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• <br />� <br />� <br />�� <br />COMPANY PROJECT <br />Design Build Services, Inc. A and S Construction <br />' �OO� Wo r ks� z8��9 �zOth St SE 2102 Wetmore Ave, Everett <br />Monroe, WA 98272 Steve Findley <br />(360)793-9659 b4.wwb <br />SOFiWARf FOR WOOD DESIGN July 25, 2012 17:33 <br />Design Check Calculation Sheet <br />W ood W orks Sizer 9.15 <br />Loads: <br />Load Type Distribution Pat- Location [ft] Magnitude Unit <br />tern Stdrt End Start End <br />1 j7 Dead Partidl UDL 4.02 8.02 48.8 48.8 plf <br />2_]7 SnoW Pditial UDL 4.02 8.02 78.1 78.1 plf <br />3_j8 Dead Triangular 0.02 4.02 0.0 48.8 plf <br />9_j8 Snow TriangulaT 0.02 4.02 0.0 78.1 plf <br />Self-wei ht Dead Full UDL a-6 lf <br />Maximum Reactions (Ibs) and Bearing Lengths (in) : <br />8'-0.5" <br />bl - - - �l <br />Unfactored: <br />Dead 132 197 <br />Snow 182 286 <br />Factored: <br />Total 315 484 <br />Bearing: <br />Length 0.50* 0.50* <br />Min re 'd 0.50* 0.50+� <br />'Minimum bearing length setting used: 1/2" for end supports <br />b4 <br />Lumber-soft, D.Fir-L, No.2, 4x6 (3-1/2"x5-1/2") <br />Supports: All - Timber-soft Column, D.Fir-L No2 <br />Tota I I e n gth: 8'-0.5"; <br />Lateral support: top= full, bottom= at supports; <br />Malysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : <br />Criterion Anal sis Value Desi n Value Anal sis/Desi n <br />Shear fv = 33 Fv� = 207 fv Fv� = 0.16 <br />Bending(+) fb = 604 Fb� = 13a5 fb/Fb' = 0.45 <br />Dead Defl'n 0.05 = <L/999 <br />Live Defl�n 0.08 =<L/999 0.27 = L/360 0.29 <br />Total �efl'n 0.16 = L/617 0.40 = L/290 0.39 <br />Additional Data: <br />FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# <br />Fv' 160 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 <br />Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 <br />Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - <br />E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 <br />Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 <br />CRITICAL LOAD COMBINATIONS: <br />Shear : LC k2 = D+S, V= 484, V design = 422 1bs <br />Hending(+): LC N2 = D+S, M= 889 lbs-ft <br />DefleCtiOn: LC j{2 = D+S (liVe) <br />LC i12 = D+5 (tOtdl) <br />D=dead L=1ive 5=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake <br />All LC's are listed in the Analysis output <br />Load combinations: ASCE 7-OS / ISC 2009 <br />CALCULATIONS: <br />Deflection: EI = 78e06 lb-in2 <br />"Live" deflection = De:leclior. fzom al' ror.-dead lcads (iive, wind, sr.cw...) <br />Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. <br />Design Notes: <br />1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2009), the National Design Specifcation (NDS 2005), and NDS Design Supplement. <br />2. Please verify that the default deflection limits are appropriate for your application. <br />3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. <br />