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� <br />� <br />COMPANY PROJECT <br />Design Build Services, Inc. A and S Construction <br />� �OO�Works� 28��9120thStSE 2102WetmoreAve,Everett <br />Monroe, WA 98272 Steve Findley <br />SOFTWAREfORWOODDES7GN (360)793-9659 b1.wwb <br />July 25, 2012 17:49 <br />Design Check Calculation Sheet <br />W ood W orks S izer 9.15 <br />Loads: <br />Load Type Distribution Pat- Location [ft] Magnitude Unit <br />tern Start End Start End <br />1 j2 Dead Full UDL 21.9 pl£ <br />2 j2 Live Full UDL 80.0 plf <br />Self-wei ht Dead Full UDL 5.2 lf <br />Maximum Reactions (Ibs) and Bearing Lengths (in) : <br />�-- <br />--- - -- _ _ _ _ 8'-0.6" - <br />- -- -- - <br />Unfactored: <br />Dead 109 109 <br />Live 322 322 <br />Factored: <br />Total 431 431 <br />Bearing: <br />Length 0.57 0.57 <br />Min re 'd 0.57 0.57 <br />b1 <br />Lumber-soft, Hem-Fir, No.2, 4x8 (3-1/2"x7-1/4") <br />Supports: All - Timber-soft Column, D.Fir-L No.2 <br />Tota I le ng th: 8'-0.6"; <br />Service: wet; Lateral support: top= full, bottom= at supports; <br />Analysis 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 = 21 Fv' = 116 fv/Fv' = 0.18 <br />Bending(+) fb = 335 Fb' = 884 fb/Fb' = 0.38 <br />Dead Defl'n 0.02 = <L/999 <br />Live Defl'n 0.06 =<L/999 0.27 = L/360 0.22 <br />Total Defl'n 0.10 = L/958 0.40 = L/240 0.25 <br />Additional Data: <br />FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# <br />Fv' 150 1.00 0.97 1.00 - - - - 1.00 0.80 1.00 2 <br />Fb'+ 850 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 <br />Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 - - <br />E' 1.3 million 0.90 1.00 - - - - 1.00 0.95 - 2 <br />Emin' 0.47 million 0.90 1.00 - - - - 1.00 0.95 - 2 <br />CRITICAL LOAD COMBINATIONS: <br />Shear : LC #2 = D+L, V= 428, V design = 361 lbs <br />Bending(+): LC q2 = D+L, M= 857 lbs-ft <br />Deflection: LC #2 = D+L (live) <br />LC #2 = D+L (total) <br />D=dead L=1ive S=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 / IBC 2009 <br />CALCULATIONS: <br />Deflection: EI = 144e06 lb-in2 <br />"Live" deflection = Deflec�ion from all non-dead loads (live, wind, snow...) <br />Total Deflection = 2.00(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 Specification (NDS 2005), and NDS <br />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 />y <br />�� <br />