr+0.50L +1.20D+1.60Lr+0.80W +1.20D+0.50L+1.60S +1.20D+0.50Lr+0.50L+1.60W +1.20D+0.50L+0.50S+1.60W 1.244 1.244 1.482 1.482 1.426 1.426 1.358 1.358 1.246 1.246 1.178 1.178 1.235 1.235 1.178 1.178 1.023 1.334 0.644 0.9549 -X +X -X +X -X +X -X +X -X +X -X +X -X +X -X +X -X +X -X +X Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom 0.041 0.041 0.0489 0.0489 0.047 0.047 0.0448 0.0448 0.0411 0.0411 0.0388 0.0388 0.0407 0.0407 0.0388 0.0388 0.0337 0.044 0.0212 0.0315 Gvrn. As in^2 Caldd Bendinq Caldd Bending Calc'd Bendinq Caldd Bendinq Caldd Bending Calc'd Bendinq Caldcl Bending Caldd Bendinq Caldd Bendinq Caldd Bendinq Caldd Bendinq Calc'd Bendinq Caldcl Bendinq Cale'd Bendinq Calc'd Bendinq Caldcl Bendinq Caldd Bendinq Calc'd Bendinq Caldcl Bendinq Caldd Bendinq Vu 0 -X Vu cP +X Vu:Max 7.51 psi 7.51 psi 7.51 psi 8.949 psi 8.949 psi 8.949 psi 8.61 psi 8.61 psi 8.61 psi 8.202 psi 8.202 psi 8.202 psi 7.523 psi 7.523 psi 7.523 psi 7.116 psi 7.116 psi 7.116 psi 7.456 psi 7.456 psi 7.456 psi 7.116 psi 7.116 psi 7.116 psi Actual As in^2 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 Phi'Mri k-ft 12.046 12.046 12.046 12.046 12.046 12.046 12.046 12.046 12.046 12.046 12.046 12.046 12.046 12.046 12.046 12.046 12.046 12.046 12.046 12.046 Units : k Status OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Phi Vn Vu i Phi'Vn Status 75 psi 0.1001 OK 75 psi 0.1193 OK 75 psi 0.1148 OK 75 psi 0.1094 OK 75 psi 0.1003 OK 75 psi 0.09488 OK 75 psi 0.09941 OK 75 psi 0.09488 OK Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Wail Footing Description: CW-2 wall footing Orie Way Shear Load Combination... +1.20D+0.50L+0.20S+E +0.90D+E+1.60H Title : Dsgnr: Project Desc.: Project Notes : Job # a:4 AM INC. 19nN11, Build:6.11AM, Ved.1.10.0 Units : k Vu C -X Vu @ +X Vu:Max Phi Vn Vu i Phi"Vn Status 7.116 psi 7.116 psi 7.116 psi 75 psi 0.09488 OK 4.828 psi 4.828 psi 4.828 psi 75 psi 0.06437 OK Title Block Line 1 Title : You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 _ Steel Beam Description : FB-11 Job # 11.623. Ver.6.1.10.0 Material Properties Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Analysis Method: Allowable Stress Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 Df0.61 L(0.4) D[0.3} Ltfl.3) W 12X35 W 12X35 Applied Loads Load for Span Number 1 Uniform Load: D = 0.60, L = 0.40 k/ft, Load for Span Number 2 Uniform Load : D = 0.30, L = 0.30 k/ft, DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. Tributary Width =1.0 ft Tributary Width =1.0 ft !- D.''.15: 1 Maximum Shear Stress Ratio = 0,076 . 1 W12X35 Section used for this span W12X35 14.700 k-ft Vu : Applied 5.675 k 127.745 k-ft Vn/Omega : Allowable 75.0 k +D+L+H Load Combination +D+L+H 4.000ft Location of maximum on span 4.000 ft Span # 1 Span # where maximum occurs Span # 1 0.032 in Ratio = 5330 3 i -0.001 in Ratio = 36347 0.062 in Ratio = 2695 -0.003 in Ratio = 19151 - Maximum Forces & Stresses for Load Combinations - - ..... .. Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D Dsgn. L = 4.00 ft 1 0.058 0.040 -7.35 7.35 213.33 127.74 1.00 1.00 3.04 112,50 75.00 Dsgn. L = 7.00 ft 2 0.058 0.028 -7.35 7,35 213.33 127.74 1-00 1-00 210 112.50 7500 +D+L+H Dsgn. L = 4.00 ft 1 0.115 0.076 -14.70 14.70 213.33 127.74 1.00 1.00 567 11250 75.00 Dsgn. L = 7.00 ft 2 0.115 0.056 -14.70 14.70 213.33 127,74 1.00 1.00 4.20 112.50 75.00 +D+0.750Lr+0.750L+H Dsgn. L = 4.00 ft 1 0,101 0.067 -12.86 12.86 213.33 127.74 1.00 1.00 502 112.50 75.00 Dsgn. L = 7.00 ft 2 0.101 0.049 -12.86 12.86 213.33 127-74 1.00 1.00 3.68 112.50 75.00 +D+0.750L+0.750S+H Dsgn. L = 4.00 ft 1 0.101 0.067 -12.86 12.86 213.33 127.74 1.00 1.00 5.02 112.50 75.00 Dsgn. L = 7.00 ft 2 0.101 0.049 -12.86 12.86 213.33 127.74 1.00 1.00 3.68 112.50 75.00 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 4.00 ft 1 0.101 0 067 -12.86 12.86 213.33 127.74 1.00 1.00 5.02 112.50 75.00 Dsgn. L = 7.00 ft 2 0.101 0.049 -12.86 12.86 213.33 127.74 1-00 1.00 368 112.50 75.00 +D+0.750L+0.750S+0.750W+H Dsgn. L = 4.00 ft 1 0.101 0.067 -12.86 12.86 213.33 127.74 1.00 1.00 5.02 112.50 75.00 Dsgn. L = 7.00 ft 2 0 101 0.049 -12.86 1286 213.33 127-74 1-00 1.00 3.68 112.50 75.00 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 4,00 ft 1 0.101 0.067 -12.86 12.86 213.33 127.74 1.00 1,00 5.02 112.50 75-00 Dsgn- L = 7-00 ft 2 0.101 0 049 -12.86 12.86 213.33 127.74 1.00 1.00 3.68 112.50 75.00 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 4.00 ft 1 0.101 0.067 -12.86 12.86 213.33 127,74 1,00 1.00 5.02 112.50 75.00 Dsgn, L = 7.00 ft 2 0.101 0 049 -12.86 12.86 213.33 127.74 1.00 1.00 3.68 112.50 75.00 Title Block Line 1 Title : Job # You can change this area Dsgnr using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Pnr.W:16!,eC2.01,.. 8:40AM Steel Beam — File:1:+03Cur l PM10WRieR ArC111FL,ANNERYICaldbeams WE ENERCALC, INC. 1983.2011. Wid.6.11.6.23. Ver8.1.10.0 Description: F13-11 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 0.0000 0.000 2 0.0000 0.000 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXmum -1.675 9.875 D Only -0.638 5.138 L Only -1.038 4 738 D+L -1.675 9.875 Title Block Line 1 Title : You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Description : FB-12 Job # Material Properties Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Analysis Method: Allowable Stress Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 _.__. Dro.sa Applied Loads Uniform Load: D = 0.60, L = 0.40 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.000: 1 Section used for this span W12X35 Mu: Applied 0.000 k-ft Mn / Omega: Allowable 0.000 k-ft Load Combination Location of maximum on span 0.000ft Span # where maximum occurs Span # 1 Maximum Deflection Span = 10.0 ft W 12X35 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = 0.000 Section used for this span W12X35 Vu : Applied 0.0 k Vn/Omega : Allowable 0.0 k Load Combination Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Max Downward L+Lr+S Deflection 0.000 in Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.000 in Ratio = Max Upward Total Deflection 0.000 in Ratio = 0 <360 0 <360 0 <180 0 <180 Maximum Force_ s & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+L+H +D+0.750Lr+0.750L+H +D+0-750L+0-750S+H +D+0.750Lr+0.750L+0.750W+H +D+O 750L+0 750S+O 750W+H +D+0.750Lr+0.750L+0.5250E+H +D+0.750L+0 750S+O 5250E+H Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span i B.00D6 0.000 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 ! Support 2 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Beam Description : FB-13 Title : Dsgnr: Project Desc.: Project Notes : Fife- Z%acuvw Job # Print-20:—DH 2111 6:41P+l WC..1902D11. 800:6.1 t623, Ver:6.1.10.0 Material Properties _ Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Analysis Method: Allowable Stress Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29.000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 .... ...... .................... ............ ................ __........---....-- 1)[0.6) L(0.4) r r I Span=10.0ft Applied Loads _ Uniform Load: D = 0.60, L = 0.40 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.000: 1 Section used for this span W12X35 Mu: Applied 0.000 k-ft Mn / Omega: Allowable 0.000 k-ft Load Combination Location of maximum on span 0.000ft Span # where maximum occurs Span # 1 Maximum Deflection W 12X35 I Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.000 in Ratio = 0 <180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 7,a�inn C 0.000 : 1 W 12X35 0.0 k 0.0 k 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combinafion Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega rU +D+L+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.750Lr+0.750L+0.750W+H +D+0.750L+0.750S+0.750W+H +D+0.750Lr+0-750L+0.5250E+H +D+0.750L+0.750S+0-5250E+H Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-" Defl Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Location in Span Load Combination Support notation : Far left is #1 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Beam Description : FB-14 Title : Dsgnr: Project Desc.: Project Notes : INC.1983-2011. Job # Material Properties Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Analysis Method: Allowable Stress Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 D(O.66)L(0.4) r ■ i Span = 11.0 ft W 12X35 Applied Loads Uniform Load: D = 0.60, L = 0.40 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.000: 1 Maximum Shear Stress Ratio = Section used for this span W12X35 Section used for this span Mu : Applied 0.000 k-ft Vu : Applied Mn / Omega: Allowable 0.000 k-ft Vn/Omega : Allowable Load Combination Load Combination Location of maximum on span 0.000ft Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.000 in Ratio = Max Upward Total Deflection 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations 0 <360 0 <360 0 <180 0 <180 !)nsinn C 0,000 : 1 i W12X35 0.0 k 0.0 k 0.000 ft I Span # 1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+L+H +D+0,750Lr+0.750L+H +D+0-750L+0-750S+H +D+0-750Lr+0.750L+0.750W+H +D+0.750L+0.750S+0.750W+H +D+0-75OLr+0.750L+0.5250E+H +D+0.750L+0 750S+0.5250E+H Overall Maximum Deflections - Unfactored Loads Load Combination Span Max " " Defl 1 0.0000 Vertical Reactions - Unfactored _ Load Combination Support 1 Support 2 Location in Span Load Combination Max. "+" Defl Location in Span 0.000 0,0000 0,000 Support notation : Far left is #1 Values in KIPS Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title : Dsgnr: Project Desc.: Project Notes : Job # Description : FB-15 Material Properties Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Analysis Method: Allowable Stress Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 D(0.6) L 0.4 i i � x• � Span = 15.0 ft W12X22 i Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.60, L = 0.40 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.000: 1 Maximum Shear Stress Ratio = J ~ 0.000 : 1W �} Section used for this span W12X22 Section used for this span W12X22 Mu : Applied 0.000 k-ft Vu : Applied 0.0 k Mn / Omega: Allowable 0.000 k-ft Vn/Omega : Allowable 0.0 k Load Combination Load Combination Location of maximum on span 0.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.000 in Ratio = 0 <180 I Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces Stresses_ for Load Combinations _& Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D +D+L+H +D+0.75OLr+0.750L+H +D+0.750L+0.750S+H +D+0.75OLr+0.750L+0.750W+H +D+0.750L+0.750S+O 750W+H +D+O 75OLr+0.750L+0.5250E+H +D+0.750 L+0.750 S+O.5250 E+H Overall Maximum Deflections - Unfactored Loads_ _ Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 0,0000 0,000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 _ Composite Steel Beam Description : Floor Joist Title: Job # Dsgnr: Project Desc.: Project Notes Prinin: 0 DEC 20:1, 1,0:i::B:°: d *cW,PWI Arch1FLMNERY+cWftei ms.ee6 INC. 19B3.2011. WW 6.11.623. Ver 6.1.10.0 Material Properties Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Analysis Method: Allowable Stress Design Beam Bracing: Beam is Fully Braced against lateral -torsion buckling by attached sla Load Combination 2006 IBC & ASCE 7-05 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi wioxzz Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 5.50 in Concrete fc 2.50 ksi Stud Diameter 3/4" in Effective Width 4.750 ft Concrete Density 145.0 pcf On : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 2 VLI Rib Height 2.0 in Top Width 5.0 in Ribs: Perpendicular Rib Spacing 12.0 in Btm Width 5.0 in W 10X22 18.50 ft Applied Loads Service loads entered. Loan Factors will be applied for calculations. Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.420, L = 0.240 k/ft, Tributary Width =1.0 ft, Applied after curing DESIGN SUMMARY Maximum Bending Stress Ratio = 0.278: 1 Maximum Shear Stress Ratio = Section used for this span W10X22 Section used for this span Percent Composite Action 100 % Vu : Applied Construction After Curing Vn/Omega : Allowable Mu: Applied 0.0 41.676 k-ft Load Combination Mn / Omega: Allowable 64.870 149.95 k-ft Location of maximum on span Load Combination After Curing: +D+L+H Span # where maximum occurs Location of maximum on span 9.250ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.128 in Max Upward L+Lr+S Deflection 0.000 in Live Load Deflection Ratio 1728 Max Downward Total Deflection 0.299 in Max Upward Total Deflection 0.000 in Total Deflection Ratio 743 Shear Stud Requirements From Support 1 @ to 9.25 ft use 30 studs. From 9.25 ft to Support 2 use 30 studs. Maximum Forces & Stresses for Load Combinations ')P%Ann r. 0.205 : 1 W 10X22 9.011 k 43.976 k span 1 0.0 ft Span # 1 Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma-Const MnStl / Omega Ma-NonConst MnTr / Omega Va Vn / Omega 1 DL on StlBm Before Curing Span L =18.5 ft 1 1 DL on StiBm After Curing Span L =18.5 ft 1 After Curing: +D Span L=18.5ft 1 After Curing : +D+L+H Span L=18.5ft 1 After Curing : +D+0.750Lr+0.750L+H 0.209 0.154 64,87 31.41 149.95 6.79 43.98 0,278 0.205 64.87 41.68 149.95 9_01 43,98 Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc and then using the "Printing & Project Notes : Title Block" selection. Composite Steel Beam 7-�"'� 03uA;'�" ='� p £NERCALC, INC. 1983-2011, Build:6.11.6.23, Ver.6.1.10.0 Description : Floor Joist Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma-Const MnStl I Omega Ma-NonConst MnTr / Omega Va Vn / Omega Span L =18.5 ft 1 0.261 0.192 64.87 39,11 149.95 6,46 43.98 After Curing: +D+0.750L+0.750S+H Span L = 18.5 ft 1 0.261 0,192 64,87 39.11 149.95 846 43,98 After Curing : +D+0.75OLr+0.750L+0. Span L =18.5 it 1 0.261 0.192 64.87 39,11 149.95 846 43.98 After Curing : +D+0.750L+0.750S+0.7 Span L = 18.5 ft 1 0.261 0.192 64,87 39.11 149,95 8,46 43.98 After Curing : +D+0.75OLr+0.750L+0. Span L =18.5 ft 1 0,261 0,192 64.87 39.11 149.95 8.46 43.98 After Curing : +D+0.750L+0.750S+0.5 Span L =18.5 ft 1 0.261 0.192 64,87 39.11 149.95 8AE. 43.98 Maximum Deflections for Load Combinations - Unfactored Loads Location Dead Load Defl Dead Load Defl Const Loads Non -Dead Total Load Combination Span in Span Before Curing After Curing Net Defl Load Defl Deflection Ixx - Used DL on Steel Alone BEFORE Curing Downward 1 18.500 0.0000 0.000 G.F. O.f100 0.000 118,00 DL on Stee€ Alone BEFORE Curing Upward 1 18.500 0.0000 0.000 0.000 0.000 0,000 118.00 DL on Steel Alone AFTER Curing Downward 1 9.373 0.0000 0.170 0.170 0.000 0.170 396.28 DL on Steel Alone AFTER Curing Upward 1 0,000 0.0000 0,000 0.000 0.000 0.000 396.28 Aber Curing : D after+ Lr+L+S Downward 1 9,373 0.0000 0.170 0.170 0.128 0,299 396.28 After Curing : D after + Lr+L+S Upward 1 0.000 0.0000 0.000 0.000 0,000 0.000 396,28 After Curing : D after + Lr + L Downward 1 9,373 0.0000 0.170 0.170 0,126 0.299 396.28 After Curing : D after + Lr + L Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 396.28 After Curing : D after + L + S Downward 1 9,373 0.0000 0.170 0.170 0.128 0.299 396.28 After Curing : D after + L + S Upward 1 0.000 0.0000 0:000 0.000 0.000 0.000 396.28 After Curing: D after + L + W + S Downward 1 9.373 0,0000 0,170 0-170 0.128 0.299 396.28 After Curing : D after + L + W + S Upward 1 0.000 0.0000 0000 01000 0,000 0.000 396.28 After Curing : D after + L + S + W Downward 1 9.373 0.0000 0.170 0-170 0.128 0.299 396.28 After Curing : D after + L + S + W Upward 1 0,000 0.0000 0.000 0 000 0,000 0.000 396,28 Ater Curing : D after + L + S + E Downward 1 9.373 0,0000 0.170 0,170 0.128 0,299 396,26 Aster Curing : D after + L + S + E Upward 1 0.000 0.0000 0.000 0.000 0 000 0.000 396.28 Maximum Vertical Reactions - Unfactored Suqppo,,l notation: Fa: left is#1 Load Combination Support 1 Support 2 Overall MAXimum 11.917 11.917 DL Applied Before Curing Lr+L+S 5,126 5,126 (Dbc-Dac) + Lr + L 11.917 11.917 (Dbc-Dac) + L + S 11.917 11.917 (Dbc-Dac) + L + W + S/2 11.917 11,917 (Dbc-Dac) + L + S + W/2 11.917 11.917 (Dbc-Dac) + L + S + E/1.4 11.917 11.917 Steel Section Properties : _ W1OX22 - Depth = 10.200 in� Ixx = 118.00 in14 Iyy = 11.400 in14 Web Thick = 0.240 in S xx - 23.20 in13 S yy = 3.970 inA3 Flange Width = 5.750 in R xx - 4.270 in R yy = 1.330 in Flange Thick = 0.360 in Zx - 26.000 inA3 Zy = 6.100 inA3 Area = 6.490 inA2 J = 0.239 inA4 Weight = 22.092 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Slab 100.0 13.021 324.500 30 250.42 118.0 521.2 396.3 PNA in Flange 95.0 10.172 308.275 29 275.43 118.0 521.2 393.1 PNA in Flange 90.0 10.144 292.050 27 268.18 118.0 521.2 389.3 PNA in Flange 85.0 10.115 275,825 26 260.89 118.0 521.2 384.9 PNA in Flange 80.0 10.087 259.600 24 253.57 118.0 521.2 379.9 PNA in Flange 75.0 10.059 243.375 23 246.21 118.0 521.2 374.1 PNA in Flange 70.0 10.031 227.150 21 238.82 118.0 521.2 367.5 PNA in Flange 65.0 10.002 210.925 20 231.39 118.0 521.2 360.0 PNA in Flange 60.0 9.974 194.700 18 223.93 118.0 521.2 351.6 PNA in Flange 55.0 9.946 178.475 17 216.43 118.0 521.2 342.0 PNA in Flange 50.0 9.918 162.250 15 208.89 118.0 521.2 331.3 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title: Job # Dsgnr. Project Desc.: Project Notes Prirf--,C: 9 DEC 2011.10:06AM Composite Steel Beam rummy xrNERC Lr, WC. r� 011.0 6-11-G ati er6'1. aw p ENERCALC, Ii+IC.19832p11, BuiW;fi.11.623, Verfi.l.f0.0 Description: Floor Joist Composite Section Properties Span Number Analysis % Shear Plastic N.A. Plastic N. A. Location Type Connection from Bottom PNA n Flange 45.0 9899— PNA in Flange 40.0 9.861 PNA in Web 35.0 9.676 PNA in Web 300 9.000 PNA in Web 25.0 8.324 Sum Qn Shear (k) i46.025 129.800 113.575 97.350 81.125 # Studs per Mn - Capacity Moment of Inertia 1/2 Span k-ft ISteel I -Trans I-Lwr Bound 521 2 s1 12 193.73 118.0 521.2 305.8 11 186.07 118.0 521.2 290.7 9 177.75 118.0 521.2 273.8 8 168.51 118.0 521.2 254.8 Title Block Line 1 Title : You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Description : Roof Joist - worst case Material Proponi(lls Analysis Method: Allowable Stress Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 D{0.08) L[0.08 Job # Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi _ _ I Span =21.0ft W 10X12 Applied Loads Uniform Load : D = 0.080, L = 0.080 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu: Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. 0.283: 1 Maximum Shear Stress Ratio = W10X12 Section used for this span 8.820 k-ft Vu : Applied 31.207 k-ft Vn/Omega : Allowable +D+L+H Load Combination 10.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.226 in Ratio = 0.000 in Ratio = 0.452 in Ratio = 0.000 in Ratio = 1114 0 <360 557 0 <180 0.045 W10X12 1.680 k 37.506 k +D+L+H 0.000 ft Span # 1 Maximum Forces _& 5_Mses_for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 21.00 ft 1 0.141 0.022 441 4.41 52.12 31.21 1.00 1.00 084 5626 37.51 +D+L+H Dsgn. L = 21.00 ft 1 0.283 0.045 882 8.82 52.12 31.21 1.00 1.00 1.68 56.26 37.51 +D+0,750Lr+0.750L+H Dsgn. L = 21.00 ft 1 0.247 0.039 772 7.72 52,12 31.21 1.00 1.00 147 56.26 37.51 +D+0.750L+0.750S+H Dsgn. L = 21,00 ft 1 0 247 0.039 7.72 7.72 52.12 31,21 1,00 1.00 147 56.26 37.51 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 21.00 ft 1 0.247 0 039 7.72 7.72 52.12 31.21 1.00 1.00 1.47 56.26 37.51 +D+0.750L+0.750S+0.750W+H Dsgn. L = 21.00 ft 1 0.247 0.039 7.72 7.72 52.12 31.21 1.00 1.00 1.47 56.26 37.51 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 21.00 ft 1 0,247 0.039 7.72 7.72 5212 31.21 1.00 1.00 147 5626 37.51 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 21.00 ft 1 0.247 0.039 7.72 7.72 52.12 31.21 1.00 1.00 1.47 56.26 37.51 Overall Maximum Deflections_ - Unfactor_ed Loads Load Combination Span Max. "-" Defl _ Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 01000 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2` Overall MAXimum 1.680 1.680 D Only 0.840 0,840 L Only 0.840 0,840 D+L 1.680 1.680 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 _ Steel Beam Description : RB1 Material Properties Analysis Method: Allowable Stress Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 ir� D[0-a1 Lt70-4, D(0.4) L(0-4) •'-i � r Title : Job # Dsgnr: Project Desc.: Project Notes �'rir:E9r': 4 )EC20 1.10:22API Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi A lied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.40, L = 0.40 k/ft, Tributary Width =1.0 ft Load for Span Number 2 Uniform Load : D = 0.40, L = 0.40 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.280: f---' _ 'Maximum Shear Stress Ratio = 0.129 : 1 Section used for this span W12X96 Section used for this span W12X96 Mu : Applied 102.532 k-ft Vu : Applied 17.997 k Mn / Omega: Allowable 366.766 k-ft Vn/Omega : Allowable 139.70 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 16.714ft Location of maximum on span 39.000 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 2 ; Maximum Deflection Max Downward L+Lr+S Deflection 0.523 in Ratio = 895 Max Upward L+Lr+S Deflection -0.177 in Ratio = 540 Max Downward Total Deflection 1.045 in Ratio = 447 Max Upward Total Deflection -0.354 in Ratio = 270 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D Dsgn. L = 4.00 ft 1 0.009 0.047 Dsgn. L = 39.00 ft 2 0.140 0.064 Dsgn L = 23.00 ft 3 0-136 0.021 Dsgn L = 11.25 ft 4 0.046 0.011 Dsgn L = 18.50 ft 5 0.000 +D+L+H Dsgn. L = 4.00 ft 1 0.017 0.095 Dsgn. L = 39.00 ft 2 0.280 0.129 Dsgn. L = 23.00 ft 3 0.272 0.042 Dsgn. L = 11.25 ft 4 0.091 0.021 Dsgn. L = 18.50 ft 5 0.000 +D+0.750Lr+0.750L+H Dsgn. L= 4.00 ft 1 0 015 0 083 Dsgn. L = 39.00 ft 2 0.245 0.113 Dsgn. L = 23.00 ft 3 0.238 0.036 Dsgn. L = 11.25 ft 4 0 080 0.019 Dsgn. L = 18.50 ft 5 0.000 +D+0.750L+0.750S+H Dsgn. L = 4.00 ft 1 0.015 0 083 Dsgn. L = 39.00 ft 2 0.245 0.113 Dsgn. L = 23.00 ft 3 0.238 0.036 Dsgn. L = 11-25 ft 4 0.080 0.019 Dsgn. L = 18.50 ft 5 0.000 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 4.00 ft 1 0.015 0.083 Dsgn. L = 39.00 ft 2 0.245 0.113 -3.20 3.20 612.50 366.77 1.00 1.00 6,60 2W55 139.70 51.27 49.94 51.27 612.50 366.77 1.00 1.00 9.00 209.55 139.70 16.77 49.94 49.94 61250 36677 1.00 100 2.90 209.55 139-70 16.77 1677 612.50 36677 1.00 1-00 1.49 209.55 139.70 612.50 366.77 1.00 1.00 -0.00 209.55 139.70 -6.40 6.40 612.50 366.77 1.00 1.00 1320 209.55 139.70 102.53 -99 88 102.53 612.50 366.77 1.00 1.00 1800 209.55 139.70 33.54 -99.88 99.88 612.50 36677 1.00 1.00 5.80 209.55 139.70 33.54 33.54 612.50 366.77 1.00 100 298 209.55 139.70 612.50 366.77 100 1.00 -0.00 20955 139.70 -5.60 5.60 612.50 366.77 1.00 1.00 11.55 209.55 139.70 89.72 -87.40 89.72 612.50 366.77 1.00 1.00 15.75 209.55 139.70 29.35 -87.40 87.40 612.50 366.77 1.00 1.00 5.08 209.55 139.70 29.35 29.35 612.50 366.77 1.00 1.00 261 209.55 139.70 612.50 36677 1.00 1.00 -0.00 209.55 139.70 -5.60 5.60 612.50 366.77 1.00 1.00 11.55 209.55 139.70 8972 -87 40 89.72 612.50 366.77 1.00 1.00 15.75 209.55 139.70 29.35 -87 40 87.40 612.50 36677 1.00 1.00 5.08 209.55 139.70 29.35 29.35 612.50 366.77 1.00 1.00 2.61 209.55 139.70 612.50 366.77 1.00 1.00 -0.00 209.55 139.70 -5.60 5.60 612.50 366.77 1.00 1.00 1155 209.55 13970 89.72 -87.40 89.72 612.50 366.77 1.00 1.00 15.75 209.55 139.70 Title Block Line 1 Title : You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Job # Description : RB1 Load Combination Segment Length Span # Max Stress Ratios M V Mmax + Mmax - Summary of Moment Values Ma - Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega Dsgn L = 23.00 ft 3 0.238 0.036 29.35 -87.40 87.40 612.50 366.77 1.00 1.00 5.08 209.55 139.70 Dsgn. L = 11.25 ft 4 0.080 0.019 29.35 29.35 612.50 366.77 1.00 1.00 261 209.55 139.70 Dsgn. L = 18.50 ft 5 0.000 612.50 366.77 1.00 1.00 -0.00 209.55 139.70 +D+0.750L+0.750S+0.750W+H Dsgn. L = 4.00 ft 1 0.015 0.083 -5.60 5.60 612.50 366.77 1.00 1.00 11.55 209.55 139.70 Dsgn. L = 39.00 ft 2 0.245 0.113 89.72 -87.40 89.72 612.50 366.77 1.00 1.00 15.75 209.55 139.70 Dsgn. L = 23.00 ft 3 0.238 0.036 29.35 -87.40 87.40 612.50 366.77 1.00 1.00 5.08 209.55 139.70 Dsgn. L = 11.25 ft 4 0.080 0.019 29.35 29-35 612.50 366.77 1.00 1.00 2.61 209.55 139.70 Dsgn. L = 18.50 ft 5 0.000 612.50 366.77 1.00 1.00 -0.00 209.55 139.70 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 4.00 ft 1 0.015 0.083 -5.60 5.60 612.50 366.77 1.00 1.00 11.55 209.55 139.70 Dsgn. L = 39.00 ft 2 0.245 0.113 89.72 -87.40 89.72 612.50 366.77 1.00 1.00 15.75 209.55 139.70 Dsgn. L = 23.00 ft 3 0.238 0.036 29.35 -87.40 87.40 612.50 366.77 1.00 1.00 5.08 209.55 139.70 Dsgn. L = 11.25 ft 4 0.080 0.019 29.35 29.35 612.50 366.77 1.00 1.00 2.61 209.55 139.70 Dsgn. L = 18.50 ft 5 0.000 612.50 366.77 1.00 1.00 -0.00 209.55 139.70 +D+0.750L+0.750S+0.5250E+H Dsgn L = 4.00 ft 1 0.015 0.083 -5.60 5.60 612.50 366.77 1.00 1.00 11.55 209.55 139.70 Dsgn. L = 39.00 ft 2 0.245 0.113 89.72 -87.40 89.72 612.50 366.77 1.00 1.00 15.75 209.55 139.70 Dsgn. L = 23.00 ft 3 0.238 0.036 29.35 -87 40 87.40 612.50 366.77 1.00 1.00 5.08 209.55 139.70 Dsgn. L = 11.25 ft 4 0.080 0.019 29.35 29.35 612.50 366.77 1.00 1.00 2.61 209.55 139.70 Dsgn. L = 18.50 ft 5 0.000 612.50 36677 1.00 1.00 -0.00 209.55 139.70 Overall Maximum Deflections - Untact❑red Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. Y' Defl Location in Span 1 0.0000 0.000 0.0000 0.000 2 0.0000 0.000 0.0000 0.000 3 0.0000 0.000 0.0000 0.000 4 0.0000 0.000 0.0000 0.000 5 0.0000 0.000 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Overall MAXimum 16.403 23.798 -8.782 2.981 D Only 8.201 11.899 -4.391 1.491 L Only 8.201 11.899 -4 391 1.491 D+L 16.403 23.798 -8.782 2.981 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 _ _ P m,e 2;11 1 fimh Steel Beam Design F`�F"�°''Aa 9 ENERCALC, INC.19832008, Ver: 6.0.19, N:64425 Description : RB-2 Material ropertles :,:,,,,i:,.::,.,, 00,6, ECE, tr .:�F :; . ;,;., Analysis Method: Allowable Stress Design Fy : Steel Yield 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsion buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 Applied Loads Load for Span Number 1 Uniform Load : D = 0.220, Lr = 0.220 k/ft, Load for Span Number 2 Uniform Load : D = 0.220, Lr = 0.220 k/ft, Load for Span Number 3 Uniform Load : D = 0.220, Lr = 0.220 k/ft, Load for Span Number 4 Uniform Load : D = 0.220, Lr = 0.220 k/ft, Load for Span Number 5 Uniform Load : D = 0.220, Lr = 0.220 k/ft, Load for Span Number 6 Uniform Load : D = 0.220, Lr = 0.220 k/ft, DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu: Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Live Load Deflection Max Upward Live Load Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio Service loads entered. Load Factors will be applied for calculations. Tributary Width =1.0 ft Tributary Width =1.0 ft Tributary Width =1.0 ft Tributary Width =1.0 ft Tributary Width = 1.0 ft Tributary Width =1.0 ft 0,350 : 1 Maximum Shear Stress Ratio = 0.121 W12X65 Section used for this span W12X65 82.883 k-ft Vu : Applied 11.3875 k 237.004 k-ft Vn/Omega : Allowable 94.380 k +D+Lr+H Load Combination +D+Lr+H 43.000ft Location of maximum on span 43.000 ft Span # 1 Span # where maximum occurs Span # 1 0.576 in -0.030 in 895 1.153 in -0.060 in 447 Maximum Forces & Stresses for Load Combinations Load Combination l Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Omega'Mnx Cb Rm Va Max Vnx Omega"Vnx Overall MAXimurn Envelope Dsgn. L = 43,00 ft 1 0.350 0.11121 64.47 -82.88 82.88 395.80 237.00 1.00 1.00 11.39 141.57 94.38 Dsgn. L = 11.00 ft 2 0.350 0,111 5,38 -82.88 82.88 395.80 237.00 1.00 1,00 10.44 141.57 94.38 Dsgn. L = 20.00 ii 3 0.350 0,061 15.68 -22.42 82.88 395.80 237.00 1.00 1.00 5.79 141.57 94.38 Dsgn. L = 20,00 It 4 0.350 0,057 9.93 -22.42 82.88 395.80 237.00 1.00 1.00 5.34 141.57 94.38 Dsgn. L = 11.00 It 5 0.350 0.056 -0,00 -31,68 82.88 395.80 237.00 1.00 1,00 5.28 141,57 94.38 Dsgn. L = 12.00 ft 6 0.350 0.056 -31.68 82.88 395.80 237.00 1.00 1.00 5.28 141.57 94.38 +D Dsgn. L = 43.00 ft 1 0.175 0.060 32.24 -41.44 41.44 395.80 237.00 1.00 1:00 5.69 141.57 94.38 Dsgn. L = 11.00 It 2 0.175 0.055 2.69 -41A4 41.44 395.80 237-00 1.00 1.00 5.22 141,57 94.38 Dsgn. L = 20.00 it 3 0.175 0.031 T84 -11.21 41.44 395.80 237.00 1.00 1,00 2-90 141,57 94.38 Dsgn. L = 20.00 ft 4 0.175 0,028 4.97 -11,21 41.44 395.80 237.00 1,00 1.00 2.67 141.57 94.38 Dsgn. L = 11.00 ft 5 0.175 0,028 -0.00 -15.84 41.44 395.80 237.00 1.00 1.00 2.64 141.57 94,38 Dsgn. L = 12.00 ft 6 0,175 0,028 -15.84 41.44 395:80 237.00 1.00 1.00 2.64 141.57 94.38 +D+L+H Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 ?-!niep::2DE. 2rl1. 2:�1n4J1 Steel Beam Design File:C:lOworkIFLANNERYIcalctbearris.ec6 9 ENERCALC. INC.1983-2008. Ver: 6.0.19. N:64425 Description : RB-2 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Omega*Mnx Cb Rm Va Max Vnx Omega*Vnx Dsgn- L = 43.00 ft 1 0.175 0.060 32.24 -41.44 41.44 395.80 237.00 1.00 1.00 5.69 141.57 94.38 Dsgn. L = 11.00 ft 2 0.175 0.055 2.69 -41.44 41.44 395.80 237.00 1,00 1.00 5.22 141.57 94.38 Dsgn. L = 20.00 ft 3 0.175 0.031 7,84 -11.21. 41,44 395.80 237.00 1.00 1.00 2.90 141.57 94.38 Dsgn. L = 20.00 ft 4 0.175 0,028 4.97 -11.21 41,44 395,80 237.00 1.00 1.00 2.67 141.57 94.38 Dsgn. L = 11,00 ft 5 0.175 0.028 -Ho -15.84 41.44 395.80 237.00 1.00 1.00 2.64 141.57 94.38 Dsgn. L = 12.00 ft 6 0.175 0.028 -15.84 41.44 395.80 237.00 - 1.00 1.00 2.64 141.57 94.38 +D+Lr+H Dsgn. L = 43-00 ft 1 0350 0.121 64.47 82.88 82.88 395.80 237,00 1.00 1.00 11.39 141.57 94.38 Dsgn. L = 11.00 ft 2 0.350 0,111 5.38 -82.88 82,88 395.80 237.00 1.00 1.00 10.44 141.57 94.38 Dsgn. L = 20.00 It 3 0.350 0.061, 15.68 -22.42 82.88 395.80 237.00 1.00 1,00 5,79 141.57 94.38 Dsgn. L = 20,00 R 4 0.350 0.057 9,93 -22,42 82.88 395.80 237,00 1.00 1,00 5.34 141.57 94.38 Dsgn. L = 11.00 ft 5 0.350 0.056 -0.00 -31.68 82.88 395.80 237.00 1.00 1.00 5.28 141.57 94.38 Dsgn. L = 12.00 ft 6 0.350 0.056 -31.68 82.88 395,80 237,00 1.00 1.00 5.28 141.57 94.38 +D+0.750Lr+0.750L+H Dsgn, 1- = 43.00 ft 1 0.306 0-106 56.41 -72,52 72.52 395.80 237.00 1,00 1,00 9,96 141.57 94.38 Dsgn. L = 11.00 ft 2 0.306 0.097 4.71 -72.52 72.52 395.80 237.00 1.00 1.00 9,14 141.57 94.38 Dsgn. L = 20.00 ft 3 0.306 0.054 13,72 -19.62 72.52 395.80 237.00 1.00 1-00 5.07 141,57 94.38 Dsgn. L = 20.00 ft 4 0,306 0.049 8.69 -19.62 72.52 395.80 237.00 1.00 1.00 4.67 141.57 94.38 Dsgn. L = 11.00 N 5 0,306 0.049 -0.00 -27,72 72,52 395.80 237.00 1,00 1-00 4.62 141.57 94.38 Dsgn. L = 12.00 ft 6 0.306 0.049 -27.7 2 72.52 395.80 237.00 1.00 1.00 4.62 141.57 94.38 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-" Defl Location in Span D + Lr + L 1 1.1529 19.336 2 0.0000 19.336 D + Lr + L 3 0,0578 8.456 D + Lr + L 4 0.0308 11,678 5 0.0000 11,678 D + Lr + L 6 0.2591 12.000 Maximum Deflection_ s for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Load Combination Max. "+" Defl Location in Span 0.0000 0,000 D + Lr + L -0.0599 4.430 0.0000 4.430 D + Lr + L -0.0007 0.805 D + Lr + L -0.0215 6.570 0.0000 6,570 Max. Upward Defl Location in Span D Only 1 0.5765 19.336 0.0000 0.000 D Only 3 04289 8.456 0,0000 0.000 D Only 4 0.0154 11,678 -0.0004 0.805 D Only 6 0.1296 12:000 0.0000 01000 Lr Only 1 0,5765 19.336 0,00,30 0.000 Lr Only 3 0.0289 8.456 0.0000 0.000 Lr Only 4 0.0154 11.678 -0,0004 0.805 •_r Only 6 0.1296 12.000 0.0000 0.000 Lr+L Only 1 U765 19,336 0.0000 0.000 Lr+L Only 3 0.0289 8A56 0.0000 0,000 Lr+L Only 4 0.0154 11,678 -0.0004 0.805 Lr+L Only 6 0.1296 12.000 0.0000 0.000 D + Lr + L 1 1.1529 19.336 0.0000 0.000 D + Lr + L 3 0.0578 8,456 0,0000 0.000 D + Lr + L 4 0.0308 11.678 -0,0007 0.805 D + Lr + L 6 0,2591 12.000 0.0000 0.000 Maximum Vertical Reactions - Unfactored Suppr)r notalk"m : Far lefi is a1 Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Support 7 Overall MAKmum 7.532 21.832 -2.594 11.126 3.341 10.243 D Only 3.766 10.916 -1.297 5.563 1.670 5.122 Lr Only 3.766 10.916 -1.297 5.563 1.670 5.122 Lr+L Only 3.766 10.916 -1.297 5.563 1.670 5.122 D + Lr + L 7.532 21.832 -2 594 11.126 3.341 10.243 Steel Section Properties : W12X65 Title Block Line 1 Titie : Job # You can changes this area Dsgnr using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes - Title Block" selection. Description: R13-2 Steel Section Properties : W12X65 Depth = 12.100 in I xx Web Thick = 0.390 in S roc Flange Width - 12.000 in R xx Flange Thick = 0.605 in Zx Area - 19100 inA2 1 yy Weight = 65.016 pff S yy Kdesign - 1.200 in R yy K1 = 1.000 in Zy rts = 3.380 in rT Ycg - 6.050 in 533.00 in^4 - 87.90 inA3 - 5.280 in 96.800 in^3 - 174.000 in^4 = 29.100 in^3 = 3.020 in = 44.100 in^3 = 3.280 in J = 2.180 in"4 Cw = 5,780.00 inA6 Wno = 34.500 inA2 Sw = 62.600 inA4 Qf = 20.200 inA3 Qw = 47.500 inA3 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Black Line 6 Steel Beam Design He: C1Nvk►WLA"NER1M1e*bWms.ed g ENERC&C. INC. 3S' 3008, Ver..6119, N:64425 i 0i Description : RB-3 Material Properties - - ui;,:: ,,, po Analysis Method: Allowable Stress Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsion buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 Applied Loads Load for Span Number 1 Uniform Load : D = 0.220, Lr = 0.220 k/ft, Load for Span Number 2 Uniform Load : D = 0.220, Lr = 0.220 k/ft, Load for Span Number 3 Uniform Load : D = 0.220, Lr = 0.220 k/ft, Load for Span Number 4 Uniform Load: D = 0.220, Lr = 0.220 k/ft, Load for Span Number 5 Uniform Load: D = 0.220, Lr = 0.220 k/ft, Load for Span Number 6 Uniform Load: D = 0.220, Lr = 0.220 k/ft, DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Tributary Width =1.0 ft Tributary Width =1.0 ft Tributary Width = 1.0 ft Tributary Width = 1.0 ft Tributary Width =1.0 ft Tributary Width =1.0 ft 0. 50 1 W12X65 35.436 k-ft 237.004 k-ft +D+Lr+H 16.000ft Span # 3 Maximum Deflection i Max Downward Live Load Deflection 0.168 in i Max Upward Live Load Deflection -0.025 in Live Load Deflection Ratio 1714 Max Downward Total Deflection 0.336 in Max Upward Total Deflection -0.051 in s Total Deflection Ratio 856 -� Service loads entered. Load Factors will be applied for calculations. im Shear Stress Ratio = 0.079 Section used for this span W12X65 Vu : Applied 7.4672 k Vn/Omega : Allowable 94.380 k Load Combination +D+Lr+H Location of maximum on span 16.000 ft Span # where maximum occurs Span # 3 Maximum Forces &__Stresses for Load Combinations _ Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Omega*Mnx Cb Rm Va Max Vnx Omega"Vnx Overall MAXimurn Envelope Dsgn. L = 26.50 ft 1 0.127 0.074 25.03 -30.12 30.12 395.80 237.00 1.00 1.00 6.97 141.57 94.38 Dsgn. L = 17-50 ft 2 0.127 0.060 5.74 -30.12 30.12 395.80 237.00 1.00 1.00 5.62 141.57 94.38 Dsgn. L = 16.00 ft 3 0.150 0.079 2.60 -35.44 35.44 395-80 237.00 1.00 1,00 7,47 141.57 94-38 Dsgn. L = 33.00 ft 4 0.150 0.079 27.92 -35.44 35.44 395.80 237.00 1.00 1.00 7.47 141.57 94.38 Dsgn. L = 12.50 ft 5 0.150 0.056 -0.00 -31.68 3544 395.80 237.00 1.00 1.00 5,28 141.57 94.38 Dsgn. L = 12.00 ft 6 0.150 0.056 -31.68 35-44 395.80 237.00 1.00 1.00 5.28 141.57 94.38 +D Dsgn. L = 26.50 ft 1 0.064 0.037 12.52 -15.06 15.06 395,80 237.00 1.00 1.00 3.48 141.57 94.38 Dsgn. L = 17.50 ft 2 0.064 0.030 2.87 -15.06 15.06 395.80 237-00 1.00 1.00 2.81 141.57 94.38 Dsgn. L = 16-00 ft 3 0.075 0.040 1.30 -17.72 17.72 395.80 237.00 1.00 1.00 3.73 141.57 94.38 Dsgn. L = 33.00 ft 4 0.075 0.040 13.96 -17.72 17.72 395,80 237-00 1.00 1.00 3.73 141.57 94.38 Dsgn. L = 12.50 ft 5 0.075 0.028 -0.00 -15.84 17.72 395.80 237.00 1.00 1.00 2.64 141.57 94.38 Dsgn. L = 12.00 ft 6 0.075 0.028 -15.84 17.72 395.80 237.00 1.00 1.00 2.64 141.57 94.38 +D+L+H Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Description : RB-3 Title : Dsgnr: Project Desc.: Project Notes : Job # Load Combination Max Stress Rados Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Omega`Mnx Cb Rm Va Max Vnx Omega'Vnx Dsgn. L = 26.50 ft 1 0.064 0.037 12.52 -15,06 1H6 395.80 237.00 1.00 1.00 3.48 141.57 94.38 Dsgn, L = 17.50 ft 2 0.064 0.030 2.87 -15.06 15.06 395.80 237.00 1.00 1.00 2.81 141.57 94.38 Dsgn. L = 16.00 ft 3 0.075 0,040 1.30 -17.72 17,72 395.80 237,00 1.00 1.00 3.73 141.57 94:38 Dsgn. L = 33.00 ft 4 0.075 0.040 13.96 -17-72 17.72 395,80 237.00 1.00 1.00 3.73 141.57 94.38 Dsgn. L = 12.50 ft 5 0.075 0.028 -0.00 -15,84 17.72 395.80 237.00 1.00 1.00 2.64 141,57 94.38 Dsgn. L = 12.00 ft 6 0.075 0.028 -15.84 17.72 395.80 237.00 1.00 1.00 2.64 141.57 94.38 +D+Lr+H Dsgn. L = 26.50 ft 1 0,127 0.074 25.03 -30.12 30.12 395,80 237.00 1.00 1.00 6.97 141.57 94,38 Dsgn. L = 17,50 ft 2 0,127 0.060 5.74 -30.12 30.12 395.80 237.00 1.00 1.00 5.62 141.57 94.38 Dsgn. L = 16.00 ft 3 0.150 0.079 2.60 -35.44 35.44 395.80 237.00 1.00 1,00 7,47 141.57 94.38 Dsgn. L = 33.00 ft 4 0.150 0.079 27,92 -35,44 35.44 395.80 237.00 1.00 1.00 7.47 141.57 94.38 Dsgn. L = 12.50 ft 5 0.150 0,056 -0.00 -31.68 35.44 395.80 237.00 1.00 1.00 5.28 141.57 94.38 Dsgn. L = 12.00 ft 6 0.150 0.056 -31.68 35.44 395.80 237.00 1.00 1.00 5.28 141.57 94.38 +D+0.750Lr+0.750L+H Dsgn. L = 26.50 ft 1 0.111 0,065 21.90 -26.36 26.36 395.80 237.00 1:30 1.00 6-10 141.57 94.38 Dsgn. L = 17.50 ft 2 0.111 0.052 5.02 -26,36 26.36 395.80 237.00 1.00 1.00 4.92 141.57 94.38 Dsgn. L = 16.00 ft 3 0.131 0.069 2.27 -31.01 31.01 395.80 237,00 1.00 1.00 6.53 141,57 94,38 Dsgn. L = 33.00 ft 4 0.131 0.069 24.43 -31.01 31.01 395.80 237.00 1.00 1.00 6.53 141.57 94,38 Dsgn. L = 12.50 ft 5 0031 0.049 -0.00 -27,72 31.01 395.80 237.00 1.00 1A0 4.62 141.57 94.38 Dsgn. L = 12.00 ft 6 0.131 0,049 -27.72 31.01 395.80 237.00 1:90 1.00 4.62 141.57 94.3E Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span D + Lr + L 1 0.1727 11.916 0-0000 0.000 D + Lr + L 2 0.0036 13.624 D + Lr + L -0,0134 3.641 3 0.0000 13.624 D + Lr + L -0.0252 11.275 D + Lr + L 4 0.2739 17.054 0.0000 11.275 5 0.0000 17,054 D + Lr + L -0.0509 6,376 D + Lr + L 6 0.3359 12 000 0.0000 6.376 Maximum Deflections for Load Combinations - Loads Load Combination Span _Unfactored_ Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0-0864 11.916 0.0000 O.ti00 D Only 2 0.0018 13.624 -0.0067 3-641 D Only 4 0.1369 17.054 0.0000 0,000 D Only 6 0.1680 12,000 0-0000 0,000 Lr Only 1 0.0864 11.916 0.0000 0.000 Lr Only 2 0.0018 13.624 -0.0067 3-641 Lr Only 4 0.1369 17.054 0.0000 0.000 Lr Only 6 0.1680 12,000 0.0000 0.000 Lr+L Only 1 0.0864 11.916 0.0000 0,000 1-r+L Only 2 0.0018 13,624 -0.0067 3.641 Lr+L Only 4 0.1369 17.054 0.0000 0,000 Lr+L Only 6 0.1680 12.000 0.0000 0.000 D + Lr + L 1 0.1727 11.916 0-0000 0.000 D + Lr + L 2 0.0036 13.624 -0.0134 3.641 D + Lr + L 4 0.2739 17.054 0.0000 0.000 D + Lr + L 6 0.3359 12,000 0.0000 0-000 Maximum Vertical Reactions - Unfactored Support rmalio; : Far lefi s-1 Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Support 7 Overall MAXimum 4.693 12.584 3.338 13.252 9.556 8.276 D Only 2.347 6.292 1.669 6.626 4 778 4.138 Lr Only 2.347 6.292 1.669 6.626 4 778 4.138 Lr+L Only 2.347 6.292 1.669 6.626 4 778 4.138 D + Lr + L 4.693 12.584 3.338 13.252 9 556 8.276 Steel Section ProDerties : W12X65 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Description: R13-3 Title : Dsgnr: Project Desc.: Project Notes Job # Steel Section Properties : WI2X65 Depth = 12.100 in I xx - 533.00 in14 J - 2180 in^4 Web Thick = 0.390 in S xx - 87.90 in^3 Cw = 5,780.00 in^6 Flange Width = 12.000 in R roc - 5.280 in Flange Thick = 0.605 in Zx = 96.800 in^3 Area = 19.100 in^2 Iyy - 174.000 in^4 Weight = 65.016 plf S yy 29.100 in^3 Wno = 34.500 in^2 Kdesign = 1.200 in Ryy = 3.020 in Sw = 62.600inA4 K1 = 1.000 in Zy = 44.100 in^3 Qf = 20.200 in^3 its = 3.380 in rT - 3.280 in Qw = 47.500 in^3 Ycg = 6.050 in Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Description : RB-4 Material Properties Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Analysis Method: Allowable Stress Design Fy : Steel Yield: 50-0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29.000-0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 W 12X79 Applied Loads Service loads entered. Load Factors will be applied for calculations. Load(s) for Span Number 1 Point Load: D=4.50, L = 4.50 k @ 6.0 ft Dt=SiGN SUMMARY ' Maximum Bending Stress Ratio = 0.091 : 1 Maximum Shear Stress Ratio = 0.039 Section used for this span W12X79 Section used for this span W12X79 Mu: Applied 27.000 k-ft Vu : Applied 4.50 k Mn / Omega: Allowable 296.906 k-ft Vn/Omega : Allowable 116.56 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 6.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.015 in Ratio = 9802 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.029 in Ratio = 4901 Max Upward Total Deflection 0.000 in Ratio = 0 <180 l Forces & Stresses for Load Combinations _Maximum Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D Dsgn. L = 12.00 It 1 0-045 0.019 13.50 13.50 495.83 296.91 1.00 1-00 2-25 17484 116.56 +D+L+H Dsgn. L = 12.00 ft 1 0.091 0.039 27.00 27.00 495.83 296.91 1.00 1.00 450 17484 116.56 +D+0.750Lr+0.750L+H Dsgn. L = 12.00 ft 1 0.080 0.034 2363 23.63 495.83 296.91 1,00 1.00 394 174.84 116.56 +D+0.750L+0.750S+H Dsgn. L = 12.00 ft 1 0.080 0.034 23.63 23.63 495.83 296.91 1.00 1.00 394 174.84 116.56 +D+0, 750Lr+0.750L+0.750W+H Dsgn. L = 12-00 ft 1 0.080 0.034 23.63 23.63 495.83 296.91 1.00 1.00 3.94 174.84 116.56 +D+0.750L+0.750S+0.750W+H Dsgn. L = 12.00 ft 1 0 080 0.034 2363 23.63 495.83 296.91 1.00 1.00 3-94 174.84 116.56 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 12.00 ft 1 0 080 0-034 23.63 2363 495.83 296.91 1.00 1.00 394 174.84 116.56 +D+O 750L+0.750S+0.5250E+H Dsgn. L = 12.00 ft 1 0.080 0.034 2363 23.63 495,83 296.91 1.00 1.00 394 17484 116.56 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0,0000 0,000 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.500 4.500 D Only 2.250 2.250 L Only 2.250 2.250 D+L 4.500 4.500 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Description : R13-5 Title : Dsgnr: Project Desc.: Project Notes - Material Properties Analysis Method: Allowable Stress Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 D(3) L(3) W 12X30 Job # Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Fy : Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Load(s) for Span Number 1 Point Load: D=3.0, L = 3.0 k @ 7.50 ft DESIGN SUMMARY s Maximum Bending Stress Ratio = _ 0.209: 1 Maximum Shear Stress Ratio = 0.047 : 1 Section used for this span W12X30 Section used for this span W12X30 Mu : Applied 22.500 k-ft Vu : Applied 3.0 k Mn / Omega: Allowable 107.535 k-ft Vn/Omega : Allowable 63.960 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 7.500ft Location of maximum on span 7.500 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.053 in Ratio = 3383 Max -Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.106 in Ratio = 1691 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress RAO$ Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D Dsgn. L = 15.00 ft 1 0.105 0.023 11.25 11.25 179.58 107.53 1.00 1.00 150 95.94 63.96 +D+L+H Dsgn. L = 15.00 ft 1 0.209 0.047 22.50 22.50 179.58 107.53 1.00 1.00 300 95.94 63.96 +D+0.750Lr+0.750L+H Dsgn. L = 15.00 ft 1 0.183 0.041 19.69 19.69 179.58 107.53 1.00 1.00 2.63 95.94 63.96 +D+0.750L+0.750S+H Dsgn. L = 15.00 ft 1 0.183 0.041 19.69 19.69 179.58 107.53 100 1.00 2.63 95.94 63.96 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 15.00 ft 1 0.183 0 041 19.69 19.69 179.58 107.53 1.00 1.00 2.63 95.94 63,96 +D+0.750L+0.750S+0.750W+H Dsgn. L = 15.00 ft 1 0.183 0.041 1969 19.69 179.58 10753 100 100 2.63 95.94 63.96 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 15.00 ft 1 0.183 0.041 1969 19.69 179.58 107.53 1.00 1.00 2.63 95.94 63.96 +D+0.750 L+0.750 S+0.5250 E+H Dsgn. L = 15.00 ft 1 0183 0.041 1969 19.69 179.58 107.53 1.00 1.00 2.63 95.94 63.96 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. %" DO Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0-000 0.0000 .0.000 Vertical Reactions - Un€actored Support notation : Far left is #1 Values in KIPS Load Combination T Support 1 Support 2 Overall MAXimum 3.000 3000 D Only 1.500 1.500 L Only 1,500 1.500 D+L 3.000 3.000 Title Block Line 1 Title : You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Description : RB-6 Material Properties Analysis Method: Allowable Stress Design Beam Bracing: Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 D(5.7) L(5.7) - y Job # Prm'a= , :6 i)i X:il I 7:4-?APd Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Fy : Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksi v Span = 25.0 ft W 12X65 -...__. .. ......--- ..-. j Appli€rd Loads Service loads entered. Load Factors will be applied for calculations. Load(s) for Span Number 1 Point Load: D = 5.70, L = 5.70 k @ 12.0 ft DESIGN SUMMARY } • Maximum Sending Stress Ratio = 0.300 : 1 Maximum Shear Stress Ratio = 0.063 : 1 Section used for this span W12X65 Section used for this span W12X65 Mu: Applied 71.136 k-ft Vu : Applied 5.928 k Mn / Omega: Allowable 237.004 k-ft Vn/Omega : Allowable 94.380 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 12.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.209 in Ratio = 1438 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.417 in Ratio = 719 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for_ Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D Dsgn. L = 25.00 ft 1 0 150 0.031 35.57 35.57 395.80 237.00 1.00 1.00 2.96 141.57 94.38 +D+L+H Dsgn L = 25.00 ft 1 0.300 0.063 71.14 71.14 395.80 237.00 1.00 1.00 5.93 141.57 94.38 +D+O 750Lr+0.750L+H Dsgn L = 25.00 ft 1 0.263 0.055 6224 62.24 395.80 237.00 100 100 5.19 141.57 94.38 +D+0-750L+0.750S+H Dsgn. L = 25.00 ft 1 0.263 0.055 62.24 62.24 395.80 237.00 1.00 1.00 5.19 141.57 94.38 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 25.00 It 1 0.263 0.055 6224 62.24 395.80 237.00 1.00 1.00 5.19 141.57 94.38 +D+0.750L+0.750S+0.750W+H Dsgn. L = 25 00 ft 1 0.263 0.055 62.24 62.24 395.80 237-00 1.00 100 5.19 141.57 94-38 +D+0.75OLr+0.750L+0.5250E+H Dsgn. L = 25 00 ft 1 0.263 0.055 62.24 62.24 395.80 237.00 1.00 1.00 5.19 141.57 94.38 +D+0.750L+0.750S+0.5250E+H Dsgn L = 25.00 ft 1 0.263 0.055 62.24 62.24 395.80 237.00 1.00 1.00 5.19 141.57 94.38 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0-000 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.928 5,472 D Only 2.964 2.736 L Only 2-964 2.736 D+L 5.928 5.472 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Description : RB-7 Material Properties_ Analysis Method: Allowable Stress Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 Title : Dsgnr: Project Desc.: Project Notes Job # Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Fy : Steel Yield 50.0 ksl E: Modulus: 29,000.0 ksi Applied Loads ^ Service loads entered. Load Factors will be applied for calculations. Load(s) for Span Number 1 Point Load : D = 5.70, L = 5.70 k @ 14.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = f 0.223 : 1 Maximum Shear Stress Ratio = 0.048 : t ii Section used for this span W12X87 Section used for this span W12X87 Mu : Applied 73.416 k-ft Vu : Applied 6.138 k Mn / Omega: Allowable 329.341 k-ft Vn/Omega : Allowable 128.75 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 14.040ft Location of maximum on span 14.040 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.168 in Ratio = 1857 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.336 in Ratio = 928 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses_ for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of 5hearValues Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D Dsgn. L = 26.00 ft 1 0.111 0.024 36.71 36.71 550.00 329.34 1.00 1.00 3.07 193.13 128.75 +D+L+H Dsgn. L = 26.00 ft 1 0.223 0.048 73.42 73.42 550.00 329.34 1.00 1.00 6.14 193,13 128.75 +D+0.750Lr+0.750L+H Dsgn. L = 26.00 ft 1 0.195 0.042 64.24 64.24 550.00 329.34 100 1.00 5.37 193.13 128.75 +D+0.750L+0.750S+H Dsgn. L = 26.00 ft 1 0.195 0.042 64.24 64.24 550.00 329.34 1.00 1.00 5.37 193.13 128.75 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 26.00 ft 1 0.195 0.042 64.24 64.24 550.00 329.34 1.00 1.00 5.37 193.13 12875 +D+0.750L+0.750S+0.750W+H Dsgn. L = 26.00 ft 1 0.195 0.042 64.24 64.24 55000 329.34 100 1.00 5.37 193.13 128.75 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 26.00 ft 1 0.195 0.042 64.24 64.24 550.00 329.34 1.00 1.00 5.37 193.13 128.75 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 26.00 ft 1 0 195 0.042 64.24 64.24 550.00 329.34 1.00 1.00 5.37 193 13 128.75 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " DO Location in Span Load Combination Max. "+" DO Location in Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination T Support 1 Support 2 Overall MAximum 5.262 6.138 D Only 2.631 3.069 L Only 2,631 3.069 D+L 5,262 6.138 Title Block Line 1 Title : You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Description : RB-8 Material Properties Analysis Method: Allowable Stress Design Beam Bracing: Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 i D(3) L(3) p 0.1 L 0.1 Span = 6.90 ft W12X65 Applied Loads Load(s) for Span Number 1 Point Load: D=3.0, L=3.0k@0,0ft Uniform Load: D = 0.10, L = 0.10 k/ft, Tributary Width =1.0 ft Load for Span Number 2 Uniform Load: D = 0.10, L = 0.10 k/ft, Tributary Width =1.0 ft Job # Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi ■ Span = 15.0 ft W12X65 Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY b Maximum Bending Stress Ratio = O 95: 1 Maximum Shear Stress Ratio = 0.078 : 1 Section used for this span W12X65 Section used for this span W12X65 Mu: Applied 46.161 k-ft Vu : Applied 7.380 k Mn / Omega: Allowable 237.004 k-ft Vn/Omega : Allowable 94.380 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 6.900ft Location of maximum on span 6.900 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.118 in Ratio = 1398 Max Upward L+Lr+S Deflection -0.031 in Ratio = 5844 Max Downward Total Deflection 0.237 in Ratio = 698 Max Upward Total Deflection -0.062 in Ratio = 2922 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +p Dsgn. L = 6.90 ft 1 0.097 0.039 -23.08 23.08 395.80 237.00 1.00 1.00 3.69 141.57 9438 Dsgn. L = 15.00 ft 2 0.097 0.024 -23.08 23.08 395.80 237.00 1.00 1.00 2.29 141.57 94.38 +D+L+H Dsgn. L = 6.90 ft 1 0.195 0.078 -46.16 46.16 395.80 237.00 1.00 1,00 7.38 141.57 9438 Dsgn. L = 15.00 ft 2 0.195 0.048 -46.16 46.16 395.80 237.00 1.00 1.00 4.58 141.57 94.38 +D+0.750Lr+0.750L+H Dsgn L = 6.90 ft 1 0.170 0.068 -40.39 40.39 395.80 237.00 1.00 1.00 6.46 14157 9438 Dsgn. L = 15.00 ft 2 0.170 0.042 -40.39 40.39 395.80 237.00 1.00 1.00 4.01 14157 94.38 +D+0.750L+0.750S+H Dsgn. L = 6.90 ft 1 0.170 0.068 -40.39 40.39 395.80 237.00 1.00 1.00 6.46 14157 94.38 Dsgn. L = 15.00 ft 2 0.170 0.042 -40.39 40.39 395.80 237.00 1.00 1.00 4.01 141.57 94.38 +D+0, 750 Lr+0.750L+0.750W+H Dsgn. L = 6.90 ft 1 0.170 0.068 -40 39 40.39 395.80 237.00 1.00 1.00 6.46 141.57 94.38 Dsgn. L = 15.00 ft 2 0 170 0 042 -40.39 40.39 395.80 237.00 1.00 1.00 4.01 141.57 94.38 +D+0.750L+0.750S+0.750W+H Dsgn. L = 6.90 ft 1 0.170 0 068 -40 39 40.39 395.80 237.00 1.00 1.00 6.46 141.57 94.38 Dsgn. L = 15.00 ft 2 0.170 0.042 -40.39 40.39 395.80 237.00 1.00 1.00 4.01 141.57 94.38 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 6.90 ft 1 0.170 0 068 -40 39 40.39 395.80 237.00 1.00 1.00 6.46 14157 94.38 Dsgn. L = 15.00 ft 2 0.170 0.042 -40.39 40.39 395.80 237,00 1.00 1.00 4.01 141.57 94.38 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 6.90 ft 1 0-170 0.068 -40.39 40.39 395.80 237.00 1.00 1.00 646 141.57 9438 Dsgn. L = 15 00 ft 2 0.170 0 042 40.39 40.39 395.80 237.00 1.00 1.00 401 141.57 9438 Title Block Line 1 Title : Job # You can change this area Dsgnr. using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Pd .1wA,9')EC 2c11 7:52AM - - - - - - - Fo.-: Z;03�C+arenl Pmjecl�Ptatr kch1FLANNERywdWwM.w6 Steel Beam ENERCA C. INC. 1983-2011 , &rW:6.11423. Ver.8.i.10.0 Description: RB-8 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max." " Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0000 0-000 0.0000 0.000 2 0.0000 0.000 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 11-957 -1.577 D Only 5.979 -0.789 L Only 5.979 -0.789 D+L 11.957 -1.577 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Beam Description : R13-9 Material Properties Analysis Method: Allowable Stress Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 Title : Dsgnr: Project Desc.: Project Notes : Job # He: 2:103-Current PnojeCt0latt ArchT ANNERywalctbeams.ec6 ENERCALC. INC.1983-2011. Build:6.11.6.23. Ver.6.1.10.0 Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Fy : Steel Yield : 50.0 ksi E: Modulus : 29.000.0 ksi Q(0.1 ) L(0.1 )_ It • ■ ■ r Applied Loads Uniform Load: D = 0.10, L = 0.10 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = _ 0.063: 1 Section used for this span W12X19 Mu : Applied 3.906 k-ft Mn / Omega: Allowable 61.627 k-ft Load Combination +D+L+H Location of maximum on span 6.250ft Span # where maximum occurs Span # 1 W12X19 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection 0.015 in Ratio = 10212 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.029 in Ratio = 5106 Max Upward Total Deflection 0.000 in Ratio = 0 <180 0.022 : 1 W12X19 1.250 k 57.340 k +D+L+H 0.000 ft Span # 1 I I I Maximum Forces & Stresses for Load Combinations _ Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +p Dsgn. L = 12.50 ft 1 0.032 0.011 1.95 1.95 102.92 6163 1.00 1.00 0,63 86.01 57.34 +D+L+H Dsgn. L = 12,50 ft 1 0.063 0.022 3.91 3.91 102.92 6163 1.00 1.00 1.25 86.01 57.34 +D+0.750Lr+0.750L+H Dsgn. L = 12.50 ft 1 0.055 0.019 3.42 3.42 102.92 61.63 1,00 1,00 1.09 86.01 57.34 +D+0.750L+0,750S+H Dsgn, L = 12,50 ft 1 0.055 0 019 342 3.42 102.92 61.63 1.00 1.00 1.09 86.01 57.34 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 12.50 ft 1 0.055 0.019 3.42 3.42 102.92 61.63 1.00 1.00 1.09 86.01 57.34 +D+0.750L+0.750S+0.750W+H Dsgn. L = 12.50 ft 1 0.055 0.019 3.42 3.42 102.92 61.63 1.00 1.00 1.09 86.01 57.34 +D+0.750Lr+0.750L+0-5250E+H Dsgn L = 12.50 ft 1 0.055 0.019 3.42 3.42 102.92 61.63 1.00 100 1.09 86.01 57.34 +D+0.750 L+0.750 S+0.5250 E+H Dsgn. L = 12.50 ft 1 0 055 0.019 3.42 3.42 102.92 61.63 100 100 109 8601 57.34 _Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" Defl Location in Span Load Combination Max "+" Defl Location in Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAximum 1.250 1.250 D Only 0.625 0,625 L Only 0 625 0 625 D+L 1.250 1.250 Values in KIPS Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Steel Beam Description : RC-1 Title : Job # Dsgnr: Project Desc.: Project Notes :.'XM(:!, 5:001%u t1TLANHERftMdb8WM,W 6 1. Build:6.11.6.23. Ver.6.1.10.0 Material Properties Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Analysis Method: Allowable Stress Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 ................. v D.2 1 0-2 D 0-45 L 0-45 Ai.'.i3lied Loads Service loads entered. Load Factors will be applied for calculations. 1 Load for Span Number 1 Uniform Load: D = 0.20, L = 0.20 k/ft, Tributary Width =1.0 ft Load for Span Number 2 Uniform Load: D = 0.450, L = 0.450 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio 0.158: 1 Maximum Shear Stress Ratio = __-............................ 0.102 : 1 Section used for this span W12X96 Section used for this span W12X96 Mu: Applied 57.800 k-ft Vu : Applied 14.291 k Mn / Omega: Allowable 366.766 k-ft Vn/Omega : Allowable 139.70 k '•- Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 17.000ft Location of maximum on span 17.000 ft i Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.131 in Ratio = 2477 l Max Upward L+Lr+S Deflection -0.017 in Ratio = 23532 ! Max Downward Total Deflection 0.262 in Ratio = 1238 Max Upward Total Deflection -0.035 in Ratio = 11766 I _._._...... rr....... Maximum Forces & Stresses for Load Combinations ... .... ... .... .... ..... ........ _.- ..... ... ... Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D Dsgn. L = 17.00 ft 1 0.079 0,051 -28 90 28.90 612.50 366.77 1.00 1.00 7.15 209.55 139.70 Dsgn. L = 27.00 ft 2 0.079 0,051 2T83 -28 90 28.90 612.50 366.77 1.00 1.00 7.15 209.55 139.70 +D+L+H Dsgn. L = 17.00 ft 1 0.158 0.102 -57 80 57.80 61250 366.77 1.00 1.00 14.29 209.55 139.70 Dsgn. L = 27.00 ft 2 0158 0.102 55.65 -57.80 57.80 612.50 366.77 1.00 1.00 14.29 209.55 139.70 +D+0.750Lr+0.750L+H Dsgn- L = 17.00 ft 1 0 138 0.090 -50 58 50.58 612.50 366.77 1,00 1.00 1250 209.55 139.70 Dsgn- L = 27.00 ft 2 0 138 0.090 48.70 -50.58 50.58 612.50 366.77 1.00 1.00 1250 209.55 139.70 +D+0.750L+0.750S+H Dsgn. L = 17.00 ft 1 0.138 0 090 -50.58 50.58 612.50 366.77 1.00 1.00 12.50 20955 139.70 Dsgn. L = 27.00 ft 2 0.138 0.090 48.70 -50.58 50.58 612.50 366.77 1.00 1.00 12.50 209.55 139.70 +D+0.750Lr+0.750L+0.750W+H Dsgn- L = 17.00 ft 1 0.138 0.090 -50.58 50-58 612.50 366-77 1.00 1-00 12.50 209-55 139.70 Dsgn- L = 27.00 ft 2 0.138 0.090 48.70 -50.58 50.58 612.50 366.77 1.00 1-00 1250 209.55 139.70 +D+0.750L+0.7505+0.750W+H Dsgn- L = 17.00 ft 1 0.138 0.090 -50.58 5058 612.50 366.77 1.00 1,00 12.50 20955 139-70 Dsgn- L = 27.00 ft 2 0.138 0.090 48.70 -50-58 50.58 612.50 366.77 1.00 1.00 12.50 20955 139.70 +D+0.750Lr+0.750L+0.5250E+H Dsgn L = 17.00 ft 1 0.138 0.090 -50.58 50.58 612.50 366-77 1.00 1.00 12.50 209.55 139.70 Dsgn L = 27 00 ft 2 0.138 0.090 48.70 -50.58 5058 612.50 36677 1.00 1.00 12.50 209.55 139.70 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 17 00 ft 1 0 138 0.090 -50.58 50.58 612.50 366.77 1.00 1.00 12.50 209.55 139.70 Dsgn L = 27.00 ft 2 0.138 0.090 48.70 -50 58 50.58 61250 36677 1.00 1.00 12.50 209.55 139.70 Title Block Line 1 Title : Job # You can change this area Dsgnr using the "Settings" menu item Project Desc.: and then using the "Printing & Title Block" selection. Project Notes Title Block Line $ _ Pdntec: +5 oe 2111 8:00AM Steel Beam Z114'l-G�n W Ppoo �WP181r A rAsIFLANNE1RYtWdbeaft2c6 ENERCALC. INC.1983.2011. Bdild:6.11.623; Wd,1.10.0 Description: RC-1 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 0.0000 0.000 2 0.0000 0.000 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination yf Support 1 Suppor12 Support 3 Overall MAXimum 21.091 1 .009 D Only 10.545 5.005 L Only 10.545 5.005 D+L 21.091 10.009 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Steel Beam Description : RC-2 Material Preputie-, Analysis Method: Allowable Stress Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 Title : Job # Dsgnr: Project Desc.: Project Notes ENERCALC. [NC.1983-2011, Build:6.1 Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Fy : Steel Yield 50.0 ksi E: Modulus: 29,000.0 ksi 4 DD.12 L0.12 D(O.261 L0.26 ■ r ■ ■ ■ ■ i _Applied Loads _ Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.120, L = 0.120 k/ft, Tributary Width =1.0 ft Load for Span Number 2 Uniform Load : D = 0.260, L = 0.260 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.195: 1 Maximum Shear Stress Ratio = 0,097 : , Section used for this span W12X65 Section used for this span W12X65 Mu : Applied 46.328 k-ft Vu : Applied 9.179 k Mn / Omega: Allowable 237.004 k-ft Vn/Omega : Allowable 94.380 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 17.646ft Location of maximum on span 17.000 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.236 in Ratio = 1574 Max Upward L+Lr+S Deflection -0.132 in Ratio = 3088 Max Downward Total Deflection 0.472 in Ratio = 787 Max Upward Total Deflection -0.264 in Ratio = '544 Maximum Forces & Stresses for Load Combinations Load Combination Max S7ess Rafios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +p Dsgn. L = 17.00 ft 1 0 073 0 049 -17.34 17.34 395.80 23700 1.00 1.00 4.59 141,57 94.38 Dsgn. L = 31.00 ft 2 0.098 0.049 23.16 -17.34 23.16 395.80 237.00 1,00 1.00 4.59 141.57 94.38 +p+L+H Dsgn. L = 17.00 ft 1 0146 0.097 -34.68 34.68 395.80 23700 1.00 1.00 9.18 141.57 94.38 Dsgn. L = 31.00 ft 2 0195 0 097 46.33 -34.68 46.33 395.80 23700 1.00 1.00 9.18 141.57 94.38 +D+0.750Lr+0.750L+H Dsgn. L = 17.00 ft 1 0.128 0.085 -30.34 30.34 395.80 237.00 1.00 1.00 803 141.57 94.38 Dsgn. L = 31.00 ft 2 0.171 0.085 40.54 -30.34 40.54 395.80 237.00 1.00 1.00 803 141.57 94.38 +D+0.750L+0.750S+H Dsgn. L = 17.00 ft 1 0.128 0.085 -30.34 30.34 395.80 237.00 1.00 1.00 8.03 141.57 94.38 Dsgn. L = 31.00 It 2 0.171 0.085 40.54 -30.34 40.54 395.80 237.00 1.00 1.00 8.03 141.57 94.38 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 17.00 ft 1 0.128 0.085 -30,34 30.34 395.80 237.00 1.00 1.00 8.03 141.57 94.38 Dsgn. L = 31.00 ft 2 0.171 0.085 40.54 -30.34 40-54 395.80 237.00 1.00 1.00 8.03 141.57 94.38 +D+0.750L+0.750S+0.750W+H Dsgn. L = 17.00 ft 1 0,128 0.085 -30.34 30.34 395.80 237.00 1.00 1.00 &03 141.57 94.38 Dsgn. L = 31.00 ft 2 0.171 0.085 40.54 -30.34 40.54 395.80 237.00 1.00 1.00 8.03 141.57 94.38 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 17.00 ft 1 0.128 0.085 -30 34 30.34 39580 237.00 1.00 1.00 8.03 141.57 94.38 Dsgn. L = 31.00 ft 2 0.171 0.085 40.54 -30.34 4054 395.80 237.00 1.00 1.00 8.03 141.57 94.38 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 17.00 ft 1 0.128 0.085 -30.34 30.34 395.80 237.00 1.00 1.00 8.03 141.57 94.38 Dsgn. L = 31.00 ft 2 0.171 0.085 40.54 -30.34 4054 39580 237.00 1.00 1.00 8.03 141.57 9438 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Description: RC-2 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Title : Dsgnr. Project Desc.: Project Notes : Location in Span Load Combination 0.0000 0.000 0.0000 0.000 Job # Max. "+" Defl Location in Span 0.0000 0.000 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAximum 13.259 6.941 D Only 6.629 3.471 L Only 6.629 3.471 D+L 13.259 6.941 Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. ride Block tine 6 Nnted:: r Z%1 `: 8 1AH Steel Beam He: L:',03-Current PrgfidsV1;M WIFLANNERY1 6 be-ms.e ENERMC. INC. 1983.2011. W6.1.10.0 Description : RC-3 Material Properties Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Analysis Method: Allowable Stress Design Fy : Steel Yield 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 D(5.5) L(5.5) I t i i Span = 15.0 ft i VV12X50 ............ ..... _..... Applied Loads .................... ......... .............. .......... Service loads entered. Load Factors will be applied for calculations- Load(s) for Span Number 1 Point Load: D=5.50, L=5.50k@7.0ft DESIGN SUNWARY r Maximum Bending Stress Ratio = 0.228: 1 Maximum Shear Stress Ratio = 0.065 : 1 j Section used for this span W12X50 Section used for this span W12X50 Mu : Applied 40.920 k-ft Vu : Applied 5.867 k Mn / Omega: Allowable 179.391 k-ft Vn/Omega : Allowable 90.280 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 6.975ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 ! Maximum Deflection Max Downward L+Lr+S Deflection 0.059 in Ratio = 3048 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.118 in Ratio = 1524 1 Max Upward Total Deflection 0.000 in Ratio = 0 <180 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Rados Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D Dsgn. L = 15.00 ft 1 0 114 0.032 20,46 20.46 299.58 179.39 1.00 1.00 2.93 135-42 90.28 +D+L+H Dsgn. L = 15.00 ft 1 0.228 0.065 40.92 40.92 299.58 179.39 1.00 1.00 5.87 135.42 9028 +D+0.750Lr+0.750L+H Dsgn. L = 15,00 ft 1 0.200 0.057 35.81 35.81 299.58 179.39 1.00 1.00 5.13 135.42 90.28 +D+0.750L+0.750S+H Dsgn L = 15.00 ft 1 0.200 0.057 35.81 35.81 299.58 17939 1.00 100 5.13 135.42 90.28 +D+0.750Lr+0.750L+0 750W+H Dsgn. L = 15.00 ft 1 0.200 0.057 35.81 35.81 299.58 179.39 1.00 1.00 5-13 135A2 90.28 +D+0.750L+0-750S+0-750W+H Dsgn L = 15.00 ft 1 0.200 0.057 35.81 35.81 299.58 179.39 1-00 1.00 5.13 135.42 9028 +D+0,750Lr+0.750L+0 5250E+H Dsgn. L = 15.00 ft 1 0.200 0.057 35.81 35.81 299.58 17939 1.00 1.00 5.13 135.42 90.28 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 15.00 ft 1 0200 0.057 35.81 35,81 299.58 179.39 1.00 1.00 5.13 135.42 90.28 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" DO Location in Span Load Combination Max. "+" Defl Location in Span 1 0-0000 0.000 0.0000 0.000 Vertical Reactions - Unfactore_d Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support2 Overall MAXlmum 5.867 5.133 D Only 2.933 2.567 L Only 2.933 2.567 D+L 5.867 5.133 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Beam Description : RC-4 Title : Dsgnr: Project Desc.: Project Notes : M-Cper« An ENERCALC, INC. 103-201 Job # Material Propnrt ie5 Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Analysis Method: Allowable Stress Design Fy : Steel Yield - 50.0 ksl Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 �. __. D(6) L(6) i- - Span = 31,0 ft W 12X5o ._. ......... -...._....... _...... �._..._�...__ Applied Loads Service loads entered. Load Factors will be applied for calculations. Load(s) for Span Number 1 Point Load: D=6.0, L=6.0k@15.0ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.517: 1 Maximum Shear Stress Ratio = 0.069 :1 Section used for this span W12X50 Section used for this span W12X50 Mu : Applied 92.700 k-ft Vu : Applied 6.194 k Mn / Omega: Allowable 179.391 k-ft Vn/Omega : Allowable 90.280 k j Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 15.035ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.571 in Ratio = 651 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 1.142 in Ratio = 325 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces_& Stresses for Load Combinations_ Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D Dsgn. L = 31.00 ft 1 0.258 0.034 46.35 46.35 299.58 179.39 1.00 1.00 3.10 135.42 90.28 +D+L+H Dsgn. L = 31.00 ft 1 0.517 0.069 92.70 92.70 29958 179.39 1.00 1.00 6.19 135.42 90.28 +D+0.750Lr+0.750L+H Dsgn. L = 31.00 ft 1 0.452 0.060 81.11 81.11 299.58 179,39 1.00 1.00 5.42 135.42 90.28 +D+0-750L+0.750S+H Dsgn. L = 31.00 ft 1 0.452 0.060 81.11 81.11 299.58 179.39 1.00 100 5.42 135.42 90.28 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 31.00 ft 1 0.452 0.060 81.11 81.11 299.58 179-39 1.00 1.00 5.42 135.42 90.28 +D+0.750L+0.750S+0.750W+H Dsgn. L = 31.00 ft 1 0.452 0.060 81.11 81.11 299.58 179.39 1.00 1.00 5.42 135.42 90.28 +D+0.750 L r+0.750 L+0.5250 E+H Dsgn. L = 31.00 ft 1 0.452 0.060 81.11 81.11 299.58 179.39 1.00 1.00 5A2 135.42 90.28 +D+0,750L+0.750S+0.5250E+H Dsgn. L = 31.00 ft 1 0.452 0 060 8111 81.11 299.58 179-39 1.00 1.00 5A2 135.42 90.28 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. %" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6194 5.806 D Only 3.097 2.903 L Only 3 097 2.903 D+L 6194 5.806 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Beam Title : Job # Dsgnr: Project Desc.. Project Notes Description : RC-5 Material Properties Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Analysis Method: Allowable Stress Design Fy : Steel Yield 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 1 1 D(6) L(6) f i _ Span = 27.0 ft j W12X50 E I Applied Loads Service loads entered. Load Factors will be applied for calculations. Load(s) for Span Number 1 Point Load: D=6.0, L=6.0k@7.0ft DESIGN SUMMARY ■ + Maximum Bending Stress Ratio = 0.347: 1 Maximum Shear Stress Ratio Section used for this span W12X50 Section used for this span W12X50 Mu : Applied 62.160 k-ft Vu : Applied 8.889 k Mn / Omega: Allowable 179.391 k-ft Vn/Omega : Allowable 90.280 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 7.020ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.272 in Ratio = 1190 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.544 in Ratio = 595 Max Upward Total Deflection 0.000 in Ratio = 0 <180 ] ............ ......----------- . Maximum Forces & Stresses for Load Combinations -�.-...._. Load Combination Mu Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D Dsgn. L = 27.00 ft 1 0.173 0.049 31.08 31.08 299.58 179.39 1.00 1.00 4.44 135.42 90.28 +D+L+H Dsgn. L = 27.00 ft 1 0 347 0.098 62.16 62.16 299.58 17939 1.00 1.00 8.89 135.42 90.28 +D+0.750Lr+0.750L+H Dsgn. L = 27.00 ft 1 0.303 0.086 54.39 54.39 299.58 179.39 1.00 1.00 7.78 135,42 90.28 +D+0.750L+0.750S+H Dsgn. L = 27.00 ft 1 0.303 0.086 54.39 54.39 299.58 179.39 1.00 1.00 7.78 135.42 90.28 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 27.00 ft 1 0.303 0.086 54.39 54.39 299-58 17939 1.00 1,00 7.78 13542 90.28 +D+0.750L+0.750S+0.750W+H Dsgn. L = 27.00 ft 1 0.303 0 086 5439 54.39 299-58 17939 1.00 1.00 778 13542 90.28 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 27.00 ft 1 0.303 0.086 5439 54.39 299-58 179.39 1.00 1.00 7.78 135.42 90.28 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 27.00 ft 1 0.303 0 086 54.39 54.39 299.58 179.39 1.00 1.00 7.78 13542 90.28 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span 1 0.0000 0,000 0.0000 0.000 Vertical Reactions - U nfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Uveraii MAximum 8,689 3.111 D Only 4.444 1,556 L Only 4,444 1.556 D+L 8.889 3.111 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. _Title Block Line 6 Steel Beam Description : RC-7 Title : Job # Dsgnr: Project Desc.: Project Notes file: 2:1U3Cwwl Pmjeetsiflau AmWLANNERIW&aame ENERC&C, INC. 1983-2011, Build:6.11.6.23, Ver.6.1 Material Properties Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Analysis Method: Allowable Stress Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 I i I Applir;d Loads Load(s) for Span Number 1 Point Load: D=4.0, L = 4.0 k @ 17.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Span = 27 0 f W 12X50 j Service loads entered. Load Factors will be applied for calculations. ■ 0.281 : 1 Maximum Shear Stress Ratio = 0.056 : 1 W12X50 Section used for this span W12X50 50.320 k-ft Vu : Applied 5.037 k 179.391 k-ft Vn/Omega : Allowable 90.280 k +D+L+H Load Combination +D+L+H 17.010ft Location of maximum on span 17.010 ft Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.230 in Ratio = 1408 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.460 in Ratio = 704 Max Upward Total Deflection .. 0.000 in Ratio = 0 <180 i ........... Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Rados Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D Dsgn. L = 27.00 ft 1 0.140 0.028 2516 25.16 299.58 179.39 1.00 1.00 2.52 135.42 9028 +D+L+H Dsgn. L = 27.00 ft 1 0.281 0 056 50.32 50.32 299.58 179,39 1.00 1.00 5.04 135.42 90.28 +D+0.750Lr+0.750L+H Dsgn L = 27.00 ft 1 0 245 0.049 44.03 44.03 299.58 179.39 1.00 1.00 4.41 135.42 90.28 +D+0.750L+0.750S+H Dsgn. L = 27.00 ft 1 0.245 0.049 44.03 44.03 299.58 179.39 100 1.00 4.41 13542 90.28 +D+0.750Lr+0,750L+0.750W+H Dsgn. L = 27.00 ft 1 0.245 0.049 44.03 44.03 299.58 17939 1.00 1.00 4-41 135.42 90.28 +D+0.750L+0.750S+0.750W+H Dsgn. L = 27.00 ft 1 0.245 0 049 44.03 4403 299.58 179.39 1.00 1.00 4.41 135.42 90.28 +D+0.75OLr+0.750 L+0.5250E+H Dsgn. L = 27.00 ft 1 0.245 0.049 44.03 44.03 299.58 179.39 1.00 1.00 4.41 135.42 90.28 +D+O 750L+0 750S+0.5250E+H Dsgn. L = 27 00 ft 1 0.245 0.049 44.03 44.03 299.58 179.39 100 100 4.41 135.42 90.28 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max "-" DO Location in Span Load Combination Max. "+" Defl Location in Span 1 0 0000 0.000 0,0000 0 000 Vetttcai Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination _ Support 1 Support 2 verallMAximum 2.963 5.037 D Only 1.481 2.519 L Only 1.481 2.519 D+L 2.963 5.037 Title Block Line 1 Title : You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Job # f Steel Beam Fikr ZW3-CwremPr*dsU latl ArrhVLWNERYual " ENERCALC, INC. 1583-2017, Build:6.11.6Z. Ver.6.1.10-0 Description : RC-6 Material Properties Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Analysis Method: Allowable Stress Design Fy : Steel Yield 50-0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 1 D(3) L ac f lL(O�4Z )an = 24.0 ft W 14X120 Applied Loads Service loads entered. Load Factors will be applied for calculations. Load(s) for Span Number 1 Point Load: D = 3.0, L = 3.0 k @ 11.0 ft Uniform Load: D = 0.40, L = 0.40 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.176: 1 Maximum Shear Stress Ratio = Oj 075 : 1 I Section used for this span W14X120 Section used for this span W14X120 Mu : Applied 92.871 k-ft Vu : Applied 12.850 k Mn / Omega: Allowable 528.942 k-ft Vn/Omega : Allowable 171.10 k i Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 11.040ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max -Downward L+Lr+S Deflection 0.112 in Ratio = 2561 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.225 in Ratio = 1280 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D Dsgn L = 24.00 ft 1 0.088 0.038 46.44 46.44 88333 528.94 1.00 1.00 6.43 256.65 171.10 +D+L+H Dsgn. L = 24.00 ft 1 0 176 0.075 92.87 9287 883.33 528.94 1.00 1.00 12.85 256.65 171-10 +D+0.750Lr+0.750L+H Dsgn. L = 24.00 ft 1 0.154 0.066 81.26 81.26 88333 52894 100 1.00 1124 256.65 171.10 +D+0.750L+0-750S+H Dsgn. L = 24.00 ft 1 0.154 0 066 81.26 8126 883.33 528.94 1.00 1.00 11.24 256.65 171.10 +D+0.75OLr+0.750L+0.750W+H Dsgn. L = 24.00 ft 1 0.154 0.066 81,26 81.26 883.33 528.94 1.00 1.00 11.24 256.65 171.10 +D+0-750L+0-750S+0.750W+H Dsgn L= 24,00ft 1 OA54 0.066 81,26 8126 883.33 528.94 1.00 1.00 11.24 256.65 171.10 +D+O 750Lr+0.750L+0.5250E+H Dsgn. L = 24.00 ft 1 0.154 0.066 81.26 81.26 88333 528.94 1.00 1,00 1124 256.65 171.10 +D+0-750L+0.750S+0.5250E+H Dsgn. L = 24.00 ft 1 0.154 0.066 8126 8126 883.33 528.94 1.00 1.00 11.24 256.65 171.10 Overall Maximum Deflections - Unfactored_ Loads Load Combination Span Max. "" Deft Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0-000 0.0000 0-000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 12 850 12,350 D Only 6.425 6.175 L Only 6.425 6.175 D+L 12.850 12.350 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title : Job # Dsgnr: Project Desc.: Project Notes I Me 01VUK Une fl Pfln`er': i5 Y 1`:. 8:09,hl Steel Beam S�r.L'°3-c"T"P` pmwP=Atch)FLM `ERY;r ` ode ENERCALC. INC. 1983-2011. Build:6.11.6.23, Ver6.1.10.0 Description : RC-8 Material Properties Analysis Method: Allowable Stress Design Beam Bracing: Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi i - D(0.2) L(0-2] 1 i , Span = 19.0 Applied Loads Uniform Load: D = 0.20, L = 0.20 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = _ 0.168: 1 Section used for this span W12X30 Mu : Applied 18.050 k-ft Mn / Omega: Allowable 107.535 k-ft Load Combination +D+L+H Location of maximum on span 9.500ft Span # where maximum occurs Span # 1 Maximum Deflection W 12X30 ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward L+Lr+S Deflection 0.086 in Ratio = 2662 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.171 in Ratio = 1331 Max Upward Total Deflection 0.000 in Ratio = 0 <180 s a� 0.059 : 1 W 12X30 3.80 k 63.960 k +D+L+H 0.000 ft Span # 1 ; Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D Dsgn. L = 19.00 ft 1 0-084 0.030 9-03 9.03 179-58 107.53 1.00 1.00 1.90 95.94 63.96 +D+L+H Dsgn. L = 19.00 ft 1 0.168 0 059 18.05 1805 179-58 107.53 1.00 1.00 3.80 95.94 63,96 +D+0.75OLr+0.750L+H Dsgn. L = 19.00 ft 1 0.147 0.052 15-79 15.79 179.58 107.53 1.00 1.00 333 95.94 63.96 +D+0.750L+0.750S+H Dsgn. L = 19.00 ft 1 0.147 0.052 15.79 15.79 17958 10753 1.00 1.00 3.33 95.94 63.96 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 19.00 ft 1 0.147 0 052 15.79 15.79 179.58 107.53 1-00 1.00 3.33 95.94 63.96 +D+0.750L+0.750S+0.750W+H Dsgn. L = 19.00 ft 1 0147 0.052 15.79 15.79 179.58 107.53 1.00 1.00 3.33 95.94 63.96 +D+O 750Lr+0.750L+0.5250E+H Dsgn. L = 19.00 ft 1 0.147 0.052 15.79 15.79 179.58 107.53 100 1.00 3.33 95.94 63.96 +D+0.750L+0.750S+0-5250E+H Dsgn. L = 19,00 ft 1 0-147 0.052 15,79 15.79 179.58 107.53 1.00 1.00 3-33 95.94 63.96 Overall Maximum Deflections -_U_nfactored Loads Load Combination Span Max. "=' Deft Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions - Unfact_ored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.800 s.uDu D Only 1.900 1.900 L Only 1.900 1.900 D+L 3 800 1800 Title Block Line 1 Title : You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Job # ' Steel Beam File: LV3Currenl Pro)eCiStPfaltArCh1FLA3lkERY�81dbe3m5 CcE J S8.1 EHERC&C, INC. 1-2011, Build:6.11.6-23- Ver.61.10.0 Description : RC-9 Material Pro . ies Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Analysis Method: Allowable Stress Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29.000.0 ksi Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 D(3.5) L(1.5) Span = 16.0 ft W 12X30 Span =5.60ft W12X30 Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 2 Uniform Load: D = 0.20, L = 0.20 k/ft, Tributary Width =1.0 ft Point Load: D=3.50, L = 1.50 k @ 0.0 ft DESIGN SUMMARY ' Maximum Bending Stress Ratio = 0.013: 1 Maximum Shear Stress Ratio = 0.019 : 1 Section used for this span W12X30 Section used for this span W12X30 Mu : Applied 1.371 k-ft Vu : Applied 1.193 k Mn / Omega: Allowable 107.535 k-ft Vn/Omega : Allowable 63.960 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 2.972ft Location of maximum on span 16.000 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.001 in Ratio = 6 i 342 Max Upward Total Deflection -0.002 in Ratio = 113739 Maximum Forces & Stresses for Load Combinations_ Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D Dsgn. L = 16.00 ft 1 0.002 0.009 -0.20 0.20 179.58 107.53 1.00 1.00 0.60 95.94 63.96 Dsgn. L = 5.60 ft 2 0.006 0.009 0.69 -0.20 0.69 179.58 107.53 1.00 1.00 0.60 95.94 63.96 +D+L+H Dsgn. L = 16.00 ft 1 0.004 0.019 -0.41 0.41 179.58 107.53 1.00 1.00 1.19 95.94 63.96 Dsgn, L = 5,60 ft 2 0.013 0,019 1.37 -0.41 1.37 179.58 107.53 1.00 1.00 1.19 95.94 63.96 +D+0.750Lr+0.750L+H Dsgn. L = 16.00 ft 1 0.003 0.016 -0.36 0.36 179.58 107.53 1.00 1.00 1.04 95.94 6396 Dsgn, L = 5.60 ft 2 0.011 0.016 120 -0.36 1.20 179.58 107.53 1.00 1.00 1,04 95.94 63.96 +D+0.750L+0.750S+H Dsgn. L = 16.00 ft 1 0.003 0.016 -0.36 0.36 179.58 107.53 1.00 1.00 1.04 9594 63.96 Dsgn. L = 5.60 ft 2 0.011 0.016 1.20 -0.36 1.20 179.58 107.53 1.00 1.00 1.04 95.94 63.96 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 16.00 ft 1 0.003 0.016 -0.36 0.36 179.58 107.53 1.00 1.00 1.04 95.94 63.96 Dsgn. L = 5.60 ft 2 0.011 0.016 1.20 -0.36 1.20 179.58 107.53 1.00 1.00 1.04 95.94 63.96 +D+0.750L+0.750S+0.750W+H Dsgn. L = 16.00 ft 1 0.003 0.016 -0.36 0.36 179.58 107+53 1.00 1.00 1.04 95.94 63.96 Dsgn. L = 5.60 ft 2 0.011 0.016 1.20 -0.36 1.20 179.58 107.53 1.00 1,00 1.04 95.94 63.96 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 16.00 ft 1 0,003 0.016 -0.36 0,36 179.58 107.53 1.00 1.00 1.04 95.94 63.96 Dsgn. L = 5W ft 2 0.011 0.016 1.20 -0,36 1.20 179.58 107.53 1.00 1.00 1.04 95.94 63.96 +D+0,750L+0.750S+0.5250E+H Dsgn, L = 16.00 ft 1 0.003 0.016 -0.36 0,36 179,58 107.53 1.00 1.00 1,04 95.94 63.96 Dsgn. L = 5.60 ft 2 0.011 0.016 1.20 -0.36 1,20 179-58 107.53 1.00 1.00 1.04 95.94 63.96 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Beam Description: RC-9 Overall Maximum Denections - Unfactored Loads Title : Dsgnr. Project Desc.: Project Notes : Job # lei ver.6.1. Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.00o 0.00m 0.000 2 0.0000 0.000 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAX'imum -0.025 6.218 1.047 D Only -0.013 4.109 0.524 L Only -0.013 2.109 0.524 D+L -0.025 6.218 1.047 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Title : Dsgnr: Project Desc.: Project Notes Job # Rl'k81C1heam5,edi I.$A Ver6.1.10.0 Description : RD-1 Material Properties Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Analysis Method: Allowable Stress Design Fb - Tension 2600 psi E : Modulus of Elasticity Load Combination 2006 IBC & ASCE 7-05 Fb - Compr 2600 psi Ebend- xx 1900 ksi Fc - Prll 2510 psi Eminbend - xx 965.71 ksi Wood Species : iLevel Truss Joist Fc - Perp 750 psi Wood Grade : MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling Df0.251 L[0.24 i 3-1.75x11.87 Applied Loads Uniform Load : D = 0.250, L = 0.240 , Tributary Width =1.0 ft DESAQN.SIJA?MARy- Span = 12.0 ft IM"mum Bending Stress Ratio = 0.33Q 1 Section used for this span 3-1.75x11.87 fb : Actual = 857.78 psi FB : Allowable = 2,600.00psi Load Combination +D+L+H Location of maximum on span = 6.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Service loads entered. Load Factors will be Maximum Shear Stress Ratio = Section used for this span fv : Actual = Fv : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Max Downward L+Lr+S Deflection 0.081 in Ratio = 1775 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.166 in Ratio = 869 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FIV C r C C I +D Length =12.0 ft 1 0.168 0.106 1.000 1.000 1.000 1.000 1.000 +D+L+H 1.000 1.000 1.000 1.000 Length =12.0 ft 1 0.330 0.208 1 000 1.000 1.000 1.000 1.000 +D+0.750Lr+0.750L+H 1.000 1.000 1.000 1.000 Length =12.0 ft 1 0.290 0.183 1 000 1.000 1.000 1.000 1.000 +D+0.750L+0.750S+H 1.000 1-000 1.000 1.000 Length =12.0 ft 1 0,290 0.183 1.000 1.000 1.000 1.000 1.000 +D+0,750Lr+0.750L+0.750W+H 1 000 1.000 1.000 1.000 Length =12.0 ft 1 0 290 0183 1.000 1.000 1.000 1.000 1 000 +D+0.750L+0.750S+0.750W+H 1.000 1.000 1.000 1.000 Length =12.0 ft 1 0.290 0.183 1.000 1.000 1.000 1.000 1.000 +D+0-750Lr+0.750L+0.5250E+H 1.000 1 000 1.000 1.000 Length =12.0 ft 1 0.290 0183 1.000 1.000 1.000 1.000 1.000 +D+0-750L+0.750S+0.5250E+H 1.000 1 000 1.000 1.000 Length =12.0 ft 1 0.290 0.183 1.000 1.000 1-000 1.000 1.000 for caiculations. 0.208 : 1 3-1.75x11.87 59.42 psi 285.00 psi +D+L+H 0.000 ft Span # 1 Summary of Moment Values Summary of Shear Values Mactual fb-design Fb-allow Vactual fv-design Fv-allow 4.50 437-64 2,600.00 1.26 30.32 285.00 8.82 85778 2,600.00 247 59.42 285.00 7.74 75274 2,600.00 2.17 52.14 28500 7.74 752.74 2,600.00 217 52.14 28500 7.74 752.74 2,600.00 2.17 52.14 285.00 7.74 752,74 2,600.00 2.17 52.14 285.00 7.74 75274 2,600.00 2.17 5214 285.00 7.74 752.74 2,600.00 217 52.14 285.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Wood Beam Description : RD-1 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl D+L Location in Span 0.1656 6.060 Title : Job # Dsgnr. Project Desc.: Project Notes Load Combination Printec: 15:)K 21rF1. 8:10AM WC. 1983-Ml1. EUWA11.6.23. ver.6.1.10.0 Max. "+" Defl Location in Span Vertical Reactions - Unfactore Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.940 2.940 D Only 1.500 1.500 L Only 1.440 1.440 D+L 2.940 2.940 Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Title Block" selection. Project Notes Title Block Line 6 Wood Beam He: ZM-CuneetPrvfeols'PiattArchIFIANI�RY1�sl scfi ENERCALC, INC.1983.2011, Build:6,11.6.73. Ver6.1.10.0 D.G0 Description : RD-2 Material Properties Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Analysis Method: Allowable Stress Design Fb - Tension 2,600.0 psi E : Modulus of Elasticity Load Combination 2006 IBC & ASCE 7-05 Fb - Compr 2,600.0 psi Ebend-xx 1,900.Oksi Fc - Prll 2,510.0 psi Eminbend - xx 965.71 ksi Wood Species iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D7 0.251 L(O-24) 3-1.75x11.87 Span = 16.250 ft Applledl Loads_ f Uniform Load : D = 0.250, L = 0.240 , Tributary Width =1.0 ft -D.ES1GN SUMMARY IMaximum Bending Stress Ratio = 0.60!i 1 Section used for this span 3-1.75x11.87 fb : Actual = 1,572.96psi FB : Allowable = 2,600.00psi Load Combination +D+L+H Location of maximum on span = 8.125ft Span # where maximum occurs = Span # 1 Maximum Deflection Service loads entered. Load Factors wi€I be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward L+Lr+S Deflection 0.273 in Ratio = 715 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.557 in Ratio = 350 Max Upward Total Deflection 0.000 in Ratio = 0 <180 _Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C r C m C +D Length =16 250 ft 1 0.309 0.151 1.000 1.000 1.000 1.000 1.000 +D+L+H 1.000 1.000 1.000 1.000 Length =16 250 ft 1 0.605 0 296 1.000 1.000 1 000 1 000 1.000 +D+0.750Lr+0.750L+H 1.000 1.000 1.000 1.000 Length=16.250 ft 1 0.531 0 260 1.000 1 000 1 000 1.000 1.000 +D+0.750L+0.750S+H 1.000 1.000 1.000 1.000 Length =16250 ft 1 0.531 0.260 1.000 1.000 1-000 1.000 1.000 +D+0.750Lr+0 750L+0.750W+H 1 000 1.000 1.000 1.000 Length=16.250 ft 1 0.531 0 260 1 000 1.000 1 000 1.000 1.000 +D+0.750L+0.750S+0.750W+H 1.000 1.000 1.000 1.000 Length=16.250 ft 1 0 531 0.260 1.000 1 000 1 000 1.000 1.000 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.000 1.000 1 000 Length =16.250 ft 1 0.531 0.260 1.000 1.000 1.000 1.000 1.000 +D+0.750L+0.750S+0.5250E+H 1 000 1.000 1.000 1 000 Length=16.250 ft 1 0 531 0 260 1.000 1.000 1.000 1-000 1.000 a • _ 0.296 : 1 3-1.75x11.87 84.29 psi = 285.00 psi +D+L+H = 0.000 ft = Span # 1 Summary of Moment Values Summary of Shear Values Mactual fb-design Fb-allow Vactual fv-design Fv-allow 8.25 80253 2,600.00 1617 1,57296 2,600.00 14.19 1,380.36 2,60000 14.19 1,380.36 2,600.00 14.19 1,380.36 2,600.00 14.19 1,380.36 2,600.00 14.19 1,380.36 2,600.00 14.19 1,380.36 2,600.00 1.79 43.01 285.00 350 84.29 285.00 3.07 73.97 285.00 3.07 73.97 285.00 3.07 73.97 28500 3.07 73.97 285.00 3.07 73.97 28500 3.07 7397 285-00 Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Black Line 6 ar€n+ae:15 DEC as+ . 8:11AM Wood Seam z>� ramttwc�,lrscams ece k�RC14LC, f�tC. s9$3.2fl11, B�dfi_Tf.fiT3. Ver.6.1.10.ii KW-06007344 .Description Licensee: PLATTINUM ENGINEERING : RD-2 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 0.5567 8.206 0.0000 0.000 Vertical Reactions - t_1_nf_act_o_red Support notation : Far left is #1 Values in KIPS Load Combination l Support 1 Support 2 Overall MAXimum 3.981 3.981 D Only 2.031 2.031 L Only 1.950 1.950 D+L 3.981 3.981 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 I Wall Footing 104 1.21 Description : CW-1 wall at roof C worst cas( General Information Material Properties fc : Concrete 28 day strength = fy : Rebar Yield = Ec : Concrete Elastic Modulus = Concrete Density = tp Values Flexure = Shear = Analysis Settings Min Steel % Bending Reinf. _ Min Allow % Temp Reinf. _ Min. Overturning Safety Factor = Min. Sliding Safety Factor = AutoCalc Footing Weight as DL Dimensions Footing Widt = 3.0 Wall Thickness = 24.0 i Wall center offset from center of footing = 0 ii Applied Loads P : Column Load OB : Overburden V-x M-zz Vx applied DESIGN SUMMARY Title: Job # Dsgnr: Project Desc.: Project Notes . - - - F49: Z-=Cun nt Fmp9Cl PP0AmhTLANNERYlta cbwms,9c6 ENERMC. INC. IS3 011. Bu ld:6.11.6.23. ver.6.1.10A ft Calculations per ACI 318-05, IBC 2006, CBC 2007, ASCE 7-05 Soil Design Values 2.50 ksi Allowable Soil Bearing = 3.0 ksf 60.0 ksi Increase Bearing By Footing Weight = No 3,122.0 ksi Soil Passive Resistance (for Sliding) - 250.0 pcf 145.0 pcf Soil/Concrete Friction Coeff. - 0.30 0.90 0.750 Increases Lased on footing Depth Reference Depth below Surface - 0.0 ft 0.00140 Allow. Pressure Increase per foot of depth = 0.0 ksf 0.00180 when base footing is below = 0.0 ft 1.50 1 Increases teased on footing Width 1.50 : 1 Allow. Pressure Increase per foot of width = 0.0 ksf Yes when footing is wider than - 0.0 ft Reinforcing Footing Thicknes = 12.0 in Bars along X-X Axis n Rebar Centerline to Edge of Concrete.. Bar spacing - 12.00 at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 D Lr = 2.50 0.50 - 0.0 0.0 = 0.0 0.0 = 0.0 0.0 0.0 in above top of footing L 1.0 0.0 0.0 0.0 0.0 0.0 Min. Ratio Item Applied Capacity PASS 0.5179 Soil Bearing 1.554 ksf 3.0 ksf PASS 6.506 Overturning - Z-Z 0.4060 k-ft 2.642 k-ft PASS 1.677 Sliding -X-X 0.3150 k 0.5283 k PASS n/a Uplift 0.0 k 0.0 k PASS 0.02035 Z Flexure (+X) 0.2452 k-ft 12.046 k-ft PASS 0.02035 Z Flexure (-X) 0.2452 k-ft 12.046 k-ft PASS n/a 1-way Shear (+X) 0.0 psi 75.0 psi PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi E H 0.0 0.0 0.0 k 0.0 0.0 0.0 ksf 0.0 0.450 0.0 k 0.0 0.130 0.0 k-ft r- r Governing Load Combination +D+0.750Lr+0.750L+0. 0.6D+0.7E 0.6D+0.7E No Uplift +1.20D+0.50Lr+1.60L+ +1.20D+0.50Lr+1.60L+ n/a n/a Title Block Line 1 Title : You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Description : CW-1 wall at roof C worst case Detailed Results Soil Beai Rotation Gross Allowable +D 3.0 ksf 0.0 in 0.9783 ksf +D+L+H 3.0 ksf 0.0 in 1.312 ksf +D+Lr+H 3.0 ksf 0.0 in 1.145 ksf +D+0.750Lr+0.750L+H 3.0 ksf 0.0 in 1.353 ksf +D+0.750L+0.750S+H 3.0 ksf 0.0 in 1.228 ksf +D+0.70E+H 3.0 ksf 1.660 in 0.7113 ksf +D+0.750Lr+0.750L+0.750W+H 3.0 ksf 0.0 in 1.353 ksf +D+0.750L+0.750S+0.750W+H 3.0 ksf 0.0 in 1.228 ksf +D+0.750Lr+0.750L+0.5250E+H 3.0 ksf 0.90 in 1.153 ksf +D+0.750L+0 750S+0.5250E+H 3.0 ksf 0.9916 in 1.028 ksf +0.60D+0.70E+H 3.0 ksf 2.767 in 0.3199 ksf Overtuming Stability Rotation Axis & - - Load Combination... Overturning Moment Resisting Moment D D+L+Lr 0.6D+L+0.7E , 0.6D+0.7E Sliding Stability None None 0.4060 k-ft 0.4060 k-ft 0.0 k-ft 0.0 k-ft 4.142 k-ft 2.642 k-ft Job # Actual 1 Allolriable, 0.9783 ksf 0.326 1.312 ksf OAK 1.145 ksf 0,382 1.353 ksf 0,451 1.228 ksf 0,409 1.245 ksf 0.415 1.353 ksf 0A51 1.228 ksf 0,409 1.554 ksf 10.518 1.429 ksf 0.476 0.8541 ksf 0.285 Units : k-ft Stability Ratio Status Infinity OK Infinity OK 10.201 OK 6.506 OK Force Application Axis Load Combination.,. Sliding Force Resisting Force Sliding Safety Ratio Status D 0.0 k 0.8805 k No Slidinq OK D+L+Lr 0.0 k 1.331 k No Slidinq OK 0.6D+L+0.7E 0,3150 k 0.8283 k 2.630 OK . 0.6D+0.7E 0.3150 k 0.5283 k 1.677 OK footing Flexure _ Flexure Axis &Load Combination Mu Which Tension c� Bot. As Req'd Gvrn. As Actual As Phi*Mn k-ft Side ? or Top ? inA2 inA2 inA2 k-ft Status +1.40D 0.1963 -X Bottom 0.0064 Calc'd Bendinq 0.31 12.046 OK +1.40D 0.1963 +X Bottom 0.0064 Calc'd Bendinq 0.31 12.046 OK +1.20D+0.50Lr+1.60L+1.60H 0.2452 -X Bottom 0.0081 Cale'd Bendinq 0.31 12.046 OK +1.20D+0.50Lr+1.60L+1.60H 0.2452 +X Bottom 0.0081 Calc'd Bendinq 0.31 12.046 OK , +1.20D+1.60L+0.50S+1.60H 0.2348 -X Bottom 0.0077 Calc'd Bendinq 0.31 12.046 OK +1.20D+1.60L+0.50S+1.60H 0.2348 +X Bottom 0.0077 Calc'd Bendinq 0.31 12.046 OK +1.20D+1.60Lr+0.50L 0.2223 -X Bottom 0.0073 Calc'd Bendinq 0.31 12.046 OK +1.20D+1.60Lr+0.50L 0.2223 +X Bottom 0.0073 Calc'd Bendinq 0.31 12.046 OK +1.20D+1.60Lr+0.80W 0.2015 -X Bottom 0.0066 Calc'd Bendinq 0.31 12.046 OK , +1.20D+1.60Lr+0.80W 0.2015 +X Bottom 0.0066 Calc'd Bendinq 0.31 12.046 OK +1.20D+0.50L+1.60S 0.189 -X Bottom 0.0062 Calc'd Bendinq 0.31 12.046 OK +1.20D+0.50L+1.60S 0.189 +X Bottom 0.0062 Calc'd Bendinq 0.31 12.046 OK +1.20D+0.50Lr+0.50L+1.60W 0.1994 -X Bottom 0.0066 Calc'd Bendinq 0.31 12.046 OK +1.20D+0.50Lr+0.50L+1.60W 0.1994 +X Bottom 0.0066 Calc'd Bendinq 0.31 12.046 OK +1.20D+0.50L+0.50S+1.60W 0.189 -X Bottom 0.0062 Calc'd Bendinq 0.31 12.046 OK , +1.20D+0.50L+0.50S+1.60W 0.189 +X Bottom 0.0062 Calc'd Bendinq 0.31 12.046 OK , +1.20D+0.50L+0.20S+E 0.1461 -X Bottom 0.0048 Calc'd Bendinq 0.31 12.046 OK , +1.20D+0.50L+0.20S+E 0.2319 +X Bottom 0.0076 Calc'd Bendinq 0.31 12.046 OK +0.90D+E+1.60H 0.08328 -X Bottom 0.0027 Calc'd Bendinq 0.31 12.046 OK +0.90D+E+1.60H 0.1691 +X Bottom 0.0056 Calc'd Bendinq 0.31 12.046 OK One Way Shear - - Units : k Load Combination... Vu c4) -X Vu (P +X Vu:Max Phi Vn VL€1 Phi'Vn Status +1.40D 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50Lr+1.60L+1.60H 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+1.60L+0.50S+1.60H 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+1.60Lr+0.50L 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+1.60Lr+0.80W 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50L+1.60S 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50Lr+0.50L+1.60W 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50L+0.50S+1.60W 0 psi 0 psi 0 psi 75 psi 0 OK Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Description: CW-1 wall at roof C worst case One Way Shear Load Combination... Vu c -X +1.20D+0.50L+0.20S+E +0.90D+E+1.60H VuC+X Title : Dsgnr: Project Desc.: Project Notes : Vu-,Max Phi Vn 0 psi 0 psi 0 psi 75 psi 0 psi 0 psi 0 psi 75 psi Job # Units : k Vu ! Phi'Vn Status 0 OK 0 OK Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc., and then using the "Printing & Title Block" selection. Project Notes Title Block Line 6 NriBi;: ES >_K.11. 8:1'AM Wood Beam Ale: z�aml Pm*tsRmArdiTLANHERYtMdbeAc6 ENERCAMC, INC.1983-2011. BulldA11.623. Ver &1.10.0 Description : RD-3 Material Properties Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Analysis Method: Allowable Stress Design Fb - Tension 2,600.0 psi E: Modulus of Elasticity Load Combination 2006 IBC & ASCE 7-05 Fb - Compr 2,600.0 psi Ebend-xx 1,900.Oksi Fc - Prll 2,510.0 psi Eminbend - xx 965.71 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling . .. D(0.25) LL0.241 E w Applied Loads Uniform Load: D = 0.250, L = 0.240, Tributary Width =1.0 ft ❑ES16N S11MMA V V 3-1.75x11.87 Span = 8.0 ft Sen.,ice loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.147' 1 Section used for this span 3-1.75x11.87 fb : Actual = 381.23 psi FB : Allowable = 2,600.00psi Load Combination +D+L+H Location of maximum on span = 4.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Design . Maximum Shear Stress Ratio = 0.126 1 Section used for this span 3-1.75x11.87 fv : Actual = 35.84 psi Fv : Allowable = 285.00 psi Load Combination +D+L+H Location of maximum on span = 7.040 ft Span # where maximum occurs = Span # 1 Max Downward L+Lr+S Deflection 0.016 in Ratio = 5993 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.033 in Ratio = 2935 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C F/V C r C m C t +D - Length = 8.0 ft 1 0.075 0.064 1,000 1.000 1.000 1.000 1.000 +D+L+H 1.000 1.000 1.000 1.000 Length = 8.0 ft 1 0.147 0.126 1.000 1.000 1.000 1 000 1.000 +D+0.750Lr+0.750L+H 1.000 1.000 1.000 1.000 Length = 8.0 ft 1 0.129 0.110 1.000 1 000 1.000 1 000 1.000 +D+0.750L+0.750S+H 1 000 1.000 1.000 1 000 Length = 8.0 ft 1 0.129 0.110 1.000 1 000 1.000 1.000 1.000 +D+0.750Lr+0.750L+0.750W+H 1.000 1.000 1.000 1.000 Length = 8.0 ft 1 0.129 0 110 1.000 1 000 1.000 1.000 1.000 +D+0.750L+0.750S+0.750W+H 1.000 1.000 1.000 1.000 Length = 8.0 ft 1 0.129 0.110 1.000 1.000 1.000 1.000 1.000 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.000 1.000 1.000 Length = 8.0 ft 1 0.129 0 110 1.000 1.000 1 000 1.000 1.000 +D+0.750L+0.750S+0.5250E+H 1.000 1 000 1.000 1.000 Length = 8.0 ft 1 0-129 0110 1.000 1.000 1 000 1.000 1.000 Summary of Moment Values Summary of Shear Values Mactual fb-design Fb-allow Vactual fv-design Fv-allow 200 194.51 2,60000 392 381.23 2,60000 3.44 334.55 2,600.00 3.44 334.55 2,600.00 3.44 334.55 2,600.00 3.44 334.55 2,600.00 3.44 334.55 2,600-00 3.44 334.55 2,600.00 0.76 1829 28500 1.49 35.84 285.00 1.31 3145 28500 1.31 3145 285.00 1.31 3145 285.00 1.31 31.45 285.00 Il[c3�3��kb>t1Ir1 1-31 31.45 285.00 Title Block Line 1 Title : You can change this area Dsgnr using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Description: RD-3 Overall Maximum Deflations - Unfactored Loads Job # Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 0.0327 4.040 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAximum 1.960 1.960 D Only 1.000 1.000 L Only 0.960 0.960 D+L 1.960 1.960 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing 8 Title Block" selection. Steel Beam Description : RD-4 Material Properties Analysis Method: Allowable Stress Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 Title : Job # Dsgnr: Project Desc.: Project Notes INC.1983-2011. Build:6.11AM.Ver.6.1.10.0 Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi I D(0.14) L(0,14) ■ • it Applwd Loads W 12X22 Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.140, L = 0.140 klft, Tributary Width =1.0 ft DESIGN SUMMARY + Maximum Bending Stress Ratio = 0,094: 1 Maximum Shear Stress Ratio = 0.031 Section used for this span W12X22 Section used for this span W12X22 Mu : Applied 6.860 k-ft Vu : Applied 1.960 k Mn / Omega: Allowable 73.104 k-ft Vn/Omega : Allowable 63.960 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 7.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.027 in Ratio = 6230 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.054 in Ratio = 3115 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces &_ Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +p Dsgn. L = 14.00 ft 1 0,047 0.015 3-43 3.43 122.08 7310 1.00 1.00 098 95.94 63.96 +D+L+H Dsgn. L = 14.00 ft 1 0.094 0 031 6,86 6.86 122-08 7310 100 1.00 196 95.94 63.96 +D+0.750Lr+0.750L+H Dsgn. L = 14.00 ft 1 0.082 0.027 600 6.00 122.08 73.10 1.00 1.00 1.72 95.94 6396 +D+0.750L+0.750S+H Dsgn. L = 14.00 ft 1 0.082 0.027 600 6.00 122.08 73.10 1.00 1.00 172 95.94 63.96 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 14.00 ft 1 0.082 0.027 6.00 6.00 122-08 73.10 1.00 1.00 172 95.94 63.96 +D+0.750L+0.750S+0.750W+H Dsgn. L = 14.00 ft 1 0,082 0.027 600 600 122.08 73.10 1.00 1.00 172 95.94 63.96 +D+0-750Lr+0-750L+0.5250E+H Dsgn. L = 14.00 ft 1 0.082 0.027 6.00 600 122.08 73.10 1.00 1.00 1.72 95.94 63.96 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 14.00 ft 1 0.082 0.027 600 6.00 122.08 73.10 1.00 1.00 1.72 9594 63.96 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max " " Defl Location in Span Load Combination Max. "+" DO Location in Span 1 00000 0.000 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.960 1.960 D Only 0-980 0.980 L Only 0 980 0 980 D+L 1.960 1.960 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Description : RD-5 - Drag Strut Title : Dsgnr: Project Desc.: Project Notes Job # General Information Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Steel Section Name: W12X35 Overall Column Height 20.0 ft Analysis Method: 2006 IBC & ASCE 7-05 Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade A-992, High Strength, Low Alloy, Fy = 50 ksi Fy : Steel Yield 50.0 ksi Brace condition for deflection (buckling) along columns E : Elastic Bending Modulus 29,000.0 ksi X-X (width) axis : Fully braced against buckling along X-X Axis Load Combination: Allowable Stress Y-Y (depth) axis :Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 701.22 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 20.0 ft, E =11.50 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are .. . Pu : Axial Pn / Omega: Allowable Mu-x : Applied Mn-x / Omega: Allowable Mu-y : Applied Mn-y / Omega: Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max above base At maximum location values are . Vu : Applied Vn / Omega: Allowable Load Combination Results Load Combination +D+0.70E+H +D+0.750Lr+0.750L+0.5250E+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H O.02838 : 1 Maximum SERVICE Load Reactions . . +D+0.70E+H Top along X-X 0.0 k 0.0 ft Bottom along X-X 0.0 k Top along Y-Y 0.0 k 8.751 k Bottom along Y-Y 0.0 k 308.38 k 0.0 k-ft Maximum SERVICE Load Deflections ... 127.74 k-ft Along Y-Y 0.0 in at for load combination 0.0 k-ft 28.693 k-ft Along X-X 0.0 in at for load combination 0.0 :1 0.0 ft 0.0 k 0.0 k Maximum Axial + Bendina Stress Ratios Stress Ratio Status Location 0.028 PASS 0.00 ft 0.022 PASS 0.00 ft 0.022 PASS 0.00 ft 0.027 PASS 0.00 ft 0.0ft above base 0.0ft above base Maximum Shear Ratiogi Stress Ratio Status Location 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0100 ft 0.000 PASS 0.00 ft Maximum Reactions - Unfactored Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base E Only k k 11.500 k Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance Max Y-Y Deflection Distance E Only 0 0000 in 0.000 ft 0.000 in 0.000 ft Steel Sections Properties W12X35 Title Block Line 1 Title : Job # You can change this area Dsgnr using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Description: RD-5 - Drag Strut Steel Section Properties 1W12x35 Depth _ 12.500 in Ixx = 265.00 inA4 Web Thick = 0.300 in S roc = 45.60 in^3 Flange Width - 6.560 in R roc - 5.250 in Flange Thick = 0.520 in Area - 10.300 in^2 Iyy = 24.500 in^4 Weight = 35.061 plf S yy = 7.470 inA3 R yy - 1.540 in Ycg - 0.000 in X = 0. K O I� 2 Loads are total entered value. Arrows do not reflect absolute direction. Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Pr nte� ::: <. 2041 Wood Beam Fde:Z1IX3Cnrrcx�tAn�ectsPFdltA�tllFi.fWNEecB ENERCALC, INC.1983-2011. Build:6.11.623. Ver6.1.10.0 Description : RE-1 Material Properties Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Analysis Method: Allowable Stress Design Fb - Tension 2,600.0 psi E : Modulus of Elasticity Load Combination 2006 IBC & ASCE 7-05 Fb -Compr 2,600.0psi Ebend-xx 1,900.Oksi Fc - Prll 2,510.0 psi Eminbend - xx 965.71 ksi Wood Species : iLeve.l Truss Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling i D,(0.21), L(0.21) _ f i i i i i 3-1.75x11.87 Span = 16.0 ft _ADDlied Dads Uniform Load : D = 0.210, L = 0.210, Tributary Width =1.0 ft DESIGN SU14Nh9ARY Maximum Bending Stress Ratio = 0.503t 1 Section used for this span 3-1.75x11.87 fb : Actual = 1,307.09psi FB : Allowable = 2,600.00psi Load Combination +D+L+H Location of maximum on span = 8.000ft Span # where maximum occurs = Span # 1 Maximum Deflection �I Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = 0.250 :1 Section used for this span 3-1.75x11.87 fv : Actual = 71.14 psi Fv : Allowable = 285.00 psi Load Combination +D+L+H Location of maximum on span = 15.040 ft Span # where maximum occurs = Span # 1 Max Downward L+Lr+S Deflection 0.224 in Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.448 in Ratio = Max Upward Total Deflection 0.000 in Ratio = 856 0 <360 428 0 <180 Maximum Forces & Stresses for Load Combinations _ Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C F/V C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length =16.0 ft 1 0.251 0.125 1.000 1.000 1.000 1.000 1.000 6.72 653,54 2,600.00 148 3557 28500 +D+L+H 1.000 1.000 1.000 1.000 Length =16.0 ft 1 0.503 0.250 1.000 1 000 1.000 1,000 1,000 13.44 1,307.09 2,600.00 2.96 71 14 285.00 +D+0.750Lr+0.750L+H 1.000 1.000 1.000 1.000 Length =16.0 ft 1 0.440 0.218 1.000 1.000 1.000 1.000 1.000 11.76 1,143.70 2,600.00 2.59 6225 285.00 +D+0.750L+0.750S+H 1.000 1.000 1.000 1.000 Length =16.0 ft 1 0.440 0.218 1.000 1.000 1.000 1,000 1.000 1136 1,143.70 2,600.00 259 6225 285.00 +D+0,750Lr+0.750L+0.750W+H 1 000 1.000 1.000 1.000 Length =16.0 ft 1 0.440 0.218 1.000 1.000 1.000 1.000 1.000 11.76 1,143.70 2,600.00 2.59 62.25 285.00 +D+0.750L+0.750S+0.750W+H 1.000 1.000 1.000 1.000 Length =16.0 ft 1 0.440 0.218 1 000 1.000 1 000 1.000 1.000 1176 1,143.70 2,600.00 2.59 6225 285.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.000 1.000 1.000 Length =16.0 ft 1 0.440 0.218 1.000 1.000 1 000 1,000 1.000 1176 1,143.70 2,600.00 2.59 62.25 285.00 +D+0.750L+0.750S+0.5250E+H 1.000 1 000 1.000 1.000 Length =16.0 ft 1 0.440 0.218 1 000 1.000 1 000 1.000 1.000 1176 1,143.70 2,600.00 2.59 62.25 285.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Description: RE-1 Overall Maximum Deflections - Unfactored Loads Title : Dsgnr. Project Desc.: Project Notes: Job # Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L t 0.4485 8.080 0.0000 0.000 Reactions • Unfactored Support notation : Far left is #1 Values in KIPS _Vertical Load Combination Support 1 Support 2 Overall MAximum 3.36D 3.360 D Only 1.680 1.680 L Only 1.680 1.680 D+L 3.360 3.360 Title Block Line 1 Title : You can change this area Dsgnr: using the "Settings" menu item Project Desc-: and then using the "Printing & Project Notes Title Block" selection. Description : RE-2 Job # Material Properties Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Analysis Method: Allowable Stress Design Fb - Tension 2,600.0 psi E: Modulus of Elasticity Load Combination 2006 IBC & ASCE 7-05 Fb - Compr 2,600.0 psi Ebend- xx 1,900.0 ksi Fc - Prll 2,510.0 psi Eminbend - xx 965.71 ksi Wood Species Wood Grade : iLevel Truss Joist : MicroLam LVL 1.9 E Fc - Perp Fv 750.0 psi 285.0 psi Beam Bracing Ft : Beam is Fully Braced against lateral -torsion buckling 1,555.0psi Density 32.210pcf D(0.21 ) L(0.21 ) _ r. i i .i 3-1.75x11.87 Span = 8.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.210, L = 0.210 , Tributary Width =1.0 ft DESIGN i Y a - Maximum Bending Stress Ratio = 0.1341 Maximum Shear Stress Ratio - 0.113 :1 Section used for this span 3-1.75x11.87 Section used for this span 3-1.75x11.87 fb : Actual = 347.51 psi fv : Actual = 32.10 psi FB : Allowable = 2,600.00psi Fv : Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.125ft Location of maximum on span = 7.301 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.016 in Ratio = 6245 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.032 in Ratio = 3122 Max Upward Total Deflection 0.000 in Ratio = 0 <180 _Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C F/V C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length = 8 250 ft 1 0.067 0 056 1.000 1.000 1.000 1.000 1.000 179 173.76 2,600.00 0.67 16,05 28500 +D+L+H 1 000 1.000 1 000 1 000 Length = 8,250 ft 1 0.134 0.113 1-000 1,000 1.000 1.000 1 000 3.57 347.51 2,600.00 1.33 3210 28500 +D+0.750Lr+0.750L+H 1-000 1.000 1.000 1.000 Length = 8.250 ft 1 0.117 0.099 1 000 1.000 1.000 1.000 1.000 313 30408 2,600.00 1.17 28.08 285.00 +D+0.750L+0.750S+H 1-000 1.000 1.000 1 000 Length = 8.250 ft 1 0.117 0 099 1.000 1.000 1.000 1.000 1.000 313 304.08 2,600.00 1.17 28.08 285.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.000 1.000 1.000 Length = 8.250 ft 1 0117 0 099 1.000 1.000 1.000 1 000 1.000 3.13 304.08 2,600.00 1.17 28.08 285.00 +D+0.750L+0.750S+0.750W+H 1.000 1.000 1.000 1.000 Length = 8.250 ft 1 0-117 0.099 1.000 1 000 1.000 1.000 1.000 3.13 304.08 2,600.00 1.17 28.08 28500 +D+0.750Lr+0 750L+0.5250E+H 1.000 1.000 1 000 1.000 Length = 8.250 It 1 0.117 0.099 1.000 1.000 1.000 1.000 1.000 3.13 304.08 2,60000 1.17 2808 285.00 +D+0.750L+0.750S+0.5250E+H 1 000 1.000 1.000 1.000 Length = 8,250 ft 1 0 117 0.099 1.000 1.000 1.000 1.000 1.000 313 304.08 2,600.00 1.17 28.08 285.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Description : RE-2 Overall Maximum Deflections - Unfactored loads Title : Job # Dsgnr: Project Desc.: Project Notes Pdr.Je0:15 DE: 2"11 8:21AM Buitdt5,11.8.a Ver.6.I:10.0 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 0.0317 4.166 0.0000 0.000 Vertical Reactions - Untactored Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.733 1.733 D Only 0.866 0.866 L Only 0.866 0.866 D+L 1.733 1.733 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Wood Beam Description : RE-3 Title : Dsgnr: Project Desc.: Project Notes : ENERCALC. INC.1903-Ml 1. Job # Material Properties Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Analysis Method: Allowable Stress Design Fb - Tension 2,600.0 psi E: Modulus of Elasticity Load Combination 2006 IBC & ASIDE 7-05 Fb - Compr 2,600.0 psi Ebend- xx 1,9OO.Oksi Fc - Prll 2,510.0 psi Eminbend - xx 965.71 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0psi Density 32.21Opcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D(0.21) L 0.21 ♦ v IV v v Span = 9.50 ft Applied Loads Uniform Load : D = 0.210, L = 0.210, Tributary Width =1.0 ft DESIGN SUMMARY ,. Maximum Bending Stress Ratio = 0.1771 Section used for this span 3-1.75x11.87 fb : Actual = 46O.8Opsi FB : Allowable = 2,6OO.00psi Load Combination +D+L+H Location of maximum on span = 4.750ft Span # where maximum occurs Span # 1 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection 0.028 in Ratio = 4090 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.056 in Ratio = 2045 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations s = 0.135 : 1 3-1.75x11.87 38.40 psi = 285.00 psi +D+L+H = 0.000 ft Ij - Span # 1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C FIV C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length = 9.50 ft 1 0.089 0.067 1.000 1.000 1.000 1.000 1.000 2.37 230.40 2,600.00 0.80 19.20 285.00 +D+L+H 1 000 1.000 1.000 1.000 Length = 9.50 ft 1 0.177 0.135 1.000 1 000 1.000 1.000 1.000 4.74 460.80 2,600.00 1.60 38.40 285.00 +D+0.750Lr+0.750L+H 1 000 1.000 1.000 1.000 Length = 9.50 ft 1 0.155 0.118 1.000 1.000 1.000 1.000 1.000 415 40320 2,600.00 1.40 33.60 28500 +D+0.750L+0.750S+H 1.000 1.000 1.000 1.000 Length = 9.50 ft 1 0.155 0.118 1.000 1.000 1.000 1.000 1.000 4.15 403.20 2,600.00 140 33.60 28500 +D+0.750Lr+0.750L+0.750W+H 1.000 1.000 1.000 1.000 Length = 9.50 ft 1 0.155 0.118 1 000 1.000 1.000 1.000 1,000 415 403.20 2,600.00 140 33,60 285.00 +D+0.750L+0.750S+0.750W+H 1.000 1.000 1.000 1.000 Length = 9.50 ft 1 0.155 0.118 1.000 1.000 1.000 1,000 1.000 4.15 403.20 2,600.00 1.40 33.60 285.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1 000 1.000 1.000 Length = 9 50 ft 1 0.155 0.118 1.000 1.000 1.000 1,000 1.000 4.15 403.20 2,600.00 1.40 33.60 285.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.000 1.000 1.000 Length = 9.50 ft 1 0 155 0.118 1.000 1.000 1 000 1.000 1.000 4.15 403.20 2,60000 1.40 33.60 28500 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Description: RE-3 Overall Maximum Deflections - Unfactored Loads Title : Job # Dsgnr. Project Desc.: Project Notes: Print-U: 15 DEC 2.011. 8:23AM 1983-2011. 9u1d:6.iIAM, Ver.8.1.10.0 Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 0.0557 4.798 0.0000 0.000 Vertical Reactions - Unfactored Support notallon : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.995 1.995 D Only 0.998 0.998 L Only 0.998 0.998 D+L 1.995 1.995 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing Description : FC-2.0 -12" length General Information Material Properties fc : Concrete 28 day strength = 2.50 ksi fy : Rebar Yield = 60.0 ksi Ec : Concrete Elastic Modulus = 3,122.0 ksi Concrete Density = 145.0 pcf (p Values Flexure = 0.90 Shear = 0.750 Analysis Settings Min Steel % Bending Reinf. = 0.00140 Min Allow % Temp Reinf. = 0.00180 Min. Overturning Safety Factor = 1.50 1 Min. Sliding Safety Factor = 1.50 : 1 Add Ftg Wt for Soil Pressure Yes Use fig wt for stability, moments & shears : Yes Include Pedestal Weight as DL No Dimensions Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis = 1.0 ft Footing Thicknes = 12.0 in Pedestal dimensions... px parallel to X-X Axis = 0.0 in pz : parallel to Z-Z Axis = 0.0 in Height - 0.0 in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars - 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Siz( _ # 4 Bandwidth Distribution Check (AC I 15.4.1.2) Direction Requiring Closer Separatiomg Z-Z Axis # Bars required within zone 66.7 % # Bars required on each side of zone 33.3 % Applied Loads D Title: Job # Dsgnr: Project Desc.: Project Notes : ilr!mre :2.CM, 8:5344,4, n)aWPIa11Ard,1FiANNERYrals" msAd INC.1902011. Bold 6.11,6.23. VoFo.1.10.0 Calculations per ACI 318-05, IBC 2006, CBC 2007, ASCE 7-05 Soil Design Values Allowable Soil Bearing - 1.50 ksf Increase Bearing By Footing Weight = No Soil Passive Resistance (for Sliding) = 250.0 pcf Soil/Concrete Friction Coeff. = 0.30 Increases based on footing Depth Footing vase depth below soil surface = 0.0 ft Allowable pressure increase per foot of deptl= 0.0 ksf when footing base is below = 0.0 ft Increases based on footing plan dimension Allowable pressure increase per foot of dep1= 0.0 ksf when maximum length or width is greaten 0.0 ft Z Lr L S W E H P : Column Load - 1.20 1.20 0.0 0.0 0.0 0.0 0.0 k OB : Overburden - 0.0 0.0 0.0 0.0 0.0 0-0 0.0 ksf__ M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title : Dsgnr: Project Desc.: Project Notes Job # -mDEC, 201 .4,111 General Footing g File:Z04�tN1��anArchlFLMiNERY=kkbwm c6 KW-06007344 CN► RCALC, INC. 19n2011. fWRd;6.11.6 . Ver.6.1.10.0 Licensee.ri Description : FC-2.0 -12" length DESIGN SUMMARY s - ■ s Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8967 Soil Bearing 1.345 ksf 1.50 ksf +D+Lr+H PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.03750 Z Flexure (+X) 0.8399 k-ft 22.394 k-ft +1.20D+1.60Lr+0.50L PASS 0.03750 Z Flexure (-X) 0.8399 k-ft 22.394 k-ft +1.20D+1.60Lr+0.50L PASS 0.01799 X Flexure (+Z) 0.210 k-ft 11.674 k-ft +1.20D+1.60Lr+0.50L PASS 0.01799 X Flexure (-Z) 0.210 k-ft 11.674 k-ft +1.20D+1.60Lr+0.50L PASS 0.04978 1-way Shear (+X) 3.733 psi 75.0 psi +1.20D+1.60Lr+0.50L PASS 0.04978 1-way Shear (-X) 3.733 psi 75.0 psi +1.20D+1.60Lr+0.50L PASS n/a 1-way Shear (+Z) 0.0 psi 75.0 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 75.0 psi n/a PASS 0.04882 2-way Punching 7.323 psi 150.0 psi +1.20D+1.60Lr+0.50L Detailed Results Soil Bearin Rotation Axis & Actual Soil Bearing Stress Actual (Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio Overturning Stability_ Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footng Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding •Safer Ratio Status Footing Has NO Sliding _Fooling Flexure Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi'Mn Status k-ft Side ? or Top ? in12 in12 inA2 k-ft One Way Shear Load Combination... Vu @ -X Vu 9 +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi'Vn Status Punching Shear All units k Load Combination... Vu Phi'Vn Vu / Phi`Vn Status Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing =5� Description : FS-4.0 General Information Material Properties fc : Concrete 28 day strength = 3.0 ksi fy : Rebar Yield - 60.0 ksi Ec : Concrete Elastic Modulus - 3,122.0 ksi Concrete Density = 145.0 pcf (p Values Flexure = 0.90 Shear - 0.750 Analysis Settings Min Steel % Bending Reinf. = 0.00140 Min Allow % Temp Reinf. = 0.00180 Min. Overturning Safety Factor = 1.50 1 Min. Sliding Safety Factor = 1.50 1 Add Ftg Wt for Soil Pressure Yes Use ftg wt for stability, moments & shears : Yes Include Pedestal Weight as DL No Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Footing Thicknes = 12.0 in Pedestal dimensions... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis in Height in Rebar Centerline to Edge of Concrete. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 5.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 5.0 Reinforcing Bar Sizt = # 4 Bandwidth Distribution Check (AC I 15 4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D P : Column Load - 12.0 OB : Overburden = M-xx = M-zz = V-x = V-z = Lr 12.0 Title : Dsgnr: Project Desc.: Project Notes Job # *clsIRM ArchTLAHNERY1cafftWwX6 INC. M3-2011. BuiIMI1.6.23. Ved-1.10,0 Calculations per AC1318-05, IBC 2006, CBC 2007, ASCE 7-05 Soil Design Values Allowable Soil Bearing = 3.0 ksf Increase Bearing By Footing Weight = No Soil Passive Resistance (for Sliding) = 250.0 pcf Soil/Concrete Friction Coeff. = 0.30 Increases based on footing Depth Footing base depth below soil surface = ft Allowable pressure increase per foot of deptl= ksf when footing base is below = ft Increases based on footing plan dimension Allowable pressure increase per foot of depl = ksf when maximum length or width is greater4 ft L S W E H k ksf - k-ft� k-ft k k Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. General Footin r�;c n�ansMJWS"EIGAcmr�ncmM&Me= g ' ENERCALC. INC. 19B3011. Build:6.11.6.23. Ver.6.1.10.0 Description : FS-4.0 DESIGN SUMMARY Min. Ratio Item Applied Capacity ■ - • Governing Load Combination PASS 0.9373 Soil Bearing 2.812 ksf 3.0 ksf +D+Lr+H PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3228 Z Flexure (+X) 4.199 k-ft 13.010 k-ft +1.20D+1.60Lr+0.50L PASS 0.3228 Z Flexure (-X) 4.199 k-ft 13.010 k-ft +1.20D+1.60Lr+0.50L PASS 0.3228 X Flexure (+Z) 4.199 k-ft 13.010 k-ft +1.20D+1.60Lr+0.50L PASS 0.3228 X Flexure (-Z) 4.199 k-ft 13.010 k-ft +1.20D+1.60Lr+0.50L PASS 0.3198 1-way Shear (+X) 26.272 psi 82.158 psi +1.20D+1.60Lr+0.50L PASS 0.3198 1-way Shear (-X) 26.272 psi 82.158 psi +1.20D+1.60Lr+0.50L PASS 0.3198 1-way Shear (+Z) 26.272 psi 82.158 psi +1.20D+1.60Lr+0.50L PASS 0.3198 1-way Shear (-Z) 26.272 psi 82.158 psi +1.20D+1.60Lr+0.50L PASS 0.5906 2-way Punching 97.048 psi 164.32 psi +1.20D+1.60Lr+0.50L Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stabilit+L _ i _ All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi`Mn Status k-ft Side ? or Top ? inA2 in12 inA2 k-ft One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi'Vn Status Punching Shear All units k Load Combination... Vu Phi'Vn Vu I Phi'Vn Status Seismic Analysis - IBC 2009 Residential 2 Story Seismic Design Category D Dimensions Lenth 113 ft Roof Ht 13 ft Loads DL Roof 20 psf DL Floor 65 psf DL Wall 15 psf N= 2 1= 1 R= 5 T= 0.2 Weight at roof WR= 100595lbs Total Weight W= 392.185 kips Base Shear (Eq 16-34) Design Base Shear Seismic Seismic Shear at roof Seismic Shear at 1 st floor Flannery - Roof B Width 32 ft Fir Ht 13 ft Ss= 1.5 Sds= 1.01 S1= 0.6 Sdi= 0.60 Fa= 1 Fv= 1.5 Weight at Floor WF= 291590lbs Cs= 0.201 Cs max= 1.005 Cs min= 0.044 56.31;kips Vr= 22.99 kips Vf= 33.32 kips Seismic Analysis - IBC 2009 Seismic Design Category Dimensions Lenth Roof Ht Loads ❑L Roof ❑L Wall N= 1= R= T= Flannery Roof C D 122 ft 15 ft 20 psf 15 psf 1 1 5 0.1 Weight at roof WR= 144710lbs Total Weight W= 144.71 kips Base Shear (Eq 16-34) Design Base Shear Seismic Width Ss= S1= Fa= Fv= 44 f1 1.5 06 1 1.5 Cs= Cs max= Cs min= 0.201 2.010 0.044 20-78 Sds= 1.01 Sdi= 0.60 Seismic Analysis - IBC 2009 Seismic Design Category D Dimensions Lenth 53 ft Roof Ht 14 ft Loads DL Roof 20 psf DL Wall 15 psf N= 1 1= 1 R= 5 T= 0.1 Weight at roof WR= 51770lbs Total Weight W= 51.77 kips Base Shear(Eq 16-34) Design Base Shear Seismic Flannery Roof D Width Ss= S1= Fa= Fv= 32 ft 1.5 Sds= 1.01 0.6 Sdi= 0.60 1 1.5 Cs= 0.201 Cs max= 2.010 Cs min= 0.044 Vs= 7.43 kips Seismic Analysis - IBC 2009 Seismic Design Category D Dimensions Lenth 32 ft Roof Ht 14 ft Loads DL Roof 20 psf DL Wall 15 psf N= 1 1= 1 R= 5 T= 0.1 Weight at roof WR= 30520lbs Total Weight W= 30.52 kips Base Shear (Eq 16-34) Design Base Shear Seismic Flannery Roof E Width Ss= S1= Fa= Fv= 28 ft 1.5 0.6 1 1.5 Cs= 0.201 Cs max= 2.010 Cs min= 0.044 .1.38 Sds= 1.01 Sdi= 0.60 PROJECT: Flannery Residence PAGE: Bi CLIENT: DESIGN BY: JOB NO.: DATE: REVIEW BY: Shear Wall Desion Based on NDS 2005 PUT DATA TERAL FORCE ON DIAPHRAGM: Vdia, WIND = 245 plf,for wind Vdia, SEISMIC = 325 plf,for seismic `N CAVITY LOADS ON THE ROOF: WDL = 20 plf,for dead load WLL — 20 plf,for live load Vim, AENSIONS: Lw= 6.5 ft, h = 12 ft F~fYY�f f L = 6.5 ft. hp = 0 ft ,NEL GRADE (0 or 1) = 1 <= Sheathing and Single -Floor h NIMUM NOMINAL PANEL THICKNESS = 15/32 in )MMON NAIL SIZE (0=6d, 1=8d, 2=10d) 1 8d ,ECIFIC GRAVITY OF FRAMING MEMBERS 0.5 -- — ve iGE STUD SECTION 1 pcs, b = 2 in, In = 6 in TL TR ORY OPTION ( 1=ground level, 2=upper level) i ground level shear wall N SUMMARY BLOCKED 15/32 SHEATHING WITH 8d COMMON NAILS @ 4 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 32 in O.C. HOLD-DOWN FORCES: TL = 3.68 k , TR = 3.68 k (USE PHD5-SDS3 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 1 - 2" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.78 in IALYSIS ECK MAX SHEAR WALL DIMENSION RATIO L / B = 1.8 < 2 [Satisfactory] TERMINE REQUIRED CAPACITY Vb = 325 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 4 in) THE SHEAR CAPACITIES PER IBC Tahle 2306 4.1 / UBCTahle 23-II-1-1 Panel Grade Min. Common Penetratio Nail (in) Min. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 4 3 2 Sheathing and Single -Floor 8d 1 1/2 15/32 260 380 1 490 1 640 Note: The indicated shear numbers have reduced by specific gravity factor per iBC note a I USC notes of the table. INE DRAG STRUT FORCE: F = (L-Lw) MAX( Vdia, WIND, Qovdia, SEISMIC) — 0.00 k (no = 1 ) (Sec. 1633.2.6) INE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 32 in O.C. THE Hr)I r)-nr)WM FORRFC- Vdia Wall Seismic Overturning Resisting Safety Net Uplift Holddown (DID. at mid -story (Ibs) Moments (ft-Ibs) Moments (ft-Ibs) Factors (Ibs) SIMPSON SEISMIC 325 125 26099 Left 2451 0.9 T = 3676 dy 5 Right 2451 0.9 TR = 3676 Left 2451 2/3 TL = 2689 WIND 245 19110 h`< Qti Right 2451 2/3 1 TR = 2689 (TL & TR values should include upper level UPLIFT forces if TERMINE MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) 3 8vbh vbh hd°_ A = ABeruling + AS&—+ ANail slip + ACH. a splice slip — + + 0.75hen + — 0.780 in EAL,y Gt L. Where: Vb = 325 plf Lw = 7 ft E = 1.7E+06 psi A= 16.50 in` h = 12 ft G= 9.0E+04 psi t = 0.298 in e = 0.037 in da = 0.15 in ECK EDGE STUD CAPACITY Pn,ax = 2,93 kips, (this value should include upper level DOWNWARD loads if applicable) Fc = 1500 psi CD = 1.60 Cp = 0.26 A = 8.25 in2 E = 1700 ksi Cr = 1.10 Fc = 694 psi > fp = 355 psi [Satisfactory] Technical References: 1. "National Design Specification, NDS", 2005 Edition, AF & PA, AWC, 2005. PROJECT: Flannery Pesidence PAGE: B2 CLIENT: DESIGN BY: JOB NO.: DATE: REVIEW BY: Shear Wall Desiqn Based on NDS 2005 INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdia, WIND = 185 plf,forwind Vdia, SEISMIC — 225 plf,for seismic GRAVITY LOADS ON THE ROOF: WDL = 20 plf,for dead load WLL = 20 plf,for live load DIMENSIONS: Lw = 14.5 ft, In = 12 ft L = 14.5 ft, hp= 0 ft PANEL GRADE (0 or 1) = 1 <= Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS = 16/32 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 1 8d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 1 pcs, b = 2 in, h = 6 in STORY OPTION ( 1=ground level, 2=upper level) 1 ground level shear wall DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 8d COMMON NAILS @ 6 in O.C. BOUNDARY & ALL EDGES 112 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 46 in O.C. L 1 1 w V� T F TL _ by h TR HOLD-DOWN FORCES: TL = 2.06 k , TR = 2.06 k (USE PHD2-SDS3 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 1 - 2" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.57 in IALYSIS ECK MAX SHEAR WALL DIMENSION RATIO L / B = 0.8 < 2 [Satisfactory] TERMINE REQUIRED CAPACITY vb = 225 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in) THE SHEAR CAPACITIES PFR IRC Tahla 93nR d 1 / I IRCTnhla Panel Grade Common Nail Min- Pcnctratio Iln) I Min. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 1 4 1 3 1 2 Sheathing and Single -Floor 8d 1 1/2 1 15/32 260 1 380 1 490 1 640 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a / UBC note1 of the table. NE DRAG STRUT FORCE: F = (L-Lw) MAX( Vdia, WIND, QOVdia, SEISMIC) — 0.00 k (no = 1 ) (Sec. 1633.2.6) NE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 46 in O.C. THE HOLD-DOWN FORCFS- Vdia Wall Seismic Overturning Resisting Safety Net Uplift Holddown (plf) at mid -story (Ibs) Moments (ft-Ibs) Moments (ft-Ibs) Factors (Ibs) SIMPSON SEISMIC 225 278 40820 Left 12195 0.9 TL = 2058 y Right 12195 0.9 TR = 2058 �Gr p WIND 185 32190 Left 12195 2/3 Tr = 1659 C)� Ri ht 12195 2/3 1 T. = 1659 Q� (TL & TR values should include upper level UPLIFT forces if TERMINE MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) 8VLh3 vbh hda A—A&,idi„g+As&.,+ON.d slip+OChord splice slip = +—+0.75hen+— = 0.565 In EAL „. Gt L. Where: vb = 225 plf LH, = 15 ft E = 1.7E+06 psi A = 16.50 in In = 12 ft G = 9.0E+04 psi t = 0.298 in en = 0.037 in da = 0.15 in EDGE STUD CAPACITY Pmax = 2.44 kips, (this value should include upper level DOWNWARD loads if applicable) Fe = 1500 psi CD = 1.60 Cp = 0.26 A = 8.25 in E = 1700 ksi CF = 1.10 Fe = 694 psi > fe = 295 psi [Satisfactory] Technical References: 1. "National Design Specification, NDS", 2005 Edition, AF & PA, AWC, 2005. PROJECT: Flannery Residence PAGE: C1 CLIENT: DESIGN BY: JOB NO.: DATE : REVIEW BY Shear Wall Deslgn Based on NDS 2005 INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdia, WIND = 145 plf,for wind Vdia, SEISMIC _ 187 plf,for seismic GRAVITY LOADS ON THE ROOF: WDL = 20 plf,for dead load WLL - 20 plf,for live load DIMENSIONS: L„, = 20 ft, In = 14 ft L = 20 ft, hp= 0 ft PANEL GRADE (0 or 1) = 1 — Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS = 15132 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 1 8d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 1 pcs, b = 2 in, In = 6 in STORY OPTION ( 1=ground level, 2=upper level) 1 ground level shear wall ISUMMARY BLOCKED 15/32 SHEATHING WITH 8d COMMON NAILS @ 6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. L W F T- _ vae �ve hp h TR Lw T HOLD-DOWN FORCES: TL = 1.59 k , TR = 1.59 k (USE PHD2-SDS3 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 1 - 2" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.60 in YSIS MAX SHEAR WALL DIMENSION RATIO L / B = 0.7 < 2 [Satisfactory] MINE REQUIRED CAPACITY vb = 187 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in) TFIF SHEAR ROPGCITIFR PPP IRC T.hlo 9311R A 1 / I IRRTahI. 91-II-1-1 - Panel Grade Common Nail Min. Peaerratio (in) 1 Min. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 4 3 2 Sheathing and Single -Floor 8d 1 1/2 15/32 260 380 490 640 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a / UBC notel of the table. DETERMINE DRAG STRUT FORCE: F = (L-L.) MAX( Vdia, WIND, 92OVdia, SEISMIC) - 0.00 k ( 920 = 1 ) (Sec. 1633.2.6) DETERMINE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. THE Hnl n-nnvvm Fr)Pr:FC- vdla Wall Seismic Overturning Resisting Safety Net Uplift Holddown (plf) at mid-sto (Ibs) Moments (ft-Ibs) Moments (ft-Ibs) Factors (Ibs) SIMPSON SEISMIC 187 448 55496 Left 26400 0.9 T = 1587 3 Right 26400 0.9 TR = 1587 WIND 145 40600 Left 26400 2/3 T = 1150 Q� Right 26400 2/3 TR = 1150 Q� (TL & TR values should include upper level UPLIFT forces if rERMINE MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) 3 8Vbh wh hd° — OBerdi„g + OShear +Nail si, + Achord spixe sip — + + 0.75he„ + = 0.598 in EAL,,. Gt L„ Where: vb = 187 plf Lw = 20 ft E = 1.7E+06 psi A = 16.50 in' In = 14 ft G = 9.0E+04 psi t = 0.298 in e = 0.037 in da = 0.15 in ECK EDGE STUD CAPACITY Pmax = 2.73 kips, (this value should include upper level DOWNWARD loads if applicable) F� = 1500 psi CD = 1.60 Cp = 0.20 A = 8.25 in E = 1700 ksi CF = 1.10 F� = 521 psi > fp = 331 psi [Satisfactory] Technical References: 1. "National Design Specification, NDS', 2005 Edition, AF & PA, AWC, 2005. PROJECT: Flannery Residence PAGE: C2 CLIENT: DESIGN BY: JOB NO.'- DATE: REVIEW BY: Shear Wall Desian Based on NDS 2005 INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdia, WIND = 145 plf,for wind Vdia, SEISMIC = 187 plf,for seismic GRAVITY LOADS ON THE ROOF: WDL = 20 plf,for dead load WLL = 20 plf,for live load DIMENSIONS: Lw= 20 ft, h = 14 f. L = 20 ft, ha = 0 ft PANEL GRADE (0 or 1) = 1 <= Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS = 15132 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 1 8d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 1 pcs, b = 2 in, In = 6 In STORY OPTION ( 1=ground level, 2=upper level) 1 ground level shear wall I SUMMARY BLOCKED 15/32 SHEATHING WITH 8d COMMON NAILS @ 6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. w -____----_----_________.-__ F V. ve hp h TR HOLD-DOWN FORCES: TL = 1.59 k , TR = 1.59 k (USE PHD2-SDS3 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 1 - 2" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.60 in IALYSIS ECK MAX SHEAR WALL DIMENSION RATIO L / B = 0.7 < 2 [Satisfactory] TERMINE REQUIRED CAPACITY vb = 187 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in) THE SHEAR CAPACITIES PER IBC TahIB 2306.4.1 / LJRCTahle 23-II-1-1 Panel Grade Common Nail Min. Peneiran (in) Min. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 4 3 2 Sheathing and Single -Floor 8d 1 1/2 1 15/32 260 380 490 640 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a / UBC notel of the table. NE DRAG STRUT FORCE: F = (L-L,H) MAX( Vdia, WIND, 92OVdia, SEISMIC) — 0.00 k ( K20 = 1 ) (Sec. 1633.2.6) NE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. THE H[7l r)-nnwN ;:nRCFS- Vdia Wall Seismic Overturning Resisting Safety Net Uplift Holddown (plf) at mid -story (Ibs) Moments (ft-Ibs) Moments (ft-Ibs) Factors (Ibs) SIMPSON SEISMIC 187 448 55496 Left 26400 0.9 T,- = 1 1587 r-ey Right 26400 0.9 TR = 1587 yV WIND 145 40600 Left 26400 2/3 Tt = 1150 Q� Right 26400 2/3 TR = 1150 �Z• (TL & TR values should include upper level UPLIFT forces if DETERMINE MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) 3 8ybh V hd° A — AB ding +Ashear + AN.0 slip + Achord splice slip— bh + + 0.75he„ + - 0.598 In EAL, Gt L Where: vb = 187 plf L„, = 20 ft E = 1.7E+06 psi A = 16.50 in` h = 14 ft G = 9.0E+04 psi t = 0.298 in e = 0.037 in da = 0.15 in EDGE STUD CAPACITY Pmax = 2.73 kips, (this value should include upper level DOWNWARD loads if applicable) Fc = 1500 psi CD = 1.60 CR = 0.20 A = 8.25 in E = 1700 ksi CF = 1.10 Fc = 521 psi > fc = 331 psi [Satisfactory] Technical References: 1. "National Design Specification, NDS", 2005 Edition, AF & PA, AWC, 2005. PROJECT. Flannery Residence PAGE : C3 CLIENT. DESIGN BY : JOB NO. DATE: REVIEW BY: Shear Wall ❑esicln Based on NDS 2005 PUT DATA TERAL FORCE ON DIAPHRAGM: vdia, WIND = 154 plf,for wind Vdia, SEISMIC = 198 plf,for seismic W it CAVITY LOADS ON THE ROOF: WDI- = 20 plf,for dead load 11 wLL = 20 plf,for live load hp AENSIONS: Lw = 19 ft. h = 14 ft F L = 19 ft. h,= 0 ft ,NEL GRADE (0 or 1) = 1 — Sheathing and Single -Floor h NIMUM NOMINAL PANEL THICKNESS = 15f32 in )MMON NAIL SIZE (0=6d, 1=8d, 2=10d) 1 ad ECIFIC GRAVITY OF FRAMING MEMBERS 0.5 IGE STUD SECTION 1 pcs, b = 2 in, h = 6 In TL T. ORY OPTION ( 1=ground level, 2=upper level) 1 ground level shear wall I SUMMARY BLOCKED 15/32 SHEATHING WITH 8d COMMON NAILS @ 6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. HOLD-DOWN FORCES: TL = 1.80 k , TR = 1.80 k (USE PHD2-SDS3 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 1 - 2" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT, SHEAR WALL DEFLECTION: A = 0.61 in IALYSIS ECK MAX SHEAR WALL DIMENSION RATIO L / B = 0.7 < 2 [Satisfactory] TERMINE REQUIRED CAPACITY vb = 198 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in) THE SHEAR r:APACITIFS PPP IRr. T.H. 93nA A 1 / I IRCTahI. 93-II-1-1 - Panel Grade Common Nail Min. F'ener io (in) Min. Thickness (in) Blocked Nail Spacing Boundary & All Edges 1 6 1 4 3 2 Sheathing and Single -Floor 8d 1 1 1/2 1 15/32 1 260 1 380 1 490 640 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a / UBC note1 of the table. RMINE DRAG STRUT FORCE: F = (L-Lw) MAX( vdia, WIND, n0dia, SEISMIC) — 0.00 k (920 = 1 ) (Sec. 1633.2.6) RMINE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. Y1!IME!rMl■81111OTilGTl\■70Y_IllMLA Vdia Wall Seismic Overturning Resisting Safety Net Uplift Holddown (plf) at mid-story,(Ibs) Moments (ft-ILSL Moments (ft-Ibs) Factors (Ibs) SIMPSON SEISMIC 198 426 55647 Left 23826 0.9 T = 1800 Right 23826 0.9 TR = 1800 O� WIND 154 40964 Left 23826 2/3 T 1320 O`t' , Right 23826 F 2/3 TR = 1320 Q (TL & TR values should include upper level UPLIFT forces if DETERMINE MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) 3 $Yhi7 vbh hd' A = @Bending + AShear + AN.d slw + Achn,d s i.e si, = + + 0.75he + = 0.611 in EAL,, Gt L. Where: Vb = 198 plf Lw = 19 ft E = 1.7E+06 psi A = 16.50 in' In = 14 ft G = 9.0E+04 psi t = 0.298 in en = 0.037 in da = 0.15 in EDGE STUD CAPACITY Pmax = 2.79 kips, (this value should include upper level DOWNWARD loads if applicable) Fc = 1500 psi CD = 1.60 CR = 0.20 A = 8.25 in' E = 1700 ksi CF = 1.10 Fc = 521 psi > fc = 338 psi [Satisfactory] Technical References: 1. "National Design Specification, NDS", 2005 Edition, AF & PA, AWC, 2005. PROJECT: Flannery Residence PAGE: C4 CLIENT: DESIGN BY: JOB NO.: DATE: REVIEW BY: Shear Wall Desiqn Based on NDS 2005 IPUT DATA �TERAL FORCE ON DIAPHRAGM: Vdia, WIND = 163 plf,for wind Vdia, SEISMIC = 288 plf,for seismic W 2AVITY LOADS ON THE ROOF: WDL = 20 plf,for dead load wu = 20 plf,for live load V- ho MENSIONS: L„, = 13 ft, h = 14 ft F L = 13 ft. hp= 0 ft kNEL GRADE (0 or 1) = 1 <= Sheathing and Single -Floor h NIMUM NOMINAL PANEL THICKNESS = 1.5132 in )MMON NAIL SIZE (0=6d, 1=8d, 2=10d) 1 8d 'ECIFIC GRAVITY OF FRAMING MEMBERS 0.5 T— )GE STUD SECTION 1 pcs, b = 2 in, h = 6 in TL T. 'ORY OPTION ( 1=ground level, 2=upper level) 1 ground level shear wall I SUMMARY BLOCKED 15/32 SHEATHING WITH 8d COMMON NAILS @ 4 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 36 in O.C. HOLD-DOWN FORCES: TL = 3.42 k , TR = 3.42 k (USE PHD2-SDS3 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 1 - 2" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.72 in YSIS MAX SHEAR WALL DIMENSION RATIO L / B = 1.1 < 2 [Satisfactory] MINE REQUIRED CAPACITY vb = 288 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 4 in) THE SHFAR CAPACITIFS PFR IRC Tahlp 73ns A 1 / t19CTah]P TIWI-1-1 Panel Grade Common Nail Min. Penetmtio (in) 1 Min. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 4 3 2 Sheathing and Single -Floor 8d 1 1/2 15/32 260 380 490 640 Note: Tile Indicated shear numbers have reduced by specific gravity factor per IBC note a / UBC note1 of the table. DETERMINE DRAG STRUT FORCE: F = (L-L,„) MAX( Vdia, WIND, 92OVdia, SEISMIC) — 0.00 k (S20 = 1 ) (Sec. 1633.2.6) DETERMINE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 36 in O.C. rla�:[e76E�7ePJIg7i7 7N� Vdia Wall Seismic Overturning Resisting Safety Net Uplift Holddown (plf) at mid -story (Ibs) Moments (RAW Moments (ft-Ibs) Factors (Ibs) SIMPSON SEISMIC 288 291 54454 Left 11154 0.9 T, = 3417 �,3 Right 11154 0.9 TR = 3417 24 WIND 163 29666 Left 11154 2/3 Tr = 1710 Right 11154 2/3 TR = 1710 a�0 (TL & TR values should include upper level UPLIFT forces if (ERMINE MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) gvl,hl vbh hd A-A&.d.g+As&.,+ONail slip+Achord splice sr� _ +—+0.75he„+ = 0.718 in EAL„. Gt Lw Where: vb = 288 plf Lw = 13 ft E = 1.7E+06 psi A = 16.50 in' In = 14 ft G = 9.0E+04 psi t = 0.298 in e„ = 0.037 in da = 0.15 in EDGE STUD CAPACITY Pmax = 3.36 kips, (this value should include upper level DOWNWARD loads if applicable) Fc = 1500 psi CD = 1.60 Cp = 0.20 A = 8,25 in E = 1700 ksi CIF = 1.10 F� = 521 psi > fc = 408 psi [Satisfactory] Technical References: 1. "National Design Specification, NDS", 2005 Edition, AF & PA, AWC, 2005. PROJECT: Flannery Residence PAGE: C5 CLIENT : DESIGN BY JOB NO.: DATE : REVIEW BY: Shear Wall Deslfan Based on NDS 2005 INPUT DATA LATERAL FORCE ON DIAPHRAGM: vdla, "ND = 183 plf.forwind V6a, SEISMIC = 247 plf.for seismic GRAVITY LOADS ON THE ROOF: wDu = 20 pif,fordead load WLL = 20 pitfor Ilve load DIMENSIONS: L„ = 7,33 ft , h = 14 ft L = 7.33 ft, hp= 0 ft PANEL GRADE (0 or 1) = 1 — Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS — 15f32 in COMMON NAIL S$ZE (0=6d, 1=8d, 2=10d) 1 8d SPEGiFIC GRAVtTY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 1 pcs, b = 2 in, h = 6 in STORY OPTION ( 1=ground level, 2=upper level) 1 ground level shear wall DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 8d COMMON NAILS @ 6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 42 in O.C. w F 'eve T< ha h < Ta HOLD-DOWN FORCES: TL = 3.18 k , TR = 3.18 k (USE PHD2-SDS3 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 1 - 2" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.83 in ANALYSIS CHECK MAX SHEAR WALL DIMENSION RATIO L / B = 1.9 < 2 [Satisfactory] DETERMINE REQUIRED CAPACITY Vb = 247 pit ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in) THE SHEAR CAPACITIFS PFR IRC Tahlp 23nf d 1 1 L1R0Tahln 73-II-1-1 Panel Grade Common Nail Min. Perictratioi (in) Min. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 4 3 1 2 Sheathing and Single -Floor 8d 1 112 15/32 260 1 380 1 490 1 640 Note: I he indicated Shear numbers have reduced by specific gravity factor per IBC note a / UBC note1 of the table. RMINE DRAG STRUT FORCE: F = (L-Lw) MAX( Vdia, WIND, QOVdia, SEISMIC) — 0.00 k (00 = 1 ) (Sec. 1633.2.6) RMINE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 42 in O.C. THE Hoi n-nr)wN F(IRCFR- Vdia Wall Seismic Overturning Resisting Safety Net Uplift Holddown ( If) at mid -story (Ibs) Moments (ft-Ibs) Moments (ft-Ibs) Factors (Ibs) SIMPSON SEISMIC 247 164 26496 Left 3546 0.9 T = 3179 y� Right 3546 0.9 TR = 3179 16 WIND 183 18779 Left 3546 2/3 TL = 2239 pall Right 3546 2/3 To = 2239 Q (TIL & TR values should include upper level UPLIFT forces if rERMINE MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) A—ABend.g+Ash— +ONail slip+OChord splice sip _ 8V6h3 +vhh —+0.75he +hda — = 0.830 In EAL� Gt Lw Where: Vb = 247 plf L„, = 7 ft E = 1.7E+06 psi A = 16.50 in` h = 14 ft G = 9.0E+04 psi t = 0.298 in e = 0.037 in da = 0.15 in EDGE STUD CAPACITY Pmax = 2.73 kips, (this value should include upper level DOWNWARD loads if applicable) Fc = 1500 psi CD = 1.60 CR = 0.20 A = 8.25 in E = 1700 ksi CF = 1.10 F� = 521 psi > f� = 331 psi [Satisfactory] Technical References: 1. "National Design Specification, NDS", 2005 Edition, AF & PA, AWC, 2005. PROJECT: Flannery Residence PAGE: C6 CLIENT: DESIGN BY: JOB NO.: DATE: REVIEW BY: Shear Wail Design Based on NDS 2005 INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdia, WIND = 173 plf,forwind Vdia, SEISMIC — 194 plf,for seismic GRAVITY LOADS ON THE ROOF: WDL = 20 pif,for dead load WLL = 20 pif,for live load DIMENSIONS: Lw = 9 ft, h = 14 ft L = 9 ft, hp= 0 R PANEL GRADE (0 or 1) = 1 <= Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS = 15132 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 1 8d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 1 pcs, b = 2 in, h = 6 in STORY OPTION ( 1=ground level, 2=upper level) 1 ground level shear wall ESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 8d COMMON NAILS @ 6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. W V_ F T, h T. HOLD-DOWN FORCES: TL = 2.34 k , TR = 2.34 k (USE PHD2-SDS3 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 1 -2" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.74 in YSIS MAX SHEAR WALL DIMENSION RATIO L / B = 1.6 < 2 [Satisfactory] MINE REQUIRED CAPACITY Vb = 194 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in) TNF CNFAP C.APACITIFC PPP IRR Tahla 93nR A 9 / I IRRTnhIP Panel Grade Common Nail Min- Tract atiD tint Min. Thickness (in) Blocked Nail Spacing Boundary & All Edges 1 6 4 3 2 Sheathing and Single -Floor 8d 1 1 1/2 1 15/32 1 260 380 1 490 1 640 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a / UBC notes of the table. NE DRAG STRUT FORCE: F = (L-Lw) MAX( Vdia, WIND. QDVdia, SEISMIC) — 0.00 k (Q0 = 1 ) (Sec. 1633.2.6) NE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. TNF Nnl n_nr)M1M Fr)Pf:FC- Vdia Wall Seismic Overturning Resisting Safety Net Uplift Holddown (plf) at mid-sto (Ibs) Moments (ft-Ibs) Moments (ft-Ibs) Factors (Ibs) SIMPSON SEISMIC 194 202 25855 Left 5346 0.9 T,. = 2338 q Rieht 5346 0.9 Tw = 2338 Left 5346 2/3 T, = 2026 pt WIND 173 21798 Right 5346 213 TR = 2026 4•t (TL & TR values should include upper level UPLIFT forces if TERMINE MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) 8vr,h 3 vah h°° A = AB,rdi% +Asnear + Auaa r- + Acho.d sPixe + + 0.75hen + = 0.740 insr EAL„, Gt L. Where: vb = 194 plf L„, = 9 ft E = 1.7E+06 psi A = 16.50 in h = 14 ft G = 9.0E+04 psi t = 0.298 in e = 0.037 in da = 0.15 in EDGE STUD CAPACITY Pmax = 2.31 kips, (this value should include upper level DOWNWARD loads if applicable) F� = 1500 psi CD = 1.60 Cp = 0.20 A = 8.25 in E = 1700 ksi CF = 1.10 F� = 521 psi > f� = 280 psi [Satisfactory] Technical References: 1. "National Design Specification, NDS', 2005 Edition, AF & PA, AWC, 2005. PROJECT: Flannery Residence PAGE: C7 CLIENT: DESIGN BY: JOB NO.: DATE: REVIEW BY: Shear Wall Design Based on NDS 2005 INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdia, WIND = 180 plf,for wind Vdia, SEISMIC — 173 plf,for seismic GRAVITY LOADS ON THE ROOF: WDL = 20 plf,for dead load WILL — 20 plf,for live load DIMENSIONS: Lw = 6.5 ft, h = 13 ft L = 6.5 ft, hp= 0 ft PANEL GRADE (0 or 1) = 1 — Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS = 15132 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 1 8d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 1 pcs, b = 2 in, h = 6 in STORY OPTION ( 1=ground level, 2=upper level) 1 ground level shear wall GN SUMMARY BLOCKED 15/32 SHEATHING WITH 8d COMMON NAILS @ 6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. [ L w h a F h I TL I TR I w L HOLD-DOWN FORCES: TL = 2.07 k , TR = 2.07 k (USE PHD2-SDS3 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 1 - 2" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: o = 0.77 in ANALYSIS CHECK MAX SHEAR WALL DIMENSION RATIO L / B = 2.0 < 2 [Satisfactory] DETERMINE REQUIRED CAPACITY Vb = 180 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in) THE SI-IFAR CAPACITIFR PFR IRC Tnhla 93nR A 1 / L1RCTahle 93-iI-I-1 - Panel Grade Common Nail Min, Peneiralici (in) Min. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 4 3 2 Sheathing and Single -Floor 8d 1 1/2 1 15/32 260 380 1 490 1 640 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a / UBC notel of the table. RMINE DRAG STRUT FORCE: F = (L-Lw) MAX( Vdia, WIND, K20Vdia, SEISMIC) — 0.00 k (00 = 1 ) (Sec. 1633.2.6) RMINE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. THE H01 D-IDOWN FORCFS- Vdia Wall Seismic Overturning Resisting Safety Net Uplift Holddown (plf) at mid-sto (Ibs) Moments (ft-Ibs Moments (ft-Ibs) Factors (Ibs) SIMPSON SEISMIC 173 135 15497 Left 2620 0.9 TL = 2022 Rieht 2620 0.9 TR = 2022 y Left 2620 2/3 T = 2071 WIND 180 15210 Right 2620 2/3 TR = 2071 Q� (TL & TR values should include upper level UPLIFT forces if rERMINE MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) t 8V�,h' vbh hd. A = AB—d.g + Asnea. + AN a slo + ACho d spii a sl0 = + + 0.75he„ + = 0.765 in EAL„. Gt Lw Where: vb = 180 plf Lw = 7 ft E = 1.7E+06 psi A = 16.50 in' In = 13 ft G = 9.0E+04 psi t = 0.298 in e = 0.037 in da = 0.15 in EDGE STUD CAPACITY Pmax = 1.86 kips, (this value should include upper level DOWNWARD loads if applicable) Fp = 1500 psi CD = 1.60 CR = 0.23 A = 8.25 in' E = 1700 ksi CF = 1.10 Fc = 598 psi > fc = 225 psi [Satisfactory] Technical References: 1. "National Design Specification, NDS", 2005 Edition, AF & PA, AWC, 2005. PROJECT: Flannery Residence PAGE: C8 CLIENT: DESIGN BY: JOB NO.: DATE : REVIEW BY : Shear Wall Design Based on NDS 2005 INPUT DATA LATERAL FORCE ON DIAPHRAGM: vnla, w,Nt) = 280 plf,rorwind vAia. sEIsMic — 310 pl[,for seismic GRAVITY LOADS ON THE ROOF: wDL = 20 pff,fordead load wi-L = 20 plMor live load DIMENSIONS: I. ,= 8,75 ft, h = 14 ft L = 8,75 ft, ha= 0 ft PANEL GRADE (0 or 1) = 1 — Sheathing and Singe -Floor MINIMUM NOMINAL_ PANEL THICKNESS = M32 in COMMON NAIL SIZE ( 0=6d, 1=8d, 2=1Dd) 1 8d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 1 pcs, b = 2 in, h = 6 in STORY OPTION ( 1=ground level, 2=upper level) 1 ground level shear wall DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 8d COMMON NAILS @ 4 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD. 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 34 in O.C. w F TL V_ h;, h Ta ' HOLD-DOWN FORCES: TL = 3.98 k , TR = 3.98 k (USE PHD5-SDS3 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 1 - 2" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.82 in ANALYSIS CHECK MAX SHEAR WALL DIMENSION RATIO L / B = 1.6 < 2 [Satisfactory] DETERMINE REQUIRED CAPACITY vb = 310 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 4 in) THE SHEAR CAPACITIES PER IRC Tahle 7308 d 1 / I IRCTahla 93-II-I-1 Panel Grade Common Nail Min. Penatratio (in) 1 Min. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 1 4 1 3 2 Sheathing and Single -Floor 8d 1 1/2 15/32 260 1 380 1 490 640 Note: I he Indicated shear numbers have reduced by specific gravity factor per IBC note a / UBC Hotel of the table. NE DRAG STRUT FORCE: F = (L-Lw) MAX( Vdia, WIND, 0OVdia, SEISMIC) — 0.00 k S2 - 1 ( o - ) (Sec. 1633.2.6) NE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 34 in O.C. THE Hr)I n-norm/ Fr)RCFC- vd,a Wall Seismic Overturning Resisting Safety Net Uplift Holddown (plf) at mid-sto (Ibs) Moments (ft-Ibs) Moments (ft-Ibs) Factors (Ibs) SIMPSON SEISMIC 310 196 39347 Left 5053 0.9 TIL = 3977 Right 5053 0.9 TR = 3977 WIND 280 34300 Left 5053 2/3 TL = 3535 �p Right 5053 1 2/3 TR = 3535 Q (TIL & TR values should include upper level UPLIFT forces if rERMINE MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) vbh v,h hda 0 = AB—d.g +Asrea,+ ONvaa to + Aeno,d spike sljp = + + 0.75he., + = 0.818 in EAL„. Gt L„ Where: vb = 310 plf Lw = 9 ft E = 1.7E+06 psi A = 16.50 in' h = 14 ft G = 9.0E+04 psi t = 0.298 in e = 0.037 in da = 0.15 in =CK EDGE STUD CAPACITY Pmax = 3.38 kips, (this value should include upper level DOWNWARD loads if applicable) Fc = 1500 psi CD = 1.60 Cp = 0.20 A = 8.25 in E = 1700 ksi CF = 1.10 F�= 521 psi > f� = 410 psi [Satisfactory] Technical References: 1 "National Design Specification, NDS", 2005 Edition, AF & PA, AWC, 2005. PROJECT: Flannery Residence PAGE: C9 CLIENT, DESIGN BY: JOB NO.: DATE: REVIEW BY: Shear Wall Desian Based on NDS 2005 INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdia, WIND = 190 plf,for wind Vdia, SEISMIC — 265 plf,for seismic GRAVITY LOADS ON THE ROOF: WDL = 20 plf,for dead load WLL — 20 plf,for live load DIMENSIONS: Lw = 11 ft, h = 14 ft L = 11 ft, hp= 0 ft PANEL GRADE ( 0 or 1) = 1 <= Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS = 15/32 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 1 8d SPECIFIC GRAVITY OF FRAMING MEMBERS (l.D EDGE STUD SECTION 1 pcs, b = 2 in. h = 6 in STORY OPTION ( 1=ground level, 2=upper level) 1 ground level shear wall I SUMMARY BLOCKED 15/32 SHEATHING WITH 8d COMMON NAILS @ 4 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 36 in O.C. L x _y W Vw F ve TL Ilp h T. ,L Lw HOLD-DOWN FORCES: TL = 3.49 k , TR = 3.49 k (USE PHD2-SDS3 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 1 - 2" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.75 in IALYSIS ECK MAX SHEAR WALL DIMENSION RATIO L / B = 1.3 < 2 [Satisfactory] TERMINE REQUIRED CAPACITY vb = 285 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 4 in) THE SHEAR r..APAr..ITIFS PFR IRr_ Tahla 77nR A 1 / I IRr:T.H. 91-II-1-1 Panel Grade Common Nail Min. Penetratio (in) Min. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 4 3 2 Sheathing and Single -Floor 8d 1 1/2 1 15/32 260 380 1 490 640 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a / UBC note1 of the table. NE DRAG STRUT FORCE: F = (L-Lw) MAX( Vdia, WIND, nOVdia, SEISMIC) — 0.00 k (no = 1 ) (Sec. 1633.2.6) NE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 36 in O.C. THE Hnt n-F]nwN FfSRf:FS, Vdia ( If) ) Wall Seismic at mid -story (Ibs) Overturning Moments (ft-Ibs) Resisting Moments (ft-Ibs) Safety Factors Net Uplift (Ibs) Holddown SIMPSON SEISMIC 285 246 45615 Left 7986 0.9 T = 3493 Right 7986 0.9 TR = 3493 WIND 190 29260 Left 7986 2/3 T, = 2176 O� � Q Right 7986 2/3 T. = 2176 (TL & TR values should include upper level UPLIFT forces if TERMINE MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) 3 8vbh A—AB,md.g+OShear+ON.d sro+Ocrod sPrxe sty = +vbh+0.75hen+hd° - 0.748 in EAL,,. Gt Lw Where: vb = 285 plf Lw = 11 ft E = 1.7E+06 psi A = 16.50 in2 In = 14 ft G = 9.0E+04 psi t = 0.298 in e, = 0.037 in da = 0.15 in CHECK EDGE STUD CAPACITY Pmax = 3.25 kips, (this value should include upper level DOWNWARD loads if applicable) Fp = 1500 psi CD = 1.60 Cp = 0.20 A = 8.25 in E = 1700 ksi CF = 1.10 F� = 521 psi > fc = 394 psi [Satisfactory] Technical References: 1. "National Design Specification, NDS", 2005 Edition, AF & PA, AWC, 2005. PROJECT: Flannery Residence PAGE: D1 CLIENT: DESIGN BY: JOB NO.: DATE . REVIEW BY: Shear Wall Design Based on NDS 2005 INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdia, WIND = 125 plf,for wind Vdia, SEISMIC = 111 plf,for seismic GRAVITY LOADS ON THE ROOF: WDL = 20 plf,for dead load WLL = 20 plf,for live load DIMENSIONS: Lw 32 ft, h = 12 ft L = 11 ft, ho= 0 ft PANEL GRADE (0 or 1) = 1 <= Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS = 15132 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 1 8d SPECIFIC GRAVITY OF FRAMING MEMBERS 0 5 EDGE STUD SECTION 1 pcs, b = 2 in, h = 6 in STORY OPTION ( 1=ground level, 2=upper level) 1 ground level shear wall GN SUMMARY BLOCKED 15/32 SHEATHING WITH 8d COMMON NAILS @ 6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD. 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. 1 L w 1 F TL Vae ho h TR Lw L HOLD-DOWN FORCES: TL = 0.00 k , TR = 0.00 k (HOLD-DOWN NOT REQUIRED) DRAG STRUT FORCES: F = -2.63 k EDGE STUD: 1 - 2" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: 0 = 0.41 in IALYSIS ECK MAX SHEAR WALL DIMENSION RATIO L / B = 0.4 < 2 [Satisfactory] TERMINE REQUIRED CAPACITY Vb = 43 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in) TNC CHCAP r'ADAr'ITIFC DFD IR!' T.W. 7'2nR A 1 / I IDrTnhI. 91-II-1-1 Panel Grade Common Nail Min. Penetimlicz (W Min. Thickness (in) Blocked Nail Spacing Boundary & All Edges 1 6 1 4 3 2 Sheathing and Single -Floor 8d 1 1/2 1 15/32 1 260 1 380 1 490 1 640 Note: The indlcated shear numbers have reduced by specific gravity factor per IBC note a / UBC note1 of the table. NE DRAG STRUT FORCE: F = (L-Lw) MAX( Vdia, WIND, QOVdia, SEISMIC) — -2.63 k ( K20 = 1 ) (Sec. 1633.2.6) NE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. Tut= wr,,i n-nnWM I:nRrFC- Vdia Wall Seismic Overturning Resisting Safety Net Uplift Holddown (plf) at mid -story (Ibs) Moments (ft-Ibs) Moments (ft-Ibs) Factors (Ibs) SIMPSON SEISMIC 111 614 18338 Left 50362 0.9 T = 0 y Right 54982 0.9 TR = 0 gj0 WIND 125 16500 Left 50362 2/3 TL = 0 Qft Right 54982 2/3 TR = 0 Q� (TL & TR values should include upper level UPLIFT forces if a (ERMINE MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) 3 $Vhh vbh hda A = OBerding +Osirear+ Nail slip+ OClrord splice s,,p — + + 0.75hen + = 0.409 in EAL, Gt Lw Where: vb = 43 plf Lw = 32 ft E = 1.7E+06 psi A = 16.50 in' h = 12 ft G = 9.0E+04 psi t = 0.298 in e = 0.037 in da = 0.15 in EDGE STUD CAPACITY Pmax = 1.53 kips, (this value should include upper level DOWNWARD loads if applicable) F� = 1500 psi CD = 1.60 CR = 0.26 A = 8.25 in E = 1700 ksi CF = 1.10 F� = 694 psi > f� = 185 psi [Satisfactory] Technical References: 1. "National Design Specification, NDS", 2005 Edition, AF & PA, AWC, 2005. PROJECT : Flannery Residence PAGE: D2 CLIENT: DESIGN BY: JOB NO.: DATE: REVIEW BY: Shear Wall Design Based on NDS 2005 INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdia, WIND = 115 plf,for wind Vdia, SEISMIC — 138 plf,for seismic GRAVITY LOADS ON THE ROOF: WDL = 20 plf,for dead load WLL — 20 plf,for live load DIMENSIONS: Lw = 27 ft, h = 13 ft L = 11 ft, hp= 0 ft PANEL GRADE (0 or 1) = 1 <= Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS = 15/32 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 1 8d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 1 pcs, b = 2 in, h = 6 in STORY OPTION ( 1=ground level, 2=upper level) 1 ground level shear wall ESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 8d COMMON NAILS @ 6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. w F TL hp h T" HOLD-DOWN FORCES: TL = 0.00 k , TR = 0.00 k (HOLD-DOWN NOT REQUIRED) DRAG STRUT FORCES: F = -2.21 k EDGE STUD: 1 - 2" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.46 in YSIS MAX SHEAR WALL DIMENSION RATIO L / B = 0.5 < 2 [Satisfactory] MINE REQUIRED CAPACITY Vb = 56 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in) THE SHEAR CAPACITIES PFR IRC Tahlp 2306.4.1 / L1RCTahlp 23-II-1-1 Panel Grade Common Nail Min. Pe netratiD (in) Min. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 4 1 3 2 Sheathing and Single -Floor 8d 1 1 1/2 1 15/32 260 380 1 490 1 640 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a / UBC notel of the table. NE DRAG STRUT FORCE: F = (L-Lw) MAX( Vdia, WIND, 0UVdia. SEISMIC) — -2.21 k (S20 = 1 ) (Sec. 1633.2.6) NE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. TUC Hnl n_nn%A/NI CnRCCC- Vdia Wall Seismic Overturning Resisting Safety Net Uplift Holddown (plf) at mid -story (Ibs) Moments (ft-Ibs) Moments (ft-Ibs) Factors (Ibs) SIMPSON SEISMIC 138 562 23384 Left 39118 0.9 TL = 0 4' Right 42638 0.9 TR = 0 �10 WIND 115 16445 Left 39118 2/3 TL = 0 16V Right 42638 2/3 TR = 0 Qle (TL & TR values should include upper level UPLIFT forces if TERMINE MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) 3 8y ,h V bh hd, A = ABe ding + As&., + ONait s10 + OCkord splice slip = + + 0.75hen + = 0.462 In EALw. Gt Lw Where: vb = 56 plf Lw = 27 ft E = 1.7E+06 psi A = 16.50 in' h = 13 ft G = 9.0E+04 psi t = 0.298 in e" = 0.037 in da = 0.15 in EDGE STUD CAPACITY P,,,ax = 1.63 kips, (this value should include upper level DOWNWARD loads if applicable) Fp = 1500 psi CD = 1.60 Cp = 0.23 A = 8.25 in E = 1700 ksi CF = 1.10 Fc = 598 psi > fc = 198 psi [Satisfactory] Technical References: 1. "National Design Specification, NDS", 2005 Edition, AF & PA, AWC, 2005. PROJECT: Flannery Residence PAGE: D3 CLIENT, DESIGN BY: JOB NO.: DATE: REVIEW BY: Shear Wall Desion Based on NDS 2005 PUT DATA TERAL FORCE ON DIAPHRAGM: Vdia, WIND = 123 plf,for wind Vdia, SEISMIC = 149 plf,for seismic CAVITY LOADS ON THE ROOF: WDL = 20 plf,for dead load WILL = 20 plf,for live load MENSIONS: Lw = 25 ft. h = 11 ft L = 25 ft, hp= 0 ft LNEL GRADE (0 or 1) = 1 <= Sheathing and Single -Floor NIMUM NOMINAL PANEL THICKNESS = 15/32 in )MMON NAIL SIZE (0=6d, 1=8d, 2=10d) 1 8d 'ECIFIC GRAVITY OF FRAMING MEMBERS 0.5 )GE STUD SECTION 1 pcs, b = 2 in, h = 6 in 'ORY OPTION ( 1=ground level, 2=upper level) 1 ground level shear wall N SUMMARY BLOCKED 15/32 SHEATHING WITH 8d COMMON NAILS @ 6 in O.C. BOUNDARY & ALL EDGES / 12 in O C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O C. L 1 W 1 H F T. _ V_ hp h I T" Lw i HOLD-DOWN FORCES: TL = 0.52 k , TR = 0.52 k (USE PHD2-SDS3 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 1 - 2" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.43 in IALYSIS ECK MAX SHEAR WALL DIMENSION RATIO L / B = 0.4 < 2 [Satisfactory] TERMINE REQUIRED CAPACITY Vb = 149 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in) TWP: 1ZWPAP r`APACITIFC PPP IRr. Tnhlc 94nR d 1 / I IRRTnhlc 93-II-1-1 Panel Grade Common Nail Min. Pene[tati (in) Min. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 4 3 2 Sheathing and Single -Floor 8d 1 1/2 15/32 260 380 490 640 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a / UBC note1 of the table. NE DRAG STRUT FORCE: F = (L-Lw) MAX( vdia. WIND, 92OVdia, SEISMIC) 0.00 k (Q0 = 1 ) (Sec. 1633.2.6) NE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. TPP Poi n-nnwm Pr1RRFC. Vdia Wall Seismic Overturning Resisting Safety Net Uplift Holddown (plf) at mid -story (Ibs) Moments (ft-Ibs) Moments (ft-Ibs) Factors (Ibs) SIMPSON SEISMIC 149 440 43395 Left 33750 Lw T = 521 5 Right 33750 0.9 TR = 521 GyOL' WIND 123 33825 Left 33750 2/3 TL = 453 QR Right 33750 1 2/3 TR = 453 (TL & TR values should include upper level UPLIFT forces if DETERMINE MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) 3 $vah vbh hda A = AB,ld.g +Ash,—+ Nail slip + OChord spl ce sly _ + + 0.75he + = 0.435 in EAL . Gt Lw. Where: Vb = 149 plf Lw = 25 ft E = 1.7E+06 psi A = 16.50 in' h = 11 ft G = 9.0E+04 psi t = 0.298 in e = 0.037 in da = 0.15 in EDGE STUD CAPACITY Pmax = 2.06 kips, (this value should include upper level DOWNWARD loads if applicable) Fc = 1500 psi CD = 1.60 CR = 031 A = 8.25 in E = 1700 ksi CF = 1.10 Fc' = 813 psi > fp = 249 psi [Satisfactory] Technical References: 1. "National Design Specification, NDS', 2005 Edition, AF & PA, AWC, 2005. PROJECT: Flannery Residence PAGE: D4 CLIENT: DESIGN BY: JOB NO.: DATE : REVIEW BY: Shear Wall Desion Based on NDS 2005 INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdia, WIND = 75 plf,for wind Vdia, SEISMIC = 95 plf,for seismic GRAVITY LOADS ON THE ROOF: WDL = 20 plf,for dead load WLL = 20 plf,for live load DIMENSIONS: L„, = 18 ft. h = 11 ft L = 18 ft, hp= 0 ft PANEL GRADE (0 or 1) = 1 <= Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS = 15/32 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 1 ad SPECIFIC GRAVITY OF FRAMING MEMBERS 0,5 EDGE STUD SECTION 1 pcs, b = 2 in. h = 6 in STORY OPTION ( 1=ground level, 2=upper level) 1 ground level shear wall DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 8d COMMON NAILS @ 6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. 1 L W y r T ! t T t + T ------------------------- h° F h Tl T. T I! r LW HOLD-DOWN FORCES: TL = 0.27 k , TR = 0.27 k (USE PHD2-SDS3 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 1 - 2" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.44 in YSIS MAX SHEAR WALL DIMENSION RATIO L / B = 0.6 < 2 [Satisfactory] MINE REQUIRED CAPACITY Vb = 95 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in) THE SHFAR CAPACITIES PER IBC Tahle 2306 4.1 / URCTahle 23-II-1-1 Panel Grade Common Nail Min. Penetrdtioi (in) Min. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 1 4 3 2 Sheathing and Single -Floor 8d 1 1/2 1 15/32 260 1 38 4490 640 Vote: The indicated shear numbers have reduced by specific gravity factor per IBC note a / UBC notel of the table. NE DRAG STRUT FORCE: F = (L-L.) MAX( Vdia, WIND, QOVdia, SEISMIC) — 0.00 k (no = 1 ) (Sec. 1633.2.6) NE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. THE Hni n--nnvvl1 rn;znrS- Vdia Wall Seismic Overturning Resisting Safety Net Uplift Holddown (plf) at mid -story (Ibs) Moments (ft-Ibs) Moments (ft-Ibs) Factors (Ibs) SIMPSON SEISMIC 95 317 20552 Left 17496 0.9 T = 267 b Right 17496 0.9 TR = 267 CA WIND 75 14850 Left 17496 2/3 TL = 177 QR Right 1 17496 t 2/3 TR = 177 QZ (TL & TR values should include upper level UPLIFT forces if rERMINE MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) 8v6h' vbh hda A=ABedog+Asr o.+O,vod siv+Oeho,d sprite s/lp = + +0.75he + _ 0.438 in .�`'AL Gt Lw Where: vb = 95 plf Lw = 18 ft E = 1.7E+06 psi A = 16.50 in1 h = 11 ft G = 9.0E+04 psi t = 0.298 in e = 0.037 in da = 0.15 in EDGE STUD CAPACITY Pmax = 1.41 kips, (this value should include upper level DOWNWARD loads if applicable) F, = 1500 psi CD = 1.60 Cp = 0.31 A = 8.25 in E = 1700 ksi CF = 1.10 Fc = 813 psi > f� = 171 psi [Satisfactory] Technical References: 1. "National Design Specification, NDS", 2005 Edition, AF & PA, AWC, 2005. PROJECT: Flannery Residence PAGE : D5 CLIENT: DESIGN BY: JOB NO.: DATE: REVIEW BY Shear Wall Design Based on NOS 2005 INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdia, WIND = 185 plf,for wind Vdia, SEISMIC _ 204 plf,for seismic GRAVITY LOADS ON THE ROOF: WDL = 20 plf,for dead load WLL = 20 plf,for live load DIMENSIONS: Lw = 8.5 ft , h 11 ft L = 8.5 ft, h.= n ft PANEL GRADE (0 or 1) = 1 <= Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS = 15/32 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 1 8d SPECIFIC GRAVITY OF FRAMING MEMBERS :1 7 EDGE STUD SECTION 1 pcs, b = 2 in, h = 6 in STORY OPTION ( 1=ground level, 2=upper level) I ground level shear wall ESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 8d COMMON NAILS @ 6 in O.C. BOUNDARY & ALL EDGES / 12 in O C FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. 1 L w 1 ___________________________ V� hp H TL Tw HOLD-DOWN FORCES: TL = 1.93 k , TR = 1.93 k (USE PHD2-SDS3 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 1 - 2" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.59 in YSIS MAX SHEAR WALL DIMENSION RATIO L / B = 1.3 < 2 [Satisfactory] MINE REQUIRED CAPACITY Vb = 204 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in) THE RHFAR CAPACITIFSt PFR IRC T.H. 93n6 S 1 1 IIRCTnh1e Panel Grade Common Nail Min. Pimciratioz (in) Min. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 4 3 2 Sheathing and Single -Floor 8d 1 1/2 1 15/32 260 380 490 1 640 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a / UBC note1 of the table. RMINE DRAG STRUT FORCE: F = (L-Lw) MAX( Vdia, WIND, novdia, SEISMIC) — 0.00 k (no = 1 ) (Sec. 1633.2.6) RMINE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. THE H01_D-174OWN FnRCFS• Vdia Wall Seismic Overturning Resisting Safety Net Uplift Holddown (plf) at mid-story(Ibs) Moments (ft-Ibs) Moments (ft-Ibs) Factors (Ibs) SIMPSON Left 3902 0.9 TL = 1928 SEISMIC 204 150 19897 Right 3902 0.9 Ta = 1928 �? Left 3902 2/3 TL = 1729 WIND 185 17298 Q� Right 3902 2/3 1 Tp = 1729 (TL & TR values should include upper level UPLIFT forces if TERMINE MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) 3 8vbh Lb-h- ha A — ABend.g + Ash,., + ONa11 slip + OChord splice slip — + + 0.75he + 0.592 In EAL„, Gt Lw Where: Vb = 204 plf Lw = 9 ft E = 1.7E+06 psi A = 16.50 in` h = 11 ft G = 9.0E+04 psi t = 0.298 in e = 0.037 in da = 0.15 in EDGE STUD CAPACITY Pmax = 1.87 kips, (this value should include upper level DOWNWARD loads if applicable) Fc = 1500 psi CD = 1.60 Cp = 0.31 A = 8.25 in E = 1700 ksi Cr = 1.10 Fe = 813 psi > fe = 226 psi [Satisfactory] Technical References: 1. "National Design Specification, NDS', 2005 Edition, AF & PA, AWC, 2005. PROJECT: Flannery Residence PAGE : D6 CLIENT: DESIGN BY: JOB NO.: DATE: REVIEW BY Shear Wall Desion Based on NDS 2005 INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdia, WIND = 185 plf,for wind Vdia, SEISMIC — 204 plfJor seismic GRAVITY LOADS ON THE ROOF: WDL = 20 pitfor dead load WLL — 20 plf, for live load DIMENSIONS: Lw= 6.5 ft, h = 12 ft L = 6.5 ft, hp= 0 fl PANEL GRADE (0 or 1) = 1 <= Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS = 15/32 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 1 8d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 1 pcs, b = 2 in, h = 6 in STORY OPTION ( 1=ground level, 2=upper level) 1 ground level shear wall DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 8d COMMON NAILS @ 6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. L 1 1 W Val F TL ha h t T" { "w L HOLD-DOWN FORCES: TL = 2.22 k , TR = 2.22 k (USE PHD2-SDS3 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 1 - 2" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: 0 = 0.72 in IALYSIS ECK MAX SHEAR WALL DIMENSION RATIO L / B = 1.8 < 2 [Satisfactory] TERMINE REQUIRED CAPACITY Vb = 204 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in) THE RHFAR CAPACITIFS PFR IRC Tahle 9306 4.1 / 11RCTahle 93-II-I-1 Panel Grade Common Nail Min. Penetratio (in) Min. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 1 4 3 2 Sheathing and Single -Floor 8d 1 1/2 15/32 260 38 4490 640 Note: The indicated stiear numbers have reduced by specific gravity Factor per IBC note a / UBC note1 of the table. NE DRAG STRUT FORCE: F = (L-Lw) MAX( Vdia, WIND, QOVdia, SEISMIC) — 0.00 k (no = 1 ) (Sec. 1633.2.6) NE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005, Tab.11 E) 5/8 in DIA, x 10 in LONG ANCHOR BOLTS @ 48 in O.C. THE HOLD-DOWN FORCFS- Vdia Wall Seismic Overturning Resisting Safety Net Uplift Holddown (plf) at mid -story (Ibs) Moments (ft-Ibs) Moments (ft-Ibs) Factors (Ibs) SIMPSON SEISMIC 204 125 16661 Left 2451 0.9 T = 2224 Right 2451 0.9 TR = 2224 WIND 185 14430 Left 2451 2/3 T = 1969 �ft Right 2451 2/3 TR = 1969 Qr (TL & TR values should include upper level UPLIFT forces if rERMINE MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) 3 $Vnh v,h ha° — A& ding +Ashear+ ON d slip + Ochord splice slip — + + 0.75hen + = 0.717 in EAL,, Gt Lw Where: Vb = 204 plf Lw = 7 ft E = 1.7E+06 psi A = 16.50 in2 h = 12 ft G = 9.0E+04 psi t = 0.298 in e = 0.037 in da = 0.15 in EDGE STUD CAPACITY Pn,a� = 1.96 kips, (this value should include upper level DOWNWARD loads if applicable) Fc = 1500 psi CD = 1.60 CR = 0.26 A = 8.25 in' E = 1700 ksi Cr = 1.10 Fc = 694 psi > fc = 238 psi [Satisfactory] Technical References: 1. "National Design Specification, NDS", 2005 Edition, AF & PA, AWC, 2005. PROJECT: Flannery Residence PAGE: D7 CLIENT: DESIGN BY: JOB NO.: DATE : REVIEW BY: Shear Wall Design Based on NDS 2005 PUT DATA TERAL FORCE ON DIAPHRAGM: Vdia, WIND = 95 plf,forwind Vdia, SEISMIC = 112 plf,for seismic CAVITY LOADS ON THE ROOF: wDL = 100 plf,for dead load WLL = 100 plf,for live load VIENSIONS: Lw = 16.5 ft, h = 12 ft L = 16.5 ft, hp= 0 ft ,NEL GRADE (0 or 1) = 1 <= Sheathing and Single -Floor NIMUM NOMINAL PANEL THICKNESS = 15/32 in )MMON NAIL SIZE (0=6d, 1=8d, 2=10d) 1 8d 'ECIFIC GRAVITY OF FRAMING MEMBERS 0.5 IGE STUD SECTION 1 pcs, b = 2 in, h = 6 in CRY OPTION ( 1=ground level, 2=upper level) 1 ground level shear wall IGN SUMMARY BLOCKED 15/32 SHEATHING WITH 8d COMMON NAILS @ 6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. _ L x w vae hp H h T _wiveiTa L LW L HOLD-DOWN FORCES: TL = 0.06 k , TR = 0.06 k (USE PHD2-SDS3 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 1 - 2" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.50 in ANALYSIS CHECK MAX SHEAR WALL DIMENSION RATIO L / B = 0.7 < 2 [Satisfactory] DETERMINE REQUIRED CAPACITY ve = 112 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in) THE CHFAR rAPArITIFR PFR IRr Tnh1P a3ns A.1 1 L]RrTahIP i?-II-I-1 Panel Grade Common Nail Min. Penetrdti (in) 1 Min. Thickness (in) Blocked Nail Spacing Boundary, & All Edges 6 4 3 2 Sheathing and Single -Floor 8d 1 1/2 15/32 260 1 380 1 490 1 640 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a / UBC notel of the table. NE DRAG STRUT FORCE: F = (L-Lw) MAX( Vdia, WIND, f2ovdw SEISMIC) = 0-00 k ( 920 = 1 ) (Sec. 1633.2.6) NE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. THE Hnl r)-nr)WN FnRCFS- Vdia Wall Seismic Overturning Resisting Safety Net Uplift Holddown (plf) at mid -story (Ibs) Moments (ft-Ibs) Moments (ft-Ibs) Factors (Ibs) SIMPSON SEISMIC 112 317 24077 Left 26681 0.9 T = 1 4 Right 26681 0.9 TR = 4 y4P WIND 95 18810 Left 26681 2/3 T = 62 qR Right 26681 213 T4 = 62 Q (TL & TR values should include upper level UPLIFT forces if (ERMINE MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) 8t,hh' vbh hdo A = Oserding +Asbea,�+ ANau sro + Oci.a sPj.� s19 _ +—+ 0.75he +— = 0.496 in EAL, Gt Lw. Where: v6 = 112 plf Lw = 17 ft E = 1.7E+06 psi A = 16.50 in2 h = 12 ft G = 9.0E+04 psi t = 0.298 in en = 0.037 in da = 0.15 in EDGE STUD CAPACITY P,,,. = 2,05 kips, (this value should include upper level DOWNWARD loads if applicable) F� = 1500 psi CD = 1.60 Cp = 0.26 A = 8.25 in E = 1700 ksi CF = 1.10 F� = 694 psi > f� = 249 psi [Satisfactory] Technical References: 1. "National Design Specification, NDS", 2005 Edition, AF & PA, AWC, 2005. Drag Strut Connection at concrete Max load 21 k 21*1.6= 33.6 k 33.6/40ksi 0.84 sq in ues (6) #6 2.65 sq in PROJECT' Drag sinit Cannocuon CLIENT JOB NO-: DATE PAGE: DESIGN BY tseam tonne =on aasea on AISL: Manual 13ffl tattiGn [AlSS: 3W-Ub .P INPUT DATA & DESIGN SUMMARY WF BEAM SECTION => W12X35 a R D x H x t GRAVITY SERVICE LOAD P = 1 kips LATERAL TENSION LOAD, ASD T = 33 kips PLATE THICKNESS t = 0.625 in ? e�• T PLATE STEEL YIELD STRESS Fy = 36 ksi TRIAL WELD SIZE w= 0.5 in (1/2 in) a z BOLT DIAMETER 0 = 0.75 in (314 in) a • in BOLT MATERIAL (A307, A325, A490) ASTM = A490 HOLE TYPE (STD, NSL, OVS, SSL, LSL) _> STD STD = Standard round holes ( d + 1/16 " ) NSL = Long or short -slotted hole normal to load direction w 1 /2" OVS = Oversize round holes SSL = Short -slotted holes holes LSL = Long -slotted holes USE PLATE 9.0" x 6.5" x 5/8" WITH WELD 1/2" EACH SIDE TO ;ONNECTION TYPE (SC, N, X) _> 5C COLUMN AND 2 ROW OF TOTAL (5) -314" BOLTS AT BEAM END. SC = Slip critical connection N = Bearing -type connection with threads included in the shear plane X = Bearing -type connection with threads excluded from the shear plane S TOP FLANGE COPED ? (1=Yes, O=No,) _> ;' Yes %NALYSIS SECTION PROPERTIES (AISC 13th Table 1) d tiv tf k 12.5 0.3 0.52 0.82 I1ECK CAPACITY OF BOLTS (AISC 360-05 J3) Allow shear per bolt = 7.9 kips! bolt, (Rn I Qv, AISC 13th Table 7) (p2 + TZ )° 5 = 33 kips No. of bolts required = 4.2 Bolt spacing required = 3.00 in Bolt spacing used = Edge spacing required = 1.50 in, (Tab J3.4) Edge spacing used = Number of rows required = 2 rows Number of rows use = Bolt group capacity = 40 kips > (PZ + T2 )0.5 = > P = 1 kips > I E C K CAPACITY OF WELDING (AISC 360-05 J2) e = 3.5 in, (AISC 360-05, Table J3.4) Plate thickness = 0.63 in Weld size,w = 0.50 in Min allowable weld = 0.25 in [Satisfactory] Max allowable weld = 056 in [Satisfactory] to = 0.35 in D - 9.0 in I = 2 (te D3 / 12) 43.0 in' Vertical shear = P / Aw = P / 2 D to = 02 ksi Bending stress = 0.5 P e D / 1 = 0.4 ksi Tension stress = T / Aw = T / 2 D to = 5.2 ksi Resultant Stress = [ (P/Awf + (0.5 P e D / I + T/Awf ]o.s = 5.6 ksi Allow shear Fw / 0 = (0.6 x 70 ksi) / 2.0 = = 21.0 ksi > 5.6 ksi :HECK PLATE FOR SHEAR CAPACITY (AISC 365-05 G2) 3.00 in [Satisfactory] 150 in [Satisfactory] 2 rows [Satisfactory] 33 kips [Satisfactory] [Satisfactory] P / A = 0.2 ksi < 0.6 Fy C / 0, = 0.6 Fy 1.0 / 1.5 = 14.4 ksi [Satisfactory] ;HECK PLATE FOR TENSION CAPACITY (AISC 365-05 D) T / A = 5.9 ksi < Fy / C4 = Fy / 1.67 = 2156 ksi [Satisfactory] :HFrl< NFT SHFAR FRACTURF /AISC 360-05 .14.91 PROJECT: Flannery Residence PAGE: El CLIENT: DESIGN BY: JOB NO.: DATE : REVIEW BY: Shear Wall Desian Based on NDS 2005 PUT DATA _ L TERAL FORCE ON DIAPHRAGM: Vdia, WIND = 57 plf,for wind Vdia, SEISMIC — 60plf,for seismic `N CAVITY LOADS ON THE ROOF: WDL = 20 plf,for dead load WLL = 20 plf,for live load OENSIONS: Lw = 27 ft, h = 12 It L = 27 ft, hp= 0 ft ,NEL GRADE (0 or 1) = 1 <= Sheathing and Single -Floor h NIMUM NOMINAL PANEL THICKNESS = 15132 in )MMON NAIL SIZE (0=6d, 1=8d, 2=10d) 1 8d ECIFIC GRAVITY OF FRAMING MEMBERS 0.5 T— IGE STUD SECTION 1 pcs, b = 2 in, h = 6 in T, T. ORY OPTION ( 1=ground level, 2=upper level) 1 ground level shear wall Lw GN SUMMARY BLOCKED 15/32 SHEATHING WITH 8d COMMON NAILS @ 6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. HOLD-DOWN FORCES: TL = 0.00 k , TR = 0.00 k (HOLD-DOWN NOT REQUIRED) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 1 - 2" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0 43 in YSIS MAX SHEAR WALL DIMENSION RATIO L / B = 0.4 < 2 [Satisfactory] MINE REQUIRED CAPACITY vb = 60 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in) THE SHEAR CAPACITIES PER IBC Tahle 23n6 4.1 / UBCTahle 23-II-1-1 Panel Grade Common Nail Min. Penelratio fin) Min. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 1 4 1 3 1 2 Sheathing and Single -Floor 8d 1 1/2 15/32 260 380 1 490 1 640 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a f UBC notel of the table. INE DRAG STRUT FORCE: F = (L-Lw) MAX( Vdia, WIND, 92OVdia, SEISMIC) — 0.00 k (no = 1 ) (Sec. 1633.2.6) INE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. THE HnI D.r10WN EC]RCFS- Vdia Wall Seismic Overturning Resisting Safety Net Uplift Holddown (plf) at mid -story (Ibs) Moments (ft-Ibs) Moments (ft-Ibs) Factors (Ibs) SIMPSON SEISMIC 60 518 22550 Left 42282 0.9 TL = 0 eN Right 42282 0.9 TR = 0 y4� WIND 57 18468 Left 42282 2/3 T = 0 pry Right 42282 2/3 T,, = 0 Q� (TL & TR values should include upper level UPLIFT forces if TERMINE MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) 3 $ybh Vbh has A — OBerding + Ash— + ANall slip + Acho d splice sty, — + + 0.75he + — 0.428 In EAL, Gt Lw Where: Vb = 60 plf Lw = 27 ft E = 1.7E+06 psi A = 16.50 in` h = 12 ft G = 9.0E+04 psi t = 0.298 in e = 0.037 in da = 0.15 in EDGE STUD CAPACITY Pmax = 1.60 kips, (this value should include upper level DOWNWARD loads if applicable) Fc = 1500 psi CD = 1.60 CR = 0.26 A = 8.25 in E = 1700 ksi CF = 1.10 Fc = 694 psi > fp = 194 psi [Satisfactory] Technical References: 1. "National Design Specification, NDS", 2005 Edition, AF & PA, AWC, 2005. PROJECT: Flannery Residence PAGE: E2 CLIENT: DESIGN BY JOB NO.: DATE: REVIEW BY Shear Wall Design Based on NDS 2GO5 INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdia, WIND = 231 plf,for wind Vdia, SEISMIC = 261 plf,for seismic GRAVITY LOADS ON THE ROOF: WDL = 20 plf,for dead load WLL = 20 plf,for live load DIMENSIONS: Lw = 5.5 ft, In = 10 ft L = 5.5 ft, hp = 0 ft PANEL GRADE (0 or 1) = 1 — Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS = 15/32 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) T 8d SPECIFIC GRAVITY OF FRAMING MEMBERS 0 5 EDGE STUD SECTION 1 pcs, b 2 In _ h = 6 in STORY OPTION ( 1=ground level, 2=upper level) 1 ground level shear wall I SUMMARY BLOCKED 15/32 SHEATHING WITH 8d COMMON NAILS @ 4 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 40 in O.C. L W 1 F TL V_ hp h T. HOLD-DOWN FORCES: TL = 2.44 k , TR = 2.44 k (USE PHD2-SDS3 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 1 - 2" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.66 in YSIS MAX SHEAR WALL DIMENSION RATIO L / B = 1.8 < 2 [Satisfactory] MINE REQUIRED CAPACITY Vb = 261 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 4 in) THE QI-IFAD CAPArITICC DMD IRr` Ta11Fn oznc n d 1 i FDrT. — na u i . . Panel Grade Common Nail Min. Penetratio (in) Min. Thickness (in) Blocked Nail Spacing Boundary & All Edges 1 6 1 4 1 3 2 Sheathing and Single -Floor 8d 1 1/2 15/32 1 260 1 380 1 490 1 640 INoie: I ne Inuicatea shear numbers nave reduced by specific gravity factor per IBC note a / UBC note1 of the table. NE DRAG STRUT FORCE: F = (L-Lw) MAX( Vdia, WIND. OOVdia, SEISMIC) — 0.00 k (no = 1 ) (Sec. 1633.2.6) NE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 40 in O.C. THE HOI n_nnww Fntar_Fc- Vdia (plf) Wall Seismic at mid -story (Ibs) Overturning Moments (ft-Ibs) Resisting Moments (ft-Ibs) Safety Factors Net Uplift (Ibs) Holddown SIMPSON SEISMIC 261 88 14795 Left 1513 0.9 Tr = 1 2443 �y Right 1513 0.9 TR = 2443 WIND 231 12705 Left 1513 213 T = 2127 �4 �q6 Q Right 1513 2/3 TR = 2127 (TL & TR values should include upper level UPLIFT forces if (ERMINE MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) 3 8yhh v,h hda A — OBerd.g + Ash— + AN.a slip + Acmm splice vp — + + 0.75he + — 0.661 In EAL,, Gt Lw Where: Vb = 261 plf L. = 6 ft E = 1.7E+06 psi A = 16.50 in2 h = 10 ft G = 9.0E+04 psi t = 0.298 in e = 0.037 in da = 0.15 in CHECK EDGE STUD CAPACITY Pmax = 1.98 kips, (this value should include upper level DOWNWARD loads if applicable) Fp = 1500 psi CD = 1.60 Cp = 0.36 A = 8.25 in E = 1700 ksi CF = 1.10 F� = 961 psi > fp = 240 psi [Satisfactory] Technical References: 1. "National Design Specification, NDS", 2005 Edition, AF & PA, AWC, 2005 PROJECT: CLIENT: JOB NO.: Flannery Residence -roof C worst case Guy Dreier Designs DATE: PAGE: DESIGN BY: REVIEW BY: Shear Wall Design Based on ACI 318-05 / IBC 2006 INPUT DATA DESIGN SUMMARY CONCRETE STRENGTH (ACI 318 5.1.1) f,' = 2.5 ksi SHEAR WALL LENGTH L = 6.00 It REBAR YIELD STRESS fy = 60 ksi SHEAR WALL THICKNESS t = 12.00 in FACTORED AXIAL LOAD P„ = 6.7 k FACTORED MOMENT LOAD Mu = 425 ft-k END REINFORCING 1 # 5 FACTORED SHEAR LOAD V, = 12.3 k WALL HORIZ. REINF 1 # 5 @ 12 WALL VERT. REINF 1 # 5 @ 12 LENGTH OF SHEAR WALL L = 6 ft THICKNESS OF WALL t = 12 in DEPTH AT FLANGE D = 12 in WIDTH AT FLANGE B = 12 in THE WALL DESIGN IS ADEQUATE. TOTAL WALL HEIGHT TO TOP hW = 12 It L REINF. BARS AT BULB 1 # 5 WALL DIST. HORIZ. REINF. 1 # 5 @ 12 in o c. D WALL DIST. VERT. REINF. 1 # 5 @ 12 in, o c. t HOOP REINF - WIDTH, B, DIR. 1 legs of # 5 B L�� HOOP REINF - LENGTH DIR. 1 legs of # 5 ANALYSIS 1200 1000 800 Pn (k) 600 400 200 0 -200 400 600 800 1000 1200 141 � Mn (ft-k) T. Ca T.n , Ac. i Lo I W 0 L FORCE DIAGRAM , CK MINIMUM REINFORCEMENT RATIOS AND SPACING (ACI 318-05 21.7.2.1 & 14.3 M O O STRAIN DIAGRAM I o (Pt )min = 0.0020 [ for Acv (fe, )O 5 = 43.20 kips > Vu , and bar size # 5 horizontal] (Pl )min = 0.0012 [ for Acv (f,' )o 5 = 43.20 kips > Vu , and bar size # 5 vertical] (Pt )Provd = 0.0022 > (Pt )min [Satisfactory] (Pl )Provd = 0.0022 > (PI )min [Satisfactory] where Acv = 864 in 2 (gross area of concrete section bounded by web thickness and length in the shear direction) The proposed spacing is less than the maximum permissible value of 18 in and is satisfactory. Since wall Vu < 2 Acv (f.' )o 5 , one curtain reinforcement required. (ACI 318-05 21.7.2.2) HECK SHEAR CAPACITY (ACI 318-05 21.7.4.1 & 21.7.4.4) 'tiVn =MIN [ � Acv ((6c (fc )° 5+ ptfy), � 8 Acv (fc )c 5] = 118.80 kips > V„ [Satisfactory] where 0 = 0.60 (conservatively, ACI 318-05 9.3.4 a) OLc = 2.0 ( for h v / L = 2.00 @ [1.5, 2] ) Pl > Pt [Satisfactory] (only for hw / L > 2.0, ACI 318-05 21.7.4.3) ECK FLEXURAL & AXIAL CAPACITY MAXIMUM DESIGN AXIAL LOAD STRENGTH (ACI 318-05 21.7.5.1 & Eq.10-2) P,,,,), =0.8 [ 0.85 fc (Ag - Ast) + fy Ast] = 1020 kips. > P [Satisfactory] where = 0.65 (ACI 318-05 9.3.22) Ag = 864 in2• 2 Ast = 2.17 in. DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 707 ft-kips. FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACI 318-05 10.3.2 AS Ec = 0.003 AND £t = fy / Es = 0.002069. THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb = d £c / (£c + Es) = 39 in a = Cb Rl = 33 in R, = 0.85 (ACI 318-05 10.2.7.3 ) � = 0.65 + (Et-0.002)(250/3) = 0.656 (ACI 318-05 Fig. R9.3.2) d = (L - 0.5D) = 66 in DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 568 kips AND 1041 ft-kips. IN ACCORDANCE WITH ACI 318-05 9.3.2 THE DESIGN MOMENT CAPACITY WITHOUT AXIAL LOAD IS � Mn = 0.9 M„ = 608 kips. TO KEEP TENSION SECTION WITH SHEAR CAPACITY PER ACI SEC. 11.10.6, THE PURE AXIAL TENSION CAPACITY IS -OPn=-0.9MIN(AstFy,3.3fc054Lt)= -117 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM AT FRONT PAGE. Pn (kips) Mn (n-kips) AT AXIAL LOAD ONLY = 1020 0 AT MAXIMUM LOAD = 1020 707 AT 0 % TENSION = 1020 692 AT 25 % TENSION = 872 891 AT 50 % TENSION = 749 982 AT c t = 0.002 = 574 1031 AT BALANCED CONDITION = 568 1041 AT s t = 0.005 = 388 1231 AT FLEXURE ONLY = 0 608 AT TENSION ONLY = -117 0 DESIGN FORCES P„ & Mu ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM. THE ALLOWABLE MOMENT AT AN AXIAL LOAD P IS GIVEN BY 0 Mn = 622 kips. > Mu [Satisfactory] where = Min{0.9, Max[0.65 + �t - 0.002)(250/3) , 0.65]} = 0.900 (ACI 318-05 Fig. R9.3.2) IECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY ACI318-05 21.7.6.2, 21.7.6.3, and 21.7.6.5(a) PROVIDED THAT c < (L h,) / (600 Su) and fc < 0.2 fc [Satisfactory) where c = 11 in. ( distance from the extreme compression fiber to neutral axis atA Mn loads. ) Su = 1.0 in. ( design displacement, assume 0.0071a, as a conservative short cut, see ACI 318-05 21.7.6.2a. ) fc = (Pu / A) + (Mu y / 1) = 0.487 ksi. ( the maximum extreme fiber compressive stress at EI& Mu loads y = 36 in. ( distance from the extreme compression fiber to neutral axis atA Mu loads. ) A = 886 in2. ( area of transformed section. ) 1 = 382787 in°. ( moment of inertia of transformed section. ) And the longitudinal reinforcement ratio at the wall end = 0.002 < 400 / fy [Satisfactory] HENCE BOUNDARY ZONE DETAIL REQUIREMENTS ARE NOT NECESSARY AND OMIT THE CALCULATIONS BELOW. The boundary element length = MAX(c - 0.1 L , 0.5 c ) = 5.26 in. ( ACI 318-05 21.7.6.4 ) The maximum hoop spacing = MIN[ B/4 , 6g , 6, 4+(14-hx)/3 ] = 8 in.o.c. (ACI 318-05 21.4.4.2 & 21.7.6.5a ) A.h, B DIR = (0.09 s he fc') / fyh = N/A in2. Ash, L DIR - (0.09 S ik f.' ) / fyh = N/A inz• in o.c. in o.c. LO 0 =TE J PROJECT: Flannery Residence - Under Master PAGE: CLIENT. Guy Dreier Designs DESIGN BY: JOB NO.: DATE: REVIEW BY: Shear Wall Design Based on ACI 318-05 / IBC 2006 INPUT DATA CONCRETE STRENGTH (ACI 318 5.1.1) REBAR YIELD STRESS D AXIAL LOAD D MOMENT LOAD D SHEAR LOAD 3TH OF SHEAR WALL KNESS OF WALL -H AT FLANGE 'H AT FLANGE IL WALL HEIGHT TO TOP F. BARS AT BULB DIST. HORIZ. REINF. DIST. VERT. REINF. P REINF - WIDTH, B, DIR. 1 P REINF - LENGTH DIR. 1 ANALYSIS 2000 1500 Pn (k) 1000 500 0 -500 DESIGN SUMMARY fc' = 2.5 ksi SHEAR WALL LENGTH L = 9.50 ft fy = 60 ksi SHEAR WALL THICKNESS t = 12.00 in PO = 5.2 k Mu = 396 ft-k END REINFORCING 1 # 5 V0 = 33 k WALL HORIZ. REINF 2 # 5 @ 12 WALL VERT. REINF 2 # 5 @ 12 L = 9.5 ft I = 12 in D = 12 in B = 12 in h,v = 12 ft 1 # 5 2 # 5 @ 12 in. ❑.C. 2 # 5 @ 12 In, o.c. legs of # 5 legs of # 5 1500 2000 2500 3000 0 Mn (ft-k) THE WALL DESIGN IS ADEQUATE. L D t �B L ` FORCE DIAGRAM I� fy/Ee ` C M O STRAIN DIAGRAM o CHECK MINIMUM REINFORCEMENT RATIOS AND SPACING (ACI 318-05 21.7.2.1 & 14.3) (Pt )min = 0.0020 [ for Aov (f., )0 5 = 68.40 kips > Vu , and bar size # 5 horizontal] (PI )min = 0.0012 [ for Acv (f., )0 5 = 68.40 kips > Vu , and bar size # 5 vertical] (Pt )prod. = 0.0043 > (Pt )min. [Satisfactory] (PI )pmvd = 0.0043 > (Pi )min [Satisfactory] where Aov = 1368 in z (gross area of concrete section bounded by web thickness and length in the shear direction) The proposed spacing is less than the maximum permissible value of 18 in and is satisfactory. Since wall V„ < 2 Acv (fc )o 5 one curtain reinforcement required. (ACI 318-05 21.7.2.2) CHECK SHEAR CAPACITY (ACI 318-05 21.7.4.1 & 21.7.4.4) OVA =MIN [ O Aov ((LD (fc' )0 5 + pt fy), 0 8 Acv (fc' )0 5 ] = 328.32 kips > V„ [Satisfactory] where = 0.60 (conservatively, ACI 318-05 9.3.4 a) (XC= 3.0 (for hW/L = 1.26 <1.5) 131 > Pc [Satisfactory] (only for hw / L > 2.0, ACI 318-05 21.7.4.3) co 0 CHECK FLEXURAL & AXIAL CAPACITY MAXIMUM DESIGN AXIAL LOAD STRENGTH (ACI 318-05 21.7.5.1 & Eq.10-2) rp P,,,,, =0.8 [ 0.85 f,' (A9 - Ast) + fy Ast] = 1688.9 kips. > P, [Satisfactory] where = 0.65 (ACI 318-05 9.3.2.2) A9 = 1368 in2• Ast = 5.89 in2. DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 1566 ft-kips. FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACI 318-05 10.3.2 AS E, = 0.003 AND &t = fy / ES = 0.002069. THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb = d Se / (Ec + &5) = 64 in a = Cb pl = 54 in 0.85 ( ACI 318-05 10.2.7.3 ) � = 0.65 + (Et-0.002)(250/3) = 0.656 (ACI 318-05 Fig. R9.3.2) d = (L - 0.5D) = 108 in DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 938 kips AND 2640 ft-kips. IN ACCORDANCE WITH ACI 318-05 9.3.2 THE DESIGN MOMENT CAPACITY WITHOUT AXIAL LOAD IS � Mn = 0.9 Mn = 1460 kips. TO KEEP TENSION SECTION WITH SHEAR CAPACITY PER ACI SEC. 11.10.6, THE PURE AXIAL TENSION CAPACITY IS —�Pn=-0.9MIN(AStFy,3.3f,054Lt)= -318 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM AT FRONT PAGE. Pn (kips) Mn (ft-kips) AT AXIAL LOAD ONLY = 1689 0 AT MAXIMUM LOAD = 1689 1566 AT 0 % TENSION = 1675 1605 AT 25 % TENSION = 1421 2174 AT 50 % TENSION = 1224 2446 AT s t = 0.002 = 946 2613 AT BALANCED CONDITION = 938 2640 AT s t = 0.005 = 669 3187 AT FLEXURE ONLY = 0 1460 AT TENSION ONLY = -318 0 DESIGN FORCES P, & M, ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM THE ALLOWABLE MOMENT AT AN AXIAL LOAD P, IS GIVEN BY � Mn = 1479 kips. > M„ [Satisfactory] where � = Min(0.9, Max[0.65 + f3t - 0.002)(250/3) , 0.65]} = 0.900 (ACI 318-05 Fig. R9.3.2) ECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY AC1318-05 21.7.6.2, 21.7.6.3, and 21.7.6-5(a) PROVIDED THAT c < (L hW) / (600 8„) and fc < 0.2 fc' [Satisfactory] where c = 15 in. ( distance from the extreme compression fiber to neutral axis at,f& Mn loads. ) 8„ = 1.0 in. ( design displacement, assume 0.0071a, as a conservative short cut, see ACI 318-05 21.7.6.2a. ) fe _ (P„ / A) + (M„ y / 1) = 0.179 ksi. ( the maximum extreme fiber compressive stress at ,P& M„ loads y = 57 in. ( distance from the extreme compression fiber to neutral axis at,]$ M„ loads. ) A = 1428 in2. ( area of transformed section. ) 1 = 1546452 in'. ( moment of inertia of transformed section. ) And the longitudinal reinforcement ratio at the wall end = 0.002 < 400 / fy [Satisfactory] HENCE BOUNDARY ZONE DETAIL REQUIREMENTS ARE NOT NECESSARY AND OMIT THE CALCULATIONS BELOW. The boundary element length = MAX( c - 0 1 L, 0.5 c ) = 7.62 in. ( ACI 318-05 21.7.6.4 ) The maximum hoop spacing = MIN[ B/4 , 6g , 6, 4+(14-hx)/3 ] = 8 in.o.c. (ACI 318-05 21.4.4.2 & 21.7.6.5a ) 2 Ash, B DER = (0.09 s he fo') / fyh = N/A in . Ash, L DIR = (0,09 s h. f.' ) / fyh = N/A in', in o-c, in o.c. =TE J PROJECT: Flannery Residence -Master Suite Wall PAGE CLIENT: Guy Dreier Designs DESIGN BY JOB NO.: DATE : REVIEW BY Shear Wall Design Based on ACI 318-05 / IBC 2006 INPUT DATA DESIGN SUMMARY CONCRETE STRENGTH (ACI 318 5.1.1) fe' = 2.5 ksi SHEAR WALL LENGTH L = 6.25 ft REBAR YIELD STRESS fy = 60 ksi SHEAR WALL THICKNESS t = 12.00 in AXIAL LOAD P = 4.5 k MOMENT LOAD M0 = 69 ft-k END REINFORCING 1 # 5 SHEAR LOAD V0 = 5.75 k WALL HORIZ. REINF 2 # 5 @ 12 WALL VERT. REINF 2 # 5 @ 12 GTH OF SHEAR WALL :KNESS OF WALL 'TH AT FLANGE TH AT FLANGE AL WALL HEIGHT TO TOP VF, BARS AT BULB _L DIST HORIZ. REINF. .L DIST. VERT. REINF. )P REINF - WIDTH, B, DIR. )P REINF - LENGTH DIR. YSIS 1200 1000 800 600 Pn (k) 400 200 0 -200 -400 L = 6.25 ft t = 12 in D = 12 in B = 12 in hW = 12 ft 1 # 5 2 # 5 @ 12 in. o.c. 2 # 5 @ 12 in. o.c. legs of # 5 1 legs of # 5 600 800 1000 1200 1400 1 � Mn (ft-k) THE WALL DESIGN IS ADEQUATE. L D tB t I T. Ca Ta, f Can oq l oq 1 a L 1 FORCE DIAGRAM 1 1 fy/Ea C M O O STRAIN DIAGRAM i o HECK MINIMUM REINFORCEMENT RATIOS AND SPACING (ACI 318-05 21.7.2.1 & 14.3) (Pt )min = 0.0020 [ for k" (fC, )0 5 = 45.00 kips > Vu , and bar size # 5 horizontal] (p, )min = 0.0012 [ for Acv (fc )0-5 = 45.00 kips > Vu , and bar size # 5 vertical] (Pt )Provd = 0.0043 > (Pt )min, [Satisfactory] (PI )Provo = 0.0043 > (pi )min [Satisfactory] where A, = 900 in (gross area of concrete section bounded by web thickness and length in the shear direction) The proposed spacing is less than the maximum permissible value of 18 in and is satisfactory. Since wall V0 < 2 kv (fc )05 one curtain reinforcement required (ACI 318-05 21.7.2.2) SHEAR CAPACITY (ACI 318-05 21.7.4.1 & 21.7.4.4) �V„ =MIN [ � Acv (ac (fc' )0 5 + Pt fy) � 8 Acv (fC' )0 5 ] = 197.82 kips > V [Satisfactory] where 0 = 0.60 (conservatively, ACI 318-05 9.3.4 a) CCC = 2.2 ( for In. / L = 1.92 @ [1.5, 2] ) P1 > Pt [Satisfactory] (only for hw / L > 2.0, ACI 318-05 21.7.4.3) ECK FLEXURAL & AXIAL CAPACITY MAXIMUM DESIGN AXIAL LOAD STRENGTH (ACI 318-05 21.7.5.1 & Eq.10-2) PR,�, =0.8 [ 0.85 f,' (Ag - Ast) + fy Ast] = 1111.1 kips. > P„ [Satisfactory] where = 0.65 (ACI 318-05 9.3.2.2) Ag = 900 in2• 2 Ast = 3.88 in . DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 683 ft-kips. FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACI 318-05 10.3.2 AS Ec = 0.003 AND Et = fy / Es = 0.002069 . THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb = d Ec / (Ec + Es) = 41 in a = Cb Qt = 35 in (3, = 0.85 (ACI 318-05 10.2.7.3 ) 0 = 0.65 + (Et-0.002)(250/3) = 0.656 (ACI 318-05 Fig. R9.3.2) d = (L - 0.5D) = 69 in DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 595 kips AND 1131 ft-kips. IN ACCORDANCE WITH ACI 318-05 9.3.2 THE DESIGN MOMENT CAPACITY WITHOUT AXIAL LOAD IS � M„ = 0.9 Mn = 656 kips. TO KEEP TENSION SECTION WITH SHEAR CAPACITY PER ACI SEC. 11.10.6, THE PURE AXIAL TENSION CAPACITY IS — O Pn = - 0.9 MIN(Ast Fy , 3.3 fc' ° 54 L t) = -209 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM AT FRONT PAGE. Pn (kips) } Mn (ft-kips) AT AXIAL LOAD ONLY = 1111 0 AT MAXIMUM LOAD = 1111 683 AT 0 % TENSION = 1076 745 AT 25 % TENSION = 911 964 AT 50 % TENSION = 783 1065 AT s t = 0.002 = 601 1121 AT BALANCED CONDITION = 595 1131 AT s t = 0.005 = 408 1340 AT FLEXURE ONLY — 0 656 AT TENSION ONLY = -209 0 DESIGN FORCES P„ & M, ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM. THE ALLOWABLE MOMENT AT AN AXIAL LOAD P, IS GIVEN BY 0 Mn = 667 kips. > M„ [Satisfactory] where 0 = Min(0.9, Max[0.65 + Ct - 0.002)(250/3) , 0.65]) = 0.900 (ACI 318-05 Fig. R9.3.2) ECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY AC1318-05 21.7.6.2, 21.7.6.3, and 21.7.6.5(a) PROVIDED THAT c < (L hW) / (600 S„) and fc < 0.2 fc' [Satisfactory] where c = 11 in. ( distance from the extreme compression fiber to neutral axis at,J& Mn loads. ) S„ = 1.0 in. ( design displacement, assume 0.0074, as a conservative short cut, see ACI 318-05 21.7.6.2a. ) fc _ (P„ / A) + (M„ y / 1) = 0.075 ksi. ( the maximum extreme fiber compressive stress at uP& M„ loads y = 38 in. ( distance from the extreme compression fiber to neutral axis atA M„ loads. ) A = 939 in2. ( area of transformed section. ) 1 = 440358 in°. ( moment of inertia of transformed section. ) And the longitudinal reinforcement ratio at the wall end = 0.002 < 400 / fy [Satisfactory] HENCE BOUNDARY ZONE DETAIL REQUIREMENTS ARE NOT NECESSARY AND OMIT THE CALCULATIONS BELOW. The boundary element length = MAX(c - 0.1 L , 0.5 c ) = 5.38 in. (ACI 318-05 21.7.6.4 ) The maximum hoop spacing = MIN[ B/4 , 6g , 6, 4+(14-hx)/3 ] = 8 in.o.c. (ACI 318-05 21.4.4.2 & 21.7.6.5a ) z Ash, B DIR = (0.09 S hc fc ) / fyh = N/A in . %fah, L DIR = (0,09 s h. f.' ) / fyh = N/A in2. in o.c. in o.c. cq 0 :TE J PROJECT: Flannery Residence- Garage Wall CLIENT: Guy Dreier Designs Shear Wall Design Based on ACI 318-05 / IBC 2006 PUT DATA )NCRETE STRENGTH (ACI 318 5.1.1) f,' = 2.5 ksi [BAR YIELD STRESS fy = 60 ksi FACTORED AXIAL LOAD FACTORED MOMENT LOAD FACTORED SHEAR LOAD LENGTH OF SHEAR WALL THICKNESS OF WALL DEPTH AT FLANGE WIDTH AT FLANGE TOTAL WALL HEIGHT TO TOP REINF. BARS AT BULB WALL DIST. HORIZ. REINF. WALL DIST. VERT. REINF. HOOP REINF - WIDTH, B, DIR. HOOP REINF - LENGTH DIR. ANALYSIS 3000 2500 2000 1500 Pn (k) 1000 500 0 -500 -1000 P° = 4.5 k Mu = 462 ft-k V° = 42 k L = 13.5 ft t = 12 in D = 12 in B = 12 in hW = 12 ft 1 # 5 2 # 5 @ 12 2 # 5 @ 12 1 tegs of # 5 1 legs of # 5 3000 4000 5000 6000 0 Mn (ft-k) PAGE: DESIGN BY: REVIEW BY: DESIGN SUMMARY SHEAR WALL LENGTH L = 13.50 ft SHEAR WALL THICKNESS I = 12.00 in END REINFORCING 1 # 5 WALL HORIZ. REINF 2 # 5 @ 12 WALL VERT. REINF 2 # 5 @ 12 THE WALL DESIGN IS ADEQUATE. 090 L n. O.c. D in. O.C. t �B a=J3tC L FORCE DIAGRAM II II fy/Ee � I C M O O STRAIN DIAGRAM I O MINIMUM REINFORCEMENT RATIOS AND SPACING (ACI 318-05 21.7.2.1 & 14.3) (Pt )min = 0.0020 [ for Acv (f.' ))5 = 97.20 kips > Vu , and bar size # 5 horizontal] (P )min - 0.0012 for Acv (f', )° 5 = 97.20 kips > Vu , and bar size # 5 vertical] (Pt )provd = 0.0043 > (pt )min [Satisfactory] (PI )provd = 0.0043 > (PI )min [Satisfactory] where A cv - - 1944 s in (gross area of concrete section bounded by web thickness and length in the shear direction) The proposed spacing is less than the maximum permissible value of 18 in and is satisfactory. Since wall V° < 2 Acv (f,;' )o 5 one curtain reinforcement required. (ACI 318-05 21.7.2.2) SHEAR CAPACITY (ACI 318-05 21.7.4.1 & 21.7.4.4) �Vn =MIN [ � Acv (Ctc (fc' )(5 + Pt fy) � 8 Ac (fc' )O 5 ] = 466.56 kips > V„ [Satisfactory] where = 0.60 (conservatively, ACI 318-05 9.3.4 a) Gf,c = 3.0 ( for hv,, / L = 0.89 < 1.5) pt > Pc [Satisfactory] (only for hw / L > 2.0, ACI 318-05 21.7.4.3) HECK FLEXURAL & AXIAL CAPACITY MAXIMUM DESIGN AXIAL LOAD STRENGTH (ACI 318-05 21.7.5.1 & Eq.10-2) rp P,,,,x =0.8 [ 0.85 f,' (Ag - Ast) + fy Ast) = 2400 kips > P° [Satisfactory] where 0 = 0.65 (ACI 318-05 9.3.2.2) Ag = 1944 inz. Ast = 8.37 in2, DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 3141 ft-kips. FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACI 318-05 10.3.2 AS £c = 0.003 AND £t = fy / Es = 0.002069. THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb = d £c / (£c + £s) = 92 in a = Cb Rt = 78 in (3, = 0.85 ( ACI 318-05 10.2.7.3 ) � = 0.65 + (Et-0.002)(250/3) = 0.656 (ACI 318-05 Fig. R9.3.2) d = (L - 0.5D ) = 156 in DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 1358 kips AND 5352 ft-kips. IN ACCORDANCE WITH ACI 318-05 9.3.2 THE DESIGN MOMENT CAPACITY WITHOUT AXIAL LOAD IS O M„ = 0.9 M„ = 2880 kips. TO KEEP TENSION SECTION WITH SHEAR CAPACITY PER ACI SEC. 11.10.6, THE PURE AXIAL TENSION CAPACITY IS —0Pn=-0.9MIN(AStFy,3.3f,;054Lt)= -452 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM AT FRONT PAGE. O Pn (lops) 0 Mn (n-lops) AT AXIAL LOAD ONLY = 2400 0 AT MAXIMUM LOAD = 2400 3141 AT 0 % TENSION = 2400 3095 AT 25 % TENSION = 2047 4318 AT 50 % TENSION = 1765 4910 AT c t = 0.002 = 1370 5295 AT BALANCED CONDITION = 1358 5352 AT a t = 0.005 = 989 6539 AT FLEXURE ONLY = 0 2880 AT TENSION ONLY = -452 0 DESIGN FORCES PD & M„ ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM. THE ALLOWABLE MOMENT AT AN AXIAL LOAD P, IS GIVEN BY Mn = 2903 kips. > M° [Satisfactory] where = Min{0.9, Max[0.65 + C:t - 0.002)(250/3) , 0.65]} = 0.900 (ACI 318-05 Fig. R9.3.2) ECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY AC1318-05 21.7.6.2, 21.7.6.3, and 21.7.6.5(a) PROVIDED THAT c < (L hW) / (600 6°) and f, < 0.2 f,' [Satisfactory] where c = 21 in. ( distance from the extreme compression fiber to neutral axis at,J& Mnloads. ) 6„ = 1.0 in. ( design displacement, assume 0.00711 as a conservative short cut, see ACI 318-05 21.7.6.2a. ) f° _ (PD / A) + (M° y / 1) = 0.103 ksi. ( the maximum extreme fiber compressive stress at EI& M° loads y = 81 in. ( distance from the extreme compression fiber to neutral axis atA M„ loads. ) A = 2029 inz. ( area of transformed section. ) 1 = 4437791 in4. ( moment of inertia of transformed section. ) And the longitudinal reinforcement ratio at the wall end = 0.002 < 400 / fy [Satisfactory] HENCE BOUNDARY ZONE DETAIL REQUIREMENTS ARE NOT NECESSARY AND OMIT THE CALCULATIONS BELOW The boundary element length = MAX( c - 0.1 L , 0.5 c ) = 10.29 in. ( ACI 318-05 21.7.6.4 ) The maximum hoop spacing = MIN[ B/4 , 6g , 6, 4+(14-hx)/3 ] = 8 in.o.c. (ACI 318-05 21.4.4.2 & 21.7.6.5a ) z Ash, B DiR = (0.09 s hc f, ) / fyh = N/A in . Ash, L DIR = (0.09 s Fk fe' ) / fyh = N/A in2• in o.c. in o.c. 0 MIA Tz x 15 9 3 A 17 i 5 16 ^g 22 31 18 47 23 1 49 �1 1 t7 28 2 Solution: Envelope Plattinium Engineering Flanner Roof B David Platt Dec 15, 2011 at 9:03 AM roof BBAd Plattinium Enqi David Platt I Flanner Roof B Dec 15, 2011 at 9:06 AM roof BB.r3d Company Plattinium Engineering Dec 15, 2011 Designer David Platt 9:04 AM Job Number : Flanner Roof B Checked By: Envelope AISI Cold Formed Steel Code Checks Member Shape Code ... LocFftj Ic Shear ...LOC h Dir Ic P k Tn k Mn k-fE Mnzz k-ft Qb Crnyy Cmzz AISI E n j No Data to Print... Basic Load Cases SLC Qescdntinn Caleaary X Gravity Y Gravity Z Gravity Joint Point Distributed Area (Me_.. Surface L. 1 1 DEAD ROOF N me 30 2 DEAD FLOOR None I 3 LIVE ROOF None 30 4 LIVE FLOOR None 5 WIND None 6 EAR HQUAKE None 13 Joint Boundary Conditions LabelJoirit t. 1 N 18 Reaction Reaction Reaction Reaction Reaction Reaction 2 N20 Reaction Reaction Reaction Reaction Reaction Reaction 3 N23 Reaction Reacti n Reaction Reaction Reaction Reaction 4 N29 Reaction Reaction Reaction R n ReactiQn Reaction 5 N31 Reaction Reaction Reaction Reaction Reaction Reaction 6 N33 Reaction Reaction Reaction Reaction Reaction Reaction 7 N8 Reaction Reaction Reaction ReactiQn Reaction Reaction N36 Reaction Reaction Reaction Re ction Re ction Reaction 9 N38 Reaction Reaction Reaction Reaction Reaction Reaction 0 N40 Reaction Reaction Reaction Reaction Reaction Reaction 11 N44 Reaction Reaction Reaction Reaction Reaction Reaction 12 N46 Reactio Reaction _ _—Readfin ction Reaction Reaction 13 N28 Reaction Reaction Reaction Reaction Reaction Reaction 14 N26 Reaction Reaction Reaction Reaction Reaction Reaction 15 N16 Reaction Reaction Reaction Reaction Reaction Reaction 16 N2 Reaction Reaction Reaction I Reaction Reaction Reaction' Hot Rolled Steel Design Parameters LahPl Shane I enothr_.. Lhwlftl Lbzzrftl Lcomo too ... Lcomo bat.._ Kw Kzz Cm-w Cm-zz Cb v swav z swav Emu, FA I SmOrm Ewa RISA-3D Version 5.5 [F:\FLANNERY\calc\roof BB.r3d] Page 1 Company Plattinium Engineering Dec 15, 2011 Designer David Platt 9:04 AM Job Number . Flanner Roof B Checked By: Hot Rolled Steel Design Parameters XontinuegU Labe! Shane Len at..bvvfftl LIz4ft ❑ t Global Dis2lay Sections for Member Calcs 2 Max Internal Sections for Member Calcs 100 Include Shear Deformation Yes Include War in 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 Wood Code NDS 91/97: ASD Wood Temperature < 10OF Concrete Code ACI 2002 Number of Shear Regions 4 Re ion Spacing Increment in 4 Biaxial Column Method PCA Load Contour Parme Beta Factor (PCA) 65 Concrete Stress Block Rectangular Use Cracked Sections I Yes Bad Framing Warnings No Unused Force Warnings Yes Load Combination Design 1 1_ 1_ D+L+S+ 1 1.333 I 1 I Yes Yes Yes Yes Yes 1— _ _ Yes I Ye§ Yes Yes Y s RISA-3D Version 5.5 IF:\FLANNERY\calc\roof BB.r3d] Page 2 Company Plattinium Engineering Dec 15, 2011 Designer David Platt 9:04 AM Job Number : Flanner Roof B Checked By: Load Combination Design Continued Descriotion ASIF CD ABIF Service Hot Rolled Cold Formed Wood Concrete Fontinns 3 D+L+.714*E t333 Yes Yes Yes Yes Yes _J + + + 5*S .333 Yes Yes Yes Yes Yes D+L+S+_5W 1.333 Yes Yes Yes Yes Yes 6 D+L+S+_714*E 1333 Yes Yes Yes Yes Yes 7 0.9D+.714*E 1.333 Yes Yes Yes Yes Yes 0.9D-.714*E 1-333-1 I. Yes Yes Yes Yes I Yes Yes Y Yes I Ye 9 1 D+.7*L+2.8*E _ Member Distributed Loads (BLC 1 : DEAD ROOF Member Label Direction Start Maonituderktft.d_.End Mannitudefkht d. Start Lncatinnfft_011 'End L nratinnfff OAI 1 M31A Z -.6 -6-- - -- - ------0-- - - ----0 - M32A Z -.6 -_6 0 0 3 M39 Z -.6 -.6 0 0 4 M3 -6 0 0 5 M 10 Z -.6 -.6 0 0 M34 Z 0 0 7 M41 Z -.6 -.6 0 M40 Z -,6 -.6 0 0 9 M42 Z -.6 -.6 0 0 10 M45 Z -.6 0 0 11 M24 Z -.2 -.2 0 0 12 M 7 Z -.2 0 13 M38 Z -.2 -.2 0 0 14 M43 Z - -.2 0 0 15 M27 Z -.2 -.2 0 0 16 M28 Z -.2 0 0 17 M23 Z -.2 -.2 0 0 18 J M22 Z -.2 0 19 M21 Z --2 -,2 0 0 20 M20 Z -2 0 0 21 M 18 Z -.2 - 0 22 miz Z -2 _Q 0 23 M8 Z -.3 -.3 0 0 24 M9 Z -3 0 0 25 M11 Z -.3 -.3 0 0 26 M12 Z 0 0 27 M14 Z .3 -.3 0 0 28 M15 Z -.3 -3 -.3 0 0 0 29 M31 _ Z -.3 --3 30 M29- _ Z. - 0 _Member Distributed Loads (BLC 3: LIVE ROOFS me n r L-an i uirection gart a n a nitude klft d... Start Locationift.%j EndLo atio 1 M1 Z -.6 1 -.fi 0 0 2 MI Z -.6 0 0 3 MI Z -.6 0 4 M 1 Z -.6 -.6 0 0 5 M 1 Z -.6 - 0 6 M1 Z -fi 0 7 M 1 Z -.6 -.6 -6 -_6 0 0 0 0 0 0 $ M1 Z -6 9 M1- Z Z _ -.6 -.6 10 M1 -.6 -2 0 0 0 0 11 M 1 _ _- M1- z. _ -.2 12 _ _-2 Z -.2 0 0 RISA-3D Version 5.5 [F:\FLANNERY\calc\roof BB.r3d] Page 3 Company Plattinium Engineering Dec 15, 2011 Designer David Platt 9:04 AM Job Number : Flanner Roof B Checked By: Member Distributed Loads (BLC 3: LIVE ROOF) (Continued) t1i m r Label Direcfion ni d a cationfftM 13 M 1 Z_ -.2 -.2 0 0 14 M1 Z -.2 -.2 0 0 15 M 1 Z -.2 -.2 0 0 16 M1 Z -.2 -.2 0 0 17 M 1 Z -.2 -.2 0 0 18 M1 Z -.2 -.2 0 19 M 1 Z -.2 -.2 0 0 20 M1 0 21 M 1 Z -.2 -2 0 0 22 M 1 Z -.2 -.2 Q Q 23 M 1 Z -.3 -.3 0 0 24 M 1 Z -.3 -.3 0 0 25 M1 Z -.3 -_3 -.3 0 0 0 26 M 1 Z Z Z Z - 3 -.3_ 27 M 1 0 0 M 1 - 3 -.3 0 0 29 _ M1 M 1 -.3 -.3 1 -.3 0 0 0 0 1 -3 Member Distributed Loads (BLC 6. EARTHQUAKE) fulamhar I ha1 ni- i- C*.rt RA -it. v .Wiff' r♦ Fnri KA-ili ui.rlrlft A Ct.rt I -H-M OGl Gnel f -ti-Ot oGl 1 M24 Y -.1 -.1 0 0 2 M37 Y -.1 -.1 0 0 3 M38 Y -.1 -.1 0 4 Y -1 0 5 M 17 Y -.1 -.1 0 0 6 M 1 Y -.1 -.1 7 M 19 Y -.1 -.1 1 0 0 8 M20 Y -.1 -.1 0 9 M21 Y -.1 -.1 0 0 10 M22 Y -.1 -.1 0 0 11 M23 Y -.1 -.1 12 M28 Y - 1 -.1 0 Q 13 ! M27 Y -.1 -.1 0 0 Member Point Loads Member Label Direction Mgunitudek.k-R Uo No Data to Print ... Hot Rolled Steel Properties I ha1 1= n-il r` Glee.') Kh Thorne IIIr-V 1-1 i'-ihRld"ll Y.'nlAR-il 1 HR BEAM 2900. 0 11154 3 .4 50 2 _ _ H C LU 1 3 65 .49 46 3 brace 9000 11154#n.3 .65 .49 46 Envelo a Member Section Stresses ILA-h- Cnr Avi.in-il Ir u Chn.rl Ir , Ch-r F • u-T-(L-rl 1r u-QML,.:l In -T-rl-n Ir -Q-trl-H 1, 1 M1 1 max 14.526 1 .646 6 -_09 7 -4.768 8 17.482 6 2.162 8 -.931 7 2 mi 1,092 243 8 -.147 8 -17 482 4,768 8 - 1 v 3 2 max 1.227 2 .575 6 -.09 7 13.045 6 -5.751 8 - .55 7 5.183 8 4 min 1092 7 .178 8 -.147 1 4 -5,183 5 M2 1 /max 1.612 1 .043 6 _102 6 -.188 8. .426 6 -1.613 8 2.46 6 RISA-3D Version 5.5 [F:\FLANNERY\calc\roof BB.r3d] Page 4 Company i Plattinium Engineering Dec 15, 2011 Designer David Platt 9:04 AM Job Number : Flanner Roof B Checked By: Envelope Member Section Stresses (Continued) Member 'Sea Axiallksil In v Shaarf__. Ic 2 Shear[__ In v-Tnnfk-H Ic v-Rnt[ksfl Ir_ z_Tnnrkcil In 7_Rnlrkcil Ir MEW, n ME MIMM 0®ZNNB K •0=10n 1-I00®F-1 0�EM1r�MEW001 amass 1 : ffm� IM19MU, : U®Mzwm ®®0 ' • nEMEn 1: © :1 U �■■�� .. r:�r��:1�•��.' N�o�� UMNUIRM :�1 ammo 1' o -�-_® • • n 1 ��0�0�_I C �0 0EN-M0 n--® • n�0 1 n®"ENIH00B n • m100100001©- ©moo®o ' . ono • ' ono -�� :: 1.: n�E:7 n��0 • n wa n non • m0M000 ©EIMn • ��n�l':��n 1• ' non �o n�ImM n ==EWlE i■ .. n r:�■0■n M 1 • n�r:� n • : n �■®n�nr:� r��■��r:� ■o 1 • n �n��■n • 1 • E:7®n m�©�LC-� • • © 1 0�0 n • ©l=s0 1 1 : Q �■■■�■■n� n�o n ©sM, � USIMONE, 00M mum n .. n 1 1 0 . • • 1e .: n n. FI®n0 1 • ni =�31F�0�7[-�[:1 ®�© � ©®n n�n��n�0 U -� 0 1. n [►lsM01n 1' F now-Mn mn��o�onoo 1 • o■�rl�na�o . •' non n��nleonoo�r.��nani�■o . • , r.� m�©mon�oonan�nonon • ��E��ntl�n�n . 1' � �©fin RISA-3D Version 5.5 [F:\F LAN N ERY\calc\roof BB.r3d] Page 5 Company Plattinium Engineering Dec 15, 2011 Designer David Platt 9:04 AM Job Number : Flanner Roof B Checked By: Envelope Member Section Stresses (Continued) Member See Axialrksil fc vShearf__ Ic z Shearf__ fr_ v-Tnnrkcil In v-Rnfrkcil fr y_Tnnfktil Ir- 7-RnfQ cil Ir .. ��®e�r.� •• o�©moo •. e - o •. . • �o��o�o�o • • ono . � � o • . � t:� m��©m�ao�o�r:� - - o . - • ono . m�o�®©moo � . • o - • o .. � ono � . o m�o�m®o - . n � : o�© - • ono - : • o m�©m�o�o .: o�o�o • � ono ��®��r:�oro�r�■��o ono[ m�s�m�o®rI�■�o��o - - ��o MEMO OEM O • : © E7�E7 FM®o= • • oWwm m��®ems©■moo :: o��o � : r:� � . r��R Mon nlo��ni ��n. VIEW-11 � • ®o��o®©moo :: n■�®e�ao - - o • � �■�Rn�©�o��r:� :: n , , ono m�©ram • . o - . o�o�o��o�o � - o m�o��o � • o : • - o .. o�o�o m■�©� • • o o®o .. o .. o�©moo ��o� - : o�©moo o � : © : • ©moo NUMMO ��©pie � � �®o�n■�r:� .. • im�or��o • • o®o - - o®o ono KM-�� . • a� o�n��o� ��■=M ono ono o . • r:� • � o= l • -■■i®�© o - • e�oao - . • ago : - o : o ®®�■�mm �: �ma�■■�■�� f • m■ =o�U n �o�o®o RISA-3D Version 5.5 [F:\FLANNERY\calc\roof BB.r3d] Page 6 Company Plattinium Engineering Dec 15, 2011 Designer David Platt 9:04 AM Job Number . Flanner Roof B Checked By: Envelope Member Section Stresses (Continued) 120 memoer Zkec min i 1 652 8 064 18 -_02 -Ig- 7 __y. i or, iKSI 1.271 - I ODIIIIII s r Z:9QUKM s 8 - .434 -1.099 7 -3.364 8 121 M31A 1 max _195 8 -_887 8 .007 6 .632 6 -.342 8 2.063 3 -.917 8 122 min -.124 6 -1.314 -_021 4 6 .917 -2.063 3 123 2 max .182 8 -1.775 8 .036 6 -7.923 8 10.597 6 3.477 6 -_435 8 124 min. -.1 9 -2.3 1 .006 -10.5 7,923 8 _43 7 125 M32A 1 max .273 8 2.311 6 .097 8 -7.371 8 11.74 6 -5-148 7 5.865 1 126 minR357 7 1.633 8 .052 7 -11.743 6 7.371 8 -5.865 1 _148 7 127 2 max8 1.065 6 042 8 1.993 6 -1.357 8 .665 8 3224 6 128 in7 .512 8 -_003 7 1.357 8 -1.993 6 -3224 6 -.665 8 129 M33 1 max8 -.538 8 .214 6 1.018 6 -.509 8 -2.367 8 3.857 6 130 min6 - 656 .12 .509 8 -1.018 6 - _ 57 6 2.367 131 2 max8 -.53 8 .234 6 -1.648 7 1.939 1 6.528 6 -3.988 8 32 6 -.656 6 .146 8 -1. 1 1 64 7 3.988 8 -6.528133 M34 1 max3 1.753 6 -.084 8 -7.768 8 9.107 6 15.399 6 -5.364 8 1 4 min8 1.52 -_379 6 -9,107 6 7.7 8 -15.399 6135 2 max3 .246 -_083 .372 6 -.224 8 1-3.075 8 22.789 6 36 min 4 .164 8 -.378 6 _224 -_372 6 -22789 6 3.075 8 1.37 M35 1 max .284 3 .339 6 .649 6 .389 6 .003 -15.701 24.534 6 138 min 1 .1 8 .015 8 _4 8 -. 0 -.389 6 -24 34 -L 1 .7 1 8 139 2 max .174 3 .339 6 .16 6 2.864 6 -.107 8 7.165 13 - _715 8 140 min I ml 015 8 .05 8 .107 8 -2.864 6 5.715 18 -7165 141 M36 1 max .91 3 _155 6 .909 8 2.774 6 -1.481 - .463 8 110-012 6 142 min .53 8 -_027 1 1.4 1 8 -2.7 4 0 6 8.4 8 143 2 max 3 .155 6 .917 8 3.242 -1.401 8 20.85 8-10.788 7 144 min .524 8 -.027 8 _6 1 7 1.401 8 -3.242 10.788 7 -20.85 8 145 M37 I 1 max .531 7 .53 6 .02.8 8 -1.427 8 2.951 6 5.075 6 1.317 146 1 min -.738 8 .335 8 -_13 -2. 51 142 8 1-1.317 8 - _075 6 147 2 max -75 7 -.226 7 .069 3 - 776 17 1,638 8 246 7 .369 18 148 i -.745 -. 16 8 -1,638 8 .77 - 69 8 -.246 7 149 M38 1 max -_408 7 .298 8 .018 8 -.709 7 1.571 8 -_562 8 4.88 6 150 i - 7 6 8 06 7 .013 7 -1. 71 .709 -4.88 _5 151 2 m -_413 7 -.329 8 .202 6 -1.778 8 2.341 6 10.363 6 _784 8 152 min-.73 8 -.465 - -2 34 6 1.778 8 -.7 4 3 153 M39 1 max .145 8 .515 8 _1 2 6-_193 7 .271 8 -.22 8 5.107 6 54 min .051 7 .347 7 O.Q4 8 -271 18 _193 7 -5.107 .22 8 155 2 max .127 8 1.254 2 .132 6 3.972 2 L -3.206 7 1.76 6 .025 8 56 min .033 7 1.045 7 4 8 3.206 7 1 -3.972 --.025 -1.76. 6 157 M40 1 max _201 8 -.923 8 -.025 8 .539 16 1 -.411 8 2.145 6 -1.643 8 1581 min -_1 1 - 15 6 -. 9 _411 -.539 6 1643 8- 1 1591 2 max .183 8 -1.611 8 -_025 8 -5.688 8 6.671 6 .36 18 .2.583 6 60 I min -. 11 16 -1.88 6 1 -.09 - 6 .6 8 8 161 M41 1 max .227 8 .259 6 .622 6 .586 6 .087 8 -22.537 8 28.882 6 162 1 min -A31 6 1 .058 8 1 .51 8 -.087 - 5 6 -28.882 6 22.537 163 2 Imax _124 8 1 .25_ .081 6 2.691 6 -.388 $ 1.526 6 -.519 8 164 min - 058 8 1 .023 -2.6 6 -1,526 165 M42 1 max -.0 1 8 _12 6 -_37 7 1.626 6 -.135 8 -_179 8 2.379 6 166 in -.622 6 -_0 8 -_42 2 3 -1. 6 - .379 6. .17 167 2 max -.004 8 .12 6 .483 6 3.173 -.032 8 2.486 6 -1.387 8 16 min - 6 -.008 8 .414 032 8 -3.173 6 1.387 6 6 169 -M43 1 max -. 27 7 .639 2 .04 -1.806 8 2.337 6 7 6 2. 4 8 170 min 1 -_7 71 7 -.18 -2.337 1.806 4 8 - 0 171 2 m -. 93 7 1 -_766 8 .203 13 1 -4.44 8 5.552 6 11.121 3 t809 172 min -.722 8 1 -_861 -.043 8 -5.552 6 4.44 8 -1.809 8 -11.12 3 173 M44 1 max 1.025 3 .085 8 -.01 8 1.998 6 -1.013 8 .224 6 .291 8 7 _ min .583 7 6 -.023 6 1_ -1,928 6 -.2 1 4 6 175 2 Imax _991 3 .085 8 .035 8 2.174 2 -1.88 7 1.273 8 -.437 17 17 _ i -552 8 007 . 6 024 7 1 RR 1 7 - .174 12 4 7 7 -1,273 8 RISA-3D Version 5.5 [F:\FLANNERY\calc\roof BB.r3d] Page 7 Company Plattinium Engineering Dec 15, 2011 Designer David Platt 9:04 AM Job Number - Flanner Roof B Checked By: Envelope Member Section Stresses (Continued) Member c AxIallksil Ic v hearl,I hearl.. fa -T i I -Bo k 177 M45 1 max .45 3 -1.022 8 --069 8 1.439 2 -1.249 7 1 2.409 16 -1.784 18 178 min 172 8 -1.136 6 -.078 3 1.249 7 -1,439 2 1.784 18 -2.409 16 179 2 .442 31 1.021 2.07 1 .651 21 -.541 7 1.872 161-1. 5 180 _ _ min _164 8_1 .919 7 .063 7 .541 7 1 -.651 2 1.3 5 8 -1.872 6 Envelope A/SC ASD Steel Code Checks M m... Shape Code Check Lodftl le Shea...L ... Ft Fk. Fb vFb z. C C 1 M1 IHSS6X6X8 1.074 0 6 1.065 0 6 27.4..36.7- 0.47 0.47... ,5 85 H1-1 2 M2 HSS6X6X8 165 15 3 .006 0 z 6 23.9.. 6.7.. 6.7. 6.7. .. 35 85 H1-2 M3 HSS6X6X8 .147 14 3 .012 0 y 6 25.1..36.7... 0.47 0.47....5. 85 H1-1 4 HSS6X6X8 .165 0 6 .004 13 6.2.. 6.7..136.7. 6.7. ...4. 85 H1-2 5 M5 HSS6X6X8 .388 0 6 .018 6 27.4.. 6.7..�40.47 0.47....4. 85 H1-2 6 HSS6X6X8 .582 12 .041 27.4.. 6.7.. 0.47 0.47....3. 85 H1-2 7 M7 W12X96 .281 0 6 .097 .631 z 6 39.5.. 9.9949.9..43.9. .. 85.8. H1-2 8 M 1 .316 6 5 6 .040 36... 10.0.. 9.9949.9. 9.99... 85 85 H1-3 9 M9 W 12X96 .235 0 1 .025 1.8.. z $ 38.4.. 9.99 49.9. 3.9.... 85 85 H1-2 0 M1 12X .338 .0671-9.- 6 30.0.. 9.9949.9. 9.99...8585H1-2 11 M11 W12X9 .205 23 3 4 20... 6 22.8.. 9.9949.9.. 9.99... 85 85 H1-2 12 M 2 W 12X _ 174 17 0 6 33.9.. 9.99 49.9. 9.99 ... 85 85 H 1-2 13 M 14 W 12X% .120 11.045 3 .010 10... 1 33.8.. 9.99 49.9. 9.99 ... 85.85 H1-2 14 M W 12X 3 .022 0 1 34.1.. 9.99 49.9. 3.9. .. 85.85 H 1-2 15 M16 W12X96 .014 0 6 .001 0 z 6 36.4.. 9.9949.9.. .9. ..85,6 H1-2 16 M16A HSS6X6X8 14 007 14 25.1.. 6.7.. 0.47 0.47... 21 85 H1-2 17 M 17 W12X50 .656 0 6 -042 0 v 3 2.76709.22 49.9.,IaL...,85.85,Hl-3. 18 M 18 W 12X5 .631 10.936 6 .042 6.8-• v8 28.6.. 39.99 49.9.._ 9.99 ... 85 8S H2-1 19 M 19 W12X50 .7Q5 0 6 -120 2.3., z 6 36.2.. 39.99 49.9.. 3.9. .. 85.6. H2-1 20 M20 .162 15.55 6 223 j.5.. 21.0.. 9.99 49.9.. 9.991 85 85 H2-1 21 M21 W 12X50 .153 20.156 3 .023 20... 3 13.0.. 9.99 49.9. 9.99 ... 85 85 H2-1 22 M22 W12X50 -190 0 3 .012 10...v 6 28.8.. 9.99 49.9. 9.99 ... 85 85 H2-1 23 M23 W 12X50 .065 _61 3 .014. 0 VI 3 26.8.. 9.99 49.9. 9.99 ... 85 85 H2-1 24 M24 W12X50 2.68 26-42 03 26... v 1 6 .582 9.9949.9. 1.3..1 85 85 H1-3 25 M27 W 12X5 .163 12.575 3 .023 12... V 1 6 26.1..,39.99�49.9.. 9.99 ... 85.85 H2-1 2628 Wl2X50 .107 0 020 0 26.8.. 9.99 49.9.. .99 .-..85 85 H2-1 2 M29 W12X50 .129 4.5 6 .050 4.5 v 6 36.5.. 9.9949.9..43.9.1.146.85 H1-2 28 M30 W 12X50 .162 0 6 .092 .495 v 3 139A.. 9.99 49.9. 3.9.....7. H 1-2 29 M31 W12X50 .145 0 6 .028 0 V 6 35.5.. 9.99 49.9. 3.9. ...2. 85 H 1-2 30 p3Z HSS6X6X8 399 0 6 026 0 v 6 27.4.. 6.7.. 40.47 0.47....6. 85 H1-2 31 M31A W12X50 .359 7.418 6 .086 7.3.. yl 6 33.3.. 9.99 49.9.. 9.99 ... 85 85 H2-1 32 M32A W12X50 _441 0 6 .088 l.l.-VI 6 30.3.. 9.99149A 9.99... 85 85 H1-2 33 M33 W12X50 .194 5202 6 .030 2.6.. 8 35.8.. 9.99 49.9_ 3.9.... 85.3. H2-1 34 M 34 W 12X50 .566 0 6 .066 .11 8.04 9.99 49.9. 9.99 ... [85.85 H 1-2 35 M35 W12 .516 0 6 .025 z 6 31.7..09.9949.9.. 9.99...85.6 .X50 H1-2 36 M36 W12X50 .546 3.606 8 1.8.. z 8 .4. 37. 9.99 49.9. A. .. 85 .S. 1-2 37 M37 W 12X50 .189 0 6 .020 0 v 6 17.2.. 9.99 49.9. 9.99 .., 85 85 H2-1 B31 W 12X50 .278 1 6 .017 15... . 20.6. 9.99 49.9. 9.9g....85.85 H2-1 39 M39 W12X50 .143 5.831 _047 5.8.. 2 35.2.. 09.9949.9.... 3.9.....85 85 H1-2 40 M40 W 12X5 .223 5.75 6 071 6.75 v 1 6 . 35.2.. 9.99 49.9. .9. ...2. 85 H2-1 41 M41 W 12X50 _ .597 _381, _ .469 _ .106 .102 0 6 -023 0 z 6 30.3.. 9.99 49.9. 9.99... Z5.6. H2-1 42 M42 W12X50 7.30 .01 15... z 6 21.3.. 9.99 49.9. 9.99 ... 85.8. H2-1 4 43 W12X50 33.771 6 .032 33... 6 .642� 9.99 49.9.. 2.7. .. 85 85 H1-3 44 M44 W12X50 14 356 3 .004 7.1.. 8 3.14 9.9949.9. 9.39 1 85. .9 H1-1 45 M 5 W12X50 0 3 .043 0 6 19.5.. 9.9949.9.. 4.5..1 85 85 H1-2 RISA-3D Version 5.5 [F:\FLANNERY\calc\roof BB.r3d] Page 8 Company Plattinium Engineering Dec 15, 2011 Designer David Platt 9:04 AM Job Number : Flanner Roof B Checked By: Envelope Joint Reactions Joint X rkl In Y rkl Ir Z rkl Ir Mx rk.ffl Ir MY rk-ftT it M7 rk-fti is 1 N18 m -_002 8 1 2.373 6 1 12.754 3 -1.621 8 -237 8 -.001 7 2 min -.151 6 .051 8 1 -1 _ -1-462 - 025 8 3 N20 max .264 6 4.427 6 22.939 1 -7.946 8 1.152 6 -Al 7 4 in -286 8 1,665 8 19,763 7 -25.902 6 -1,077 8 -,537 8 5 N23 max -.004 8 .31 a 6 14.482 2 -.419 8 -241 8 -038 8 6 min -.212 6 -.13 8 12.965 7 -4.041 6 -2.105 6 -.089 6 7 N29 max 18.132 6 20.924 6 27.984 6 .199 8 -1.148 8 11.904 3 8 min 7.206 8 13.631 8 -7.6 4 8 -. 6 -2.4 3 3 7.583 9 N31 max -10.546 8 13.21 3 51.969 2 -2.984 8 2.675 3 2.361 3 10 min -13.644 6 1 199 8 46.65 7 -4.284 1.863 8 1.72 11 N33 max 11.753 6 2.1.631 6 -28.895 8 -3.385 8 -3.593 8 6.205 8 2 min 7.405 8 14305 8 - 9.5 -8.932 3_ 4.5 7 13 N8 max -_39 8 .238 6 15.698 1 -252 8 -2.161 8 .079 3 14 min - 565 6 .186 14_ 7 7 --57 6 -3295 - 015 8 15 N36 max 1.472 8 20-25 3 73.041 3 -.42 - _526 8 14.562 6 16 min -1.958 6 15.935 8 62.717 8 -3_ 6 -32. 17 r 1--2-492 8 17 N3a max -3.494 8 6.83 1 2.096 6 -2.032 8 -30.9 5 8 .243 7 1 mi 8 5.425 7 7,786 8 -9.36 6 -97.246 6 -1 1 19 N40 max -.095 7 22.469 6 -6 .001 8 -.574 8 -6.462 8 -1242 min -.213 1 13.685 8 -119_ 2 6 -2.517 6 -28 316 6 -15.734. 6 21 N44 max -2.1 6 8 24.04 3 11 .139 3 -6.857 8 -41.865 8 6.41 20.475 7 7 5 8 -18.1 9 6 -92 3.431 23 N46 max _621 8 27.647 3 -82.616 8 -2.458 8 -18.825 8 -6.402 8 24 min -.439 7 21.38 -107.723 3 -5. 17 6 -39.961 6 - 4 158 6 25 N28 max .22 8 .78 3 16.852 6 -1.952 8 .853 8 -.054 8 6 min .123 7 .462 8 14,326 8 -4.303 3 .102 7 -. 67 6 27 N26 Max -.004 8 -.002 6 7.758 6 .809 8 -.172 8 -.03 8 28 min - 123 fi 1 -.0 3 8 6.337 7 29 N16 max .12 7 2.321 6 20.83 6 -4.733 8 -.114 7 .462 3 30 min - 625 8 .693 8 16.089 8 -18.236 6 -3.062 8 .407 8 31 N2 max .822 8 3.475 3 141.456 1 -6.387 8 2.897 8 2.225 6 32 min .505 7 1,344 $ 10 63 7 -23.419 1247 .511 8 33 Totals: max 0 8 1 9.659 6 271.2 1 34 min 0 6 1 120.655 8 127.468 8 RISA-3D Version 5.5 [F:IFLANNERY\calc\roof BB.r3d] Page 9 Solution: Envelope Plattinium Engineering Flanner Roof C David Platt I Dec 15, 2011 at 8:59 AM roof c.r3d k� Solution: Envelope Plattinium Engineering Flanner Roof C David Platt I Dec 15, 2011 at 9:02 AM roof c.r3d Company Plattinium Engineering Dec 15, 2011 Designer David Platt 9:01 AM Job Number : Flanner Roof C Checked By: Envelope AISI Cold Formed Steel Code Checks Member ShaDe Code ... Loc(ft] Ic Shear ...Loc ft Ur Ic PnLkj TnLkj Mn k-R Mnzc k-ft Cb Cmyy Cmzz A151 E n No Data to Print ... Basic Load Cases RI r- nocrrintinn r'atannry Y r"ravitu Y r.rnuihr 7 r�mr ity [Clint 37nint N, ctriht itarl ❑— hula Ci irr- 1 1 DEAD ROOF None DEAD FLOOR None 3--F—IVE ROOF None 4 1 LIVE FLOOR None WIND None Joint Boundary Conditions . [Clint I Ahal if rklttl Y rklinl 7 rldinl Y Rnt W.fflradl Y Rnr rk.fUrndl i Rnt rk.ftlrarll 1=nntinn 1 ` N2 Fixed Reaction Fixed Fixed Fixed Reaction 2 N4 Fixed Reaction Fixed Fixed FixedReaction 3 N14 Fixed Reaction Fixed Fixed Fixed Reaction N7 Fixed Reaction Fixed Fixed Fixed _ Re c ion Fixed Reaction Fixed Fixed Fixed Reaction N29 Fixed Reaction Fixed Fixed Fixed Reaction 7 N34 Fixed Reaction Fixed Fixed Fixed Reaction N25 Fixed Reaction Fixed Fixed Fixed Reaction 9 N20 Fixed Reaction Fixed Fixed Fixed Reaction 10 N19 Fixed Reaction Fixed Fixed Fixed Reaction 72— N37 Fixed Reaction Fixed Fixed Fixed Reaction N36 F' Reacti Fixed Fixed Reaction — Hot Rolled Steel Design Parameters . • - - • -£��9fi�>l��alC11R.T.TiTitT)��._.%ET7:TiS11�:4��:(�r��Slla�►�l�fii��J.�F^S:TF-Pi�Y`;Y-]7 WAR •�� •� -�11 ' ----_______ i�ll RISA-3D Version 5.5 [F:\FLANNERY\calc\roof c.r3d] Page 1 Company Plattinium Engineering Dec 15, 2011 Designer David Platt 9:01 AM Job Number : Flanner Roof C Checked By: Hot Rolled Steel Desicin Parameters Continued Label Shane Lenothf... Lbwffti Lbzzfftl Lcoma tOD...LcomD bat... Kvv Kzz Cm-vv Cm-zz Cb v swav z swav WIN W-�Wm- r, MOCK Global Display Sections for Member Calcs 2 Max Internal Sections for Member Calcs 100 Include Shear Deformation Yes Include Warping Yes Area Load Mesh in^2 144 Mer a Tolerance. in.. .12 P-Delta Analysis Tolerance 0.50% Vertical Axis I Y Hot Rolled Steel Code AISC: ASD 9th Cold Formed Steel Code AISI 99: ASD Wood Code NDS 91/97: ASD Wood Temperature < 100F Concrete Code ACI 2002 Number of Shear R ions 4 Region Spacing Increment in 4 Biaxial Column Method PCA Load Contour Parme Beta Factor (PCA) .65 Concrete Stress Block Use Cracked Sections -Rectangular Yes Bad Framing Warnings No Unused Force Wamin s I Yes Load Combination Desian Description ASIF CD ARIF Servirp Hot Rnllcwt Cnld Fnrmari vvnnd r:»nrTQfa PnMi- 1 D+L+S+ 1 1.333 Yes Yes Yes Yes Yes D+L+W I 13 Yes Yes Y Yes 3 D+L+_714*E 1-3 3 Yes Yes Yes Yes Yes 4 D+L+W+_5*S 1.3 3 Yes Yes Yes Yes Yes 5 D+L+ +.5W 1.333 Yes Yes Yes Yes_ Yes 6 D+L+S+ 714*E 1.333 Yes Yes Yes I Yes Yes 7 0.9D+.714*E 1.333 Yes Yes Yes Yes Yes 8 0. D- 4*E 1,333 Yes Yes I Ygs Yes Y 9 D+.7*L+2.8*E Yes Yes I Yes I Yes Yes RISA-3D Version 5.5 [F:\FLANNERY\calc\roof c.r3d] Page 2 Company Plattinium Engineering Dec 15, 2011 Designer David Platt 9:01 AM Job Number : Flanner Roof C Checked By: Member Distributed Loads (BLC 1 : DEAD ROOF) Member Label Direction -Start Mao nitu d_, rid Ma.QnftvdkJft,d,.. Start Location ft % End Location ft °/ 1 M 15 Z -.4 -.4 0 0 M 16 z -.4 -_4 0 0 3 M 18 Z -.4 -.4 0 0 4 M 1 -.4 -.4 0 5 M23 Z -.4 -.4 0 0 6 M22 Z -_4 -_4 0 0 7 M21 Z -.4 -.4 0 0 8 M20 z -.4 0 9 M25 Z -.4 -.4 0 0 10 M26 Z -.4 -.4 0 0 11 M35 Z -.1 -.1 0 0 2 M34 0 0 13 M33 Z -_1 0 0 4 M32 -.1 0 0 15 M131 Z -.1 -.1 0 0 16 M40 Z -.1 -.1 0 0 17 M39 Z -.1 -.1 0 0 18 M37 Z M36 Z -.1 M30 _ Z I _ - 5 M29 Z -.5 - 1 19 -.1 0 0 20 0 21 -.5 1 0 1 0 Member Distributed Loads BLC 3: LIVE ROOF Member Label Direction Start M itud klft .. nd M nit Lo bonLft %l End Location ft ° 1 M 15 Z M16 Z -.4 -.4 0 0 2 -.4 -.4 0 0 3 M 18 Z -.4 -.4 0 0 4 M 19 Z -.4 0 0 M23 Z -.4 -.4 0 0 6 M22 Z -A -_4 0 0 7 M21 Z -.4 -.4 0 0 8 M2 -.4 -.4 0 0 9 M25 Z -.4 -.4 0 0 10 M2 -4 0 0 11 M35 Z -.1 -.1 0 0 12 M34 z -.1 -.1 13 M33 Z -.1 -.1 0 0 14 M32 Z -.1 -.1 0 0 15 M31 Z -.1 -.1 0 0 16 M4 Z -_ 1 -.1 17 M39 Z -.1 -.10 0 Z -1 -1 0 0 19 M36 Z -.1 -.1 0 0 20 M30 Z _ _ _ -_5 Z -.5 -5 0 0 21 M29 -.5 0 0 Member Distributed Loads (BLC 6: EARTHQUAKE) Member Label Direction Start Maanitudek/ft.d..End Maanitudetklft_d_._ Start LncatinnfR_%l Fnd 1_nratinnffr OV 1 M36 Y .1 .1 0 00 2 M37 Y 0 0 3 M39 Y 1 1Q 0 4 M40 Y 0 0 5 M31 Y _ Y Y 0 0 6 M32 1 .1 0 0 0 71 7 M33 1 RISA-3D Version 5.5 [F:\FLANNERY\calc\roof c.r3d] Page 3 Company Plattinium Engineering Dec 15, 2011 Designer David Platt 9:01 AM Job Number : Flanner Roof C Checked By: Member Distributed Loads (BLC 6 : EARTHQUAKE) (Continued) Member Member Point Loads Member Label Dorection Ma nitude k.k-8 Location ft ° No Data to Print ... Hot Rolled Steel Properties Label F rkrAl G rksilNu Therm RlE F QanSjtVrWftA3j Yield si 1_ HR BEAM 29000 11154 1 .3 .65 .49 50 2 HR CO UMN 29000 11154 1 .3 .65 .49 46 3 brace 29000 11154 1 .3 .65 49 46 Envelope Member Section Stresses Member Sec Axialrks7 lr. v ShRarf__ IC. a ShAnd In v-Tnnrlmil In V-Rnfrlrcil In 7-T^nrLe.n Ir —Amn—n Ir RENE, ■ o� ii� �0�0 0 o®0�®0�0 � = 0��00�0 � • . o m�■�� . • o�o�o■�© 1:: o , • . ono m��ne � • or�n�■o o�r� , . o�r� m�©�oo�■000soa00000 m�■� ®�000■s o �� o aster 000 m��r1��0 • . o�o��o®�a�o m��©��rl��o �' o •' o�©moo ' o o . ®mmo��o�oo��o �MMflm WINml D 1 [�l :37E7�0 •' 4 - 0 �B�M ' • ®� • ' U • 0 min -_ 11 lllll M© M 13 • ' • ©� � 11 0��0 ' ' U®M®0 t• -�®' Ex '®' �� N®m�m o ' •' O�M 0 ' ' l of Oman RISA-3D Version 5.5 [F:\FLANNERY\calc\roof c.r3d] Page 4 Company Plattinium Engineering Dec 15, 2011 Designer David Platt 9:01 AM Job Number : Flanner Roof C Checked By: Envelope Member Section Stresses (Continued) Member Sec Axiatfkstl !c vShearf._. Ic z Shearf__. Ic v-ToDfksfl Ic v-Botlksil Ic z-7oa1k9i] lc z-Botfksil le 9 2 Imax 1.88 1 1 .9 8 1 .159 1 23.475 1 -13.844 7 3.434 1 -1.677 7 40 min .871 7 .526 7 84 7 13-844 7 -2 -475 1 1.677 7 - .4 4 41 M11 1 max 2.569 6 .736 8 _258 8 -1 .584 6 19.949 8 -2.778 7 5..235 42 min 1.008 8 376L 6 .105 6 -19.949 8 10,584 6 -5.235 8 2.778 7 43 2 max 2.569 6 _672 8 -258 8 152 9 8 -6.453 6 7.648 8 -2.425 4 min 1.008 8 .305 6 105 6 6,453-15,259 8 2,425 6 -7.648 8 45 M12 1 max .531 1 _731 8 93 1 -11 1 7 18.712 8 -3.46 7 6.301 1 46 in 24 7.461 1 7 -1 712 1.3 1 7 -6 30 3 4 47 2 Imax .531 J 1 .667 8 .293 1 16.567 1 -10.138 7 8.365 1 -4.527 7 48 1 min 24 7 .397 .16 7 10.138 7 -16.567 1 4.527 7 -8.365 49 M13 1 max 1.645 1 .405 1 -.042 7 -4.768 7 8.192 8 2.402 8 -1.243 7 50 in .854 7 .24 7 -. 83 8 -8.192 8 4.768 7 1.243 7 -2402 8 51 2 max 1.645 1 .334 1 -.042 7 10.289 -5.648 7 -.871 7 1.728 8 5 in 4 7 .17 7 - 5.648 _1 7 j-10.289 1 -1.7 871 17 53 _ M14 1 max 0 1 .071 1 0 1 -1.603 7 1.781 1 0 1 0 1 54 0 1 0 1 -1.7 1 1.60 1 0 1 55 2 max 0 1 0 1 0 1 0 1 0 1 0 1 0 1 6. min 1 0 0 1 0 1 57 M15 1 max .231 6 2.102 215 6 -1.304 7 3.697 8 -.432 8 2.403 6 5 min _111 8 ,904 _02 8 -3.697 8 1.304 7 -24 3 .432 8 59 2 max .154 6 1.047 1 -.04 7 6.198 1 -2.64 7 2.404 6 2.971 8 0 min, .066 4 -.101 8 2.648 1 7 - _19 1- 7 -2.404 6 1 M16 1 max .066 8 .21 6 .033 8 -2.014 8 5.7 6 .232 6 3.72 8 62 min -.043 .6 6 - .7 2.014 8 1 -3.722 8 - 23 63 2 max _067 8 1.555 6 .153 1 .257 6 2.403 8 2.283 8 -1.388 7 64 min - 4 076 7 -2.403 8 -.257 6 1.3887- 8 65 M17 1 may -_025 -.633 7 -.021 7 . 94 6 -. 42 4.323 8 -1.39 7 66 min -40 8 -1.42 8 -.3 4 6 1.39 7 -4_ 3 67 2 max -.033 7 -.633 7 -_021 7 -1.17 7 2.678 1 3.209 8 -. 11 7 68 min -.409 8 -1.428 1 - 5 8 -2.678 1 1.176 7 911 7 -3.209 8 69 M18 1 max .021 7 -.964 4 4.944 1 -2299 7 -_95 7 2.988 8 7 in - 8 -2,103 1 _017 7 2.299 7 -4.944 1 -2.98 71 2 Imax -.03 7 .887 6 .046 8 -1.783 8 3.68 6 3.878 8 -1.607 7 72 min -.4 3 8 369 8 01 7 -3-68 1,783 8 1 1.607 7 -3.878 8 73 M 19 1 max -A 69 7 -A 85 7 .057 8 -1.542 -6 8 3.732 6 -2.044 7 4.562 8 74 min 7 -3.7 2 6 1.542 8 -4. 62 8 2. 44 7 75 2 max -.214 7 2252 & .0 7.924 6 -2.662 8 2.968 8 -1.388 7 76 min --68 18 .92 .027 2.662 8 -7.92 6 1.388 _ 68 77 M20 1 max .107 1 .242 6 -.039 8 -216 8 .501 6 5.034 6 -_984 8 78 - 055 8 -.144 6 -.50 6 216 4 8 1-5.034 6 79 2 ma _ 129 -272 7 -.036 8 -.679 7 1. 1 -. 16 8 .634 13 80 in 64 7 - 596 1 1 _ -. 4 6 -1.389 6 -.634 3 -516 8 81 M21 1 max -.206 8 -.388 7 -.013 8 -_177 7 _345 8 .22 7 .257 8 2 in -.4 6 -.77 1 - 069 fi -.34 .177 7 -25 7 83 2 max -.065 8 .522 .123 1 -1.255 7 1.904 8 3.931 8 -1.768 7 n- 0 5 -141 -1.904 8 1.255 7 1.768 7 -3-931 8 85 M22 1 max 1.921 6 1.176 11 -.128 8 -1.03 8 2.794 6 5.882 -2.438 8 86 min .821 8 .536 7 -.268 6 -2.794 6 1.0 8 2.438 8 -5.882 6 87 2 max 1.646 6 -_434 8 293 1 -.095 8 1.432 6 7.859 1 -4.199 7 88 min .727 -1.007 _1 -1,432 6 95 41 7 -7.859 1 89 M23 1 max 1.576 1 -.353 7 .146 6 1 _052 8 _4 6 .31 2.392 6 9 min 802 7 -.7 2 1 .0 6 - 5 -2 6 -.31 91 2 max 1.482 1 1.2-21 6 -.078 7 1 2.448 6 -.732 8 -2. 51 7 3.9 1 min .7 7 .501 8 -_17 1 7 8 - 448 6 1 2.051 7 93 M24 max .092 7 -.77 7 _142 8 1 1 1 --079 7 - 67 7.444 8 94 __L min -_12 8 -1. 1 .076 7 .079 171 -26 -7.444 8 3.967 7 9 2 ,max .086 7 -.77 7 1 .142 8 -1.21 171 2.573 1 -2.622 17., 4.917 8 RISA-3D Version 5.5 [F:\FLANNERY\calc\roof c.r3d] Page 5 Company Plattinium Engineering Dec 15, 2011 Designer David Platt 9:01 AM Job Number Flanner Roof C Checked By: Envelope Member Section Stresses Continued emtie ec 6XLpljxsij. 1 13 .346 'hearl- IC Z Uhearl...IC Y-12parzL Y::BQUKC-IcIc 7 96 min 8 -1. 1 076 7 1 -2.573 1 1,21 7 -4.917 2.622 97 M25 1 max 6 -1.1 7 7 -.036 7 8.411 1 -4.653 7 4.926 8 -2.573 7 .98 min 1 8- .36 1 - 1 8 4.6 3 7 -8.411 1 2-573 7 4.926 99 2 max 28$ 6 .766 6 -.035 7 -1.235 8 3.693 6 -2.91 7 5.919 8 0 min 1 1 8 -.07 8 - 1.235 8- 2. 1 101 M26 1 max 231 6 .41 1 .065 8 4.323 6 -1.4 3 8 -_996 6 2.824 8 102 min _16 8 245 7 .019 1.423 -4.323 -2_824 8 .996 103 2 m x 20 -_337 .066 $ 1.993 1 -1.054 7 1.993 8 -.469 6 04 min .135 8 -1.092 6 _02 6 1.054 7 -1.993 1 469 6 -1.993 8 105 M27 1 max .078 6 -.225 7 -_048 7 1.948 1 -1.168 7 .337 7 _453 8 106, min 04 8 -.468 1 -_058 1.168 7 -1. 4 1 -.453 8 -_337 7 107 2 max .044 6 -.225 7 .013 6 -_704 8 2.719 6 -1.352 7 2.802 8 108 min 016 8 -.4 1 .003 8 -2-719 704 8 -2.802 18 1.352 7 109 M28 1 max -.036 1 -.058 7 .021 8 -1.107 $ 2.718 6 -.942 7 1.963 110 min - 051 13 1 - 147 -2.718 6 1.107 $ -1 963 8 .942 7 111 2 max -_0 7 8 1 -_058 7 .058 -1.755 7 4 1 .893 6 -.608 8 112 min -.083 3 -_147 1 F043 7 -3.64 1 1.755 7 .608 8 -.893 113 M29 1 max -.015 6 A59 6 -_017 -2.018 7 4.134 1 .797 6 -.196 8 114 min -.041 8 .0 -. 36 6 -4.134 1 2.0187 -.797 61 115 2 max -.044 6 1.743 6 _009 8 2.497 6 .228 8 --019 8 .401 3 116 in -_07 38 8- 7 6 -.228 -2.4 7 6 -_4 1 .019 8 117 0 1 max .043 8 -.511 -.026 7 3.046 6 -1.198 $ -.075 8 .435 3 1 - Q2 7 -1.1 - 029 2 1 - 04 - 3 8 119 2 max .024 8 -.145 8 -.011 6 _139 6 .028 8 -.743 8 1.141 3 12 min - 0 7 -.372 t -.013 2 -_02 8 -.139 -1.141 3 .743 8 121 M31 1 x _016 8 -.023 8 .002 7 -1.333 7 2A97 1.52 8 .583 7 122 min - 6 -.282 6 -.118 8 -2.19 8 7 -. 8 7 -1.5 123 2 Imax .072 18 .836 1 .1 8 2.767 1 -1251 7 .148 2.051 3 1 - 6 _4 - 02 7 1.251 7 - 767 1 - _051 3 -.14 125 M32 1 max .115 8 -_34 7 _062 3 3.241 1 -1.48 7 -3.472 18 4.303 3 12 in 4 7 -.792 --03 J3 1.48 7 -3. 4 -4. .472 8 127 2 max .157 92 6 21 8 .094 7 .496 1 11.367 8 -4.034 7 128 min.47 7 .14 8 .035 7 - 4 1 -.094 7 4.034 7 -11-36718 129 M33 1 max .723 1 -.15 7 .003 7 9 -.106 7 1.686 -.409 7 130 min .254 7 -_343 1 -.073 8 .106 7 -_396 $ .409 7 -1. 86 8 131 2 max .703 1 .602 6 .117 8 2.112 6 -.906 8 4.577 8 .626 6 132 min .258 46 8 - _9 6 8 - .112 6 -4.577 133 M34 1 max .765 1 -.3 8 .004 7 2.139 6 -.874 8 6.622 -.138 7 134 1 min 257 7 -.67 6 --17 74 -2.1 7 622 8 135 2 max _712 1 .651 1 .083 8 1.841 6 -.862 8 -1.6 9 6 1.978 2 1 mi 26 7 296 7 -.024 7 862 8 - 1 6- 2 1,609 137 M35 1 Imax .538 1 -245 8 .011 7 1.864 -.801 8 1.851 8 .499 7 138 1 min .175 7 -_573 6 -.089 .801 8 -1.864 6 -.4 9 7 -1.851 139 2 Imax .517 1 _13 1 .047 8 -.133 8 _525 6 .187 6 .202 140 min 7 7 .055 - 002 7 -.52 133 8 -.202 8 -.1 7 6 141 M36 1 max .338 6 .198 1 _003 6 .45 6 -.091 8 -233 7 .391 1 142 min 1 8 _0 -_045 8 1 8 -.45 -_391 1 .233 7 143 2 max .341 6 1 --193 8 1 _08 -.0 8 7 -.32 -1.16 8 6 1 A- _32 6 8 1.37 -.546 8 7 .546 -1.37 7 8 144 in --038 8 - 4 145 M37 1 m x .364 6 .515 6 _02 7 -.249 8 .862 6 -_528 1 1.388 3 46 min - 8 .20417-,Q17 .094 8 - 6 .249 8 -1.388 3 28 1 147 2 max _37 6 -.423 192 8 -2.563 7 5.081 1 8.87 8 -.051 6 148 min -.162 8 --904 .006 7 -5.081 1 563 7 .051 6 -8.87 8 149 MM 1 max 0 7- _924 7 5.604 1 -3_ 7 .287 1 3 7 in - 1 -32.03 1 - .604 .093 7 __9 -. 87 1 F15 2 'max min -.00 7 -1.924 , 7_ 1 3.288 1 0 7 -1.621 7 2.86 1 -.109 8 6 -_05 1 -.013 1 - 1 1.6 1 7 -.23 16 .231 .10 RISA-3D Version 5.5 [F:\FLANNERY\calc\roof c.r3d] Page 6 Company Plattinium Engineering Dec 15, 2011 Designer David Platt 9:01 AM Job Number : Flanner Roof C Checked By: Envelope Member Section Stresses (Continued) 153 M39 1 max .155 1 .999 6 _189 6 1 -.078 8 2.865 6 4.782 8 3.406 6 54 min 7 1 .247 8 -.048 8 1 -2.865 6 .078 8 - .4 6 4,782 155 2 max .135 1 1 .56 6 -1 6 2.372 6 -.921 8 8.145 6 -4.552 8 156 min .057 7 .05 8 .04 8 _921 8 -2.372 6 4.552 8 -8.145 157 M40 1 max -011 8 .28 1 -.013 7 2.33 6 -.892 8 2.957 8 -.22 6 1 in 1 3 3 .122 7 1 -.134 8 .892 8 - _33 6 .22 -2.957 8 159 2 max _006 8 -.263 063 8 .141 8 .588 6 -1.729 8 2.656 3 160 in -.035 3 - -.033 7 - -.141 8 - 656 3 4 72 Envelope AISC ASD Steel Code Checks RA__ Ok- ...L. 1 _-rr.7 ni__ ' 1 M1 IWIZX916 .078 .129 16.787 6_ 005 8.3..Iv 1 1 29.0.. 9.99 49.9.. 9.99 ... 85.7. H2-1 2 M2 IW12X96 27.174 8 13... V 1 17.9.. 9.99 49.9.. 9.99 .. 85.5. H2-1 3 M3 W 12X9 .137 18.683 1 017 9.2.. 1 27.2..09.99149.9..09.99 ... 85.2. H2-1 4 M4 W12X96 .220 0 1 .013 14.. 6 15.2. 9.99I49.9.. 9.99...85.2. H1-2 5 M5 W12X96 .084 0 1 _015 •7•• V 1 6 134.9..09.9949.9..1.43.9.,....85 66 H1-2 6 -MO. W 12X96 037 0 1 2 0 3 33.1.. 9.9949.9. 9.99... $5 H1-2 7 M7 HSS6X6X8 .423 0 8 4 0 8 27.4.. 6.7... 0.47 0.47....2. 85 H1-2 $ M$ HSS6X6X8 0 .032 0 yj 8 27.4_06.7_60.47410.47... 2$ 85 H1-2 9 M9 HSS6X6X8 .276 11 1 1.017 0 VI 1 28.5..36.7..40.4740.47....7. 85 H1-2 10 M10 HSS6X6X8 .730 0 8 1.040 0 v 1 7.4.. 6.7.. 0.47 0.47...3. 85 H1-2 11 M11 HSS6X6X8 .650 0 8 .035 0 27.4..36.7..40.4740.47..,.3. 85 H1-2 12 M12 HSS6X6X8 1 19 1 .049 27.4.. 6.7.. 0.47 0.47...2. 85 H1-2 13 M13 HSS6X6X8 .333 12 1 _049 0 y 1 27.4.. 6.7... 0.47 0.47....3. 85 H1-2 14 M14 IHSS6X6X8 .044 0 1 -003 __Q_i y 1 27.4.. 6.7.. 0.47 0.471...1.6 8 H1-2 15 M15 W12X50 .193 7.075 6 -079 0 v, 1 3.79�39.9949.9..43.9....85 85 H1-2 6 M 16 W 12X 9 5 058 B.O.-v 1 6 32.5.. 9.99 49.9.. 9.99 ... $5 85 H 1-2 17 M 17 W 12X50 .144 2.52 1 1 .057 1.2.. 1 38.3.. 9.99 49.9.. 43.9.....8. 55 H2-1 8 M18 W12X50 .201 13 431 1 .079 0 y 1 18.6.. 9.9949.9_133.5. 1 85 85 H1-3 19 M 19 W12X50 .256 14.754 1 .084 14... v 6 22.4.. 9.99 49.9.. 9.99... 85.85 H2-1 20 W 12X96 .129 0 022 6.7. y 1 36.8.. 9.99 49.9. 3.9. .. 815 85 H1-2 21 M21 W 12X96 .140 16 6 8 .030 L.O.-y 1 29.2-• 9.99 49.9..09.991 85.85 H2-1 22 M22 I W12X96 72 0 6 1.044 1 19.2.. 9.99,49.9..09.99 85 85 H1-1 23 M23 W12X96 .177 19.379 1 1 .046 19... 6.6..139.9949.9.. 9.991 85 85 H1-1 24 M24 W12X50 278 2 1 1.080 .9 vi 1 8.7.. 9.99 49.9.. 43.9. ...8. 5. H2-1 25 M25 W12X50 .303 0 1 .089 0 VI 1 17.8809.9949.9.. 2.8..1 .85 85 H1-1 26 M2 12X50 .149 .333 1 .041 8.2•- v 1 6 32.3.. 9.9949.9.. 9.991 85 5 H1-2 27 M27 W14X120 .111 17.945 1 .019 8.8.. V 1 30.8.. 9.9949.9.. 9.99... 85.2. H1-2 28 M28 1 W 14X120 .117 13.1 .DOq 6.5. 34.0.. 9.99 49.9. 9.99 ... 85.8. H2-1 29 M29 I W 14X120 .119 0 1 _065 10•• 6 35.3..09.99 49.9..43.9.... 85.85 H2-1 30 M301W14X120 1 0 6 1.053 2.1.. v 6 37.4 9.9949.9..43.9. .. 85 85 H1-2 31 M 1 W12X 5 .119 10.362 8 .031 25... 1 18.9. 9.9948.2,.31.1..1 .85 85 H1-2 32 M32 W12X65 .248 27.51 8 .030 1 16.6.. 9.9948.2. 9.99..185 85 H1-2 33 M33 W12X65_ .131 22.033 8 23 -2_1 22••• 6 23.2. 9.9948.2.. 9.99... 85.85 H1-2 34 M34 W 1 X65 .200 0 8 025 0 VI 6 12.7.. 9.99 48.2.. 5.4. 1 85 85 H1-1 35 M3 W12X65 .081 0 1 .02-2 0 6 9.0109.9948.2..39.99... 85.85 H1-2 36 M W12X65 .056 1 .1 1 019 16.., 9.3. 9.99 48.2.. 9.99... [85.85 H1-2 37 M37 W 12X65 .256 33.4568 .034 33... yj 1 1112.09.99 48.2..39.99 .-..85.96 H2-1 38 M38 W 1 6 .201 0 1 1 .1 al 2.0.. v 1 38.2.. 9.99 48.2. 3.3. .. 85.3. H2-1 39 M39 W12X 5 .254 10.419 6 .041 2.9•.Y 1 6 34.1.. 9.9948.2..43.3.... 85 85 H1-2 40 M40 W12X65 .111 10-2 5 .02 20... 6 23.1.. 9.9948.2. 6.1. 1 85 85 H1-3 RISA-3D Version 5.5 [F:\FLANNERY\calc\roof c.r3d] Page 7 Company Plattinium Engineering Dec 15, 2011 Designer David Platt 9:01 AM Job Number : Flanner Roof C Checked By: Envelope Joint Reactions Joint X Ikl In Y Ikl If, 7 Fkl In MY fk.frl Ir KAv rk-fti In M7 Flo-ftl Fr 1 N2 max NC NC 2.035 8 NC INC NC NCI NC NC 1.009 8 min NC NC -_142 6 NC NC NC NC NC N 7 3 N4 max NC NC 2.847 8 NC NC NC NC NC NC 1.122 8 4 min NC NC 1.087 7 NC NC NQ NC -272 7 5 N14 max NC NC 2.042 1 NQ NC NC NC NG NC .057 6 6 min NC NCI 1.12 7 NQ NC NC NC NO NC -.256 8 7 N7 max NC NC 33.939 8 NC NC NC INC NC NC 67.831 1 8 min NC NC 20.45 6 NC NC NC NC NC NC 22.643 7 9 N9 max NC NC 17.814 8 NC NC NC NC NC NC -14.479 8 10 min NC NC 1.093 6 NC NC NC NC NC NC -68 957 6 11 N29 max NC NC 5.393 8 NC NC NC NC NC NC .137 6 19 min NC NC 3.331 7 NC NC NC NCI NC N 68 8 13 N34 max NC NC 4.068 8 NC NC NC NC NC NC -.483 7 14 min N NC 2.565 NC NQ NC NC I NC N -1.124 15 N 5 max NC NC 4.044 8 NC NC NC NC NG NC _317 8 16 min NC NC 2.004 6 NC NC NC NC NC NC _138 6 17 N20 max NC NC 1 NC NC NC NC NC NC 0 1 18 min C NC _.398 .358 7 NC INC NC NC NC NC 0 1 19 19 max NC NC NC 2.236 1 NC INC NC NC NG NQ 1.902 1 _NC 1.334 7 NC NC NC INC NQ INC 1.104 7 21 N37 max NC NC 44.908 1 NC NC NC NC NG NC -.947 6 22 min NC NC 4 7 NC NQ NQ NQ NC NC 7 23 N36 max NC NC 25.148 1 NC NC NC NC NC NC -2.431 8 24 min NC NC 1 _6 NC NC NC NC NC NC -12.545 6 2 Totals: max 0 1 121.41 8 0 1 26 min0 1 92111 7 1 RISA-3D Version 5.5 [F:\FLANNERY\calc\roof c.r3d] Page 8 Z x IN2 O 20 1vz, 4s �s IN4 Plattinium Engineering Flanner Roof B David Platt Dec 15, 2011 at 9:18 AM edge plates.r3d Loads: BLC 1, DEAD ROOF Plattinium Flanner Roof B David Platt Dec 15, 2011 at 9:22 AM edge plates.r3d