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• <br />• <br />COMPANY PROJECT <br />Design Build Services, Inc. A and S ConsVuction <br />WOO� Wo r ks� 28��9 �ZOth St SE 2102 Wetmore Ave, Everett <br />Monroe, WA 98272 Steve Findley <br />(360)793-9659 b23.wwb <br />SOFlWARfFOR WOODDFSfLN July25, 2012 17:39 <br />Design Check Calculation Sheet <br />WoodWorks Sizer 9.15 <br />Loads: <br />Load 'rype Distribution Pat- Location [ft] Magnitude Unit <br />tern Start End Start End <br />1 j2p Dead Partial UDL 4.27 13.54 73.4 73.4 plf <br />2_j21 Dead Partial UDL 0.27 9.27 93.2 93.2 plf <br />3_j36 Dead Full UDL 21.2 plf <br />4 j36 Snow Full i7DL 50.0 plf <br />Self-wei ht Dead Full UDL 7.7 lf <br />Maximum Reactions (Ibs) and Bearing Lengths (in) : <br />� --- -- 13'-6.5" . _ ,y <br />� <br />i d ,.I <br />Unfactored: <br />Dead 738 703 <br />Snow 339 339 <br />FaCtOZed: <br />Total 1076 1042 <br />eearing: 3.50 <br />Length 3.50 <br />Min re 'd 0.50* 0.50* <br />'Minimum bearing length setting used: 1/2" for end supports <br />b23 <br />Lumber-soft, D.Fir-L, No.2, 4x10 (3-1/2"x9-1/4") <br />Supports: All - Lumber Post Column, D.Fir-L No2 <br />T o t a I I e n g t h: 13'-6.5"; <br />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 = 43 Fv� = 207 fv Fv� = 0.21 <br />Bending(+) fb = 793 Fb' = 1242 fb/Fb' = 0.69 <br />Dead Defl'n 0.19 = L/841 <br />Live Defl'n 0.09 =<L/999 0.43 = L/360 0.20 <br />Total Defl'n 0.37 = L/427 0.65 = L/240 0.56 <br />Additional Data: <br />FACTORS: F/E(psi)CD CM Ct CL CF CfU Cr Cfrt Ci Cn LCq <br />Fv� 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 <br />Fb'+ 900 1.15 1.00 1.00 1.000 1.200 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 - Z <br />Emin� 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 <br />CRITICAL LOAD COMBINATIONS: <br />Shear : LC #2 = D+S, V= 1057, v design = 921 lbs <br />Bending(+): LC k2 = D+S, M= 3297 lbs-ft <br />Deflection: LC q2 = D+S (live) <br />LC p2 = D+S (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 ou[put <br />Load combinations: ASCE 7-OS / IBC 2009 <br />CALCULATIONS: <br />Deflection: EI = 369e06 lb-in2 <br />"Live" deflection = Deflection from all non-dead loads (live, wind, sncw...) <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 Specification (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 suppoRed according to the provisions of NDS Clause 4.4.1. <br />� <br />