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• <br /> 6/8. <br /> COMPANY PROJECT <br /> Design Build Services,Inc. Keith Addition <br /> 28119-120th St. <br /> 5412 1st Dr W <br /> '1i1'oodWo r ks® PH:360-793-9659 E Everett,WA 98203 <br /> QGi <br /> SOFTWARE FOR WOOD DESIGN Oct.2,2017 15:23 b11 <br /> Design Check Calculation Sheet <br /> WoodWorks Sizer 11.1 <br /> Loads: <br /> Load Type Distribution Pat- Location [ft] Magnitude Unit <br /> tern Start End Start End <br /> 1 j14 Dead Partial UDL 6.06 10.06 180.0 180.0 plf <br /> 2_j14 Snow Partial UDL 6.06 10.06 300.0 300.0 plf <br /> 3j15 Dead Partial UDL 0.06 6.06 180.0 180.0 plf <br /> -4 j15 Snow Partial UDL 0.06 6.06 300.0 300.0 plf <br /> 5_j21 Dead Partial UDL 9.06 10.06 46.5 46.5 plf <br /> 6j21 Snow Partial UDL 9.06 10.06 73.6 73.6 plf <br /> 7 j22 Dead Partial UDL 3.06 9.06 46.5 46.5 plf <br /> 8 j22 Snow Partial UDL 3.06 9.06 73.6 73.6 plf <br /> 9_j23 Dead Partial UDL 0.06 3.06 46.5 46.5 plf <br /> 10_j23 Snow Partial UDL 0.06 3.06 73.6 73.6 plf <br /> Self-weight Dead Full UDL 7.3 plf <br /> Maximum Reactions(lbs)and Bearing Lengths(in): <br /> 10'-1.33" <br /> 41 I4 <br /> 0' <br /> if <br /> Unfactored: <br /> Dead 1169 1169 <br /> Snow 1868 1868 <br /> Factored: <br /> Total 3037 3037 <br /> Bearing: <br /> Length 1.33 1.33 <br /> Min req'd 1.33 1.33 <br /> 1311 <br /> Glulam-Unbal.,West Species,24F-V4 DF,3-1/2"x9" <br /> 6 laminations,3-1/2"maximum width, <br /> Supports:All-Timber-soft Column,D.Fir-L No.2 <br /> Total length:10'-1.33";Clear span:W-10.67";volume= 2.2 cu.ft. <br /> Lateral support:top=full,bottom=at supports; <br /> Analysis vs.Allowable Stress and Deflection using NDS 2015: <br /> Criterion Analysis Value Design Value Unit Analysis/Design <br /> Shear fv = 121 Fv' = 305 psi fv/Fv' = 0.40 <br /> Bending(+) fb = 1928 Fb' = 2760 psi fb/Fb' = 0.70 <br /> Dead Defl'n 0.14 = L/873 <br /> Live Defl'n 0.22 = L/546 0.33 = L/360 in 0.66 <br /> Total Defl'n 0.43 = L/281 0.50 = L/240 in 0.85 <br /> Additional Data: <br /> FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn+Cvr LC# <br /> Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 <br /> Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 <br /> Fop' 650 - 1.00 1.00 - - - - 1.00 - - - <br /> E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 <br /> Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 <br /> CRITICAL LOAD COMBINATIONS: <br /> Shear : LC #2 = D+S, V max = 3037, V design = 2547 lbs <br /> Bending(+): LC #2 = D+S, M = 7591 lbs-ft <br /> Deflection: LC #2 = D+S (live) <br /> LC #2 = D+S (total) <br /> D=dead L=live 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 7-10 / IBC 2015 <br /> CALCULATIONS: <br /> Deflection: EI = 383e06 lb-in2 <br /> "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) <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 2015),the National Design Specification(NDS 2015),and NDS Design Supplement. <br /> 2.Please verify that the default deflection limits are appropriate for your application. <br /> 3.Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 <br /> 4.GLULAM:bxd=actual breadth x actual depth. <br /> 5.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. <br /> 6.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). <br />