Laserfiche WebLink
I <br /> iCOMPANY PROJECT <br /> ' I %VoodVVorks® Dec.16,2019 14.05 BM4 <br /> SOFRVARE FOR WOOD DESIGN <br /> I Design Check Calculation Sheet <br /> WoodWorks Sizer 11.1 <br /> Loads: <br /> Load D <br /> Type. Distribution Pat- Location (ft) Magnitude Unit <br /> tern Start End Start End <br /> Dead Full UDL 65.0 plf <br /> L Live Full UDL 250.0 plf <br /> 01 Jcad Point 1.54 1046 lbs <br /> L1 Live Point 1.54 1610 lbs <br /> Self-weight need Full UDL 0.0 plf <br /> I Maximum Reactions(ibs),Bearing Capacities(ibs)and Bearing Lengths(in): <br /> t 5.1133' t <br /> I <br /> 3I -- 4 <br /> WI 5.16' <br /> 0nfactored: <br /> Dead 942 445 <br /> L <br /> Live 1995 1123 <br /> j Factored: <br /> Total 2927 1568 <br /> I II Dearing: <br /> Capacity <br /> Beam 11025 11025 <br /> Support 9861 9861 <br /> Des ratio <br /> Beam 0,27 1i,14 <br /> Support 0.30 0.16 <br /> Load comb 42 112 <br /> Length 3.50 3.50 <br /> Min req'd 1.04" 0.56'• <br /> Cb 1.00 1.00 <br /> CC min 1.00 1.00 <br /> Cb sup <br /> 1.00 L700 <br /> Pc '700 00 <br /> "Minimum bearing length governed by the required width of the supporting member. <br /> LSL,1.55E,1,55E,3-112"x9-112" <br /> Supports:Alt-Timber-soft Column,D.Fir-L No.2 <br /> Total length:5.25';clear span:5.25':volume=1.2 coil.Lateral suppott:top=full,bottom=at supports; <br /> WARNING:Member length exceeds typical stock length of 0.0101 <br /> Analysis vs.Allowable Stress and Deflection using NOS 2016: <br /> 1 Criterion Analysis Value ila::tgr. Value Unit Analysis/Design <br /> Shear fv= 117 Iv' -. 330 psi fv/lv' " 0.38 <br /> eendingi+l Os= 780 lb' = 2325 psi fb/Fb' = 0.34 <br /> Live Dofl'n 0.03.<L/999 0.18 = L/360 in 0.15 <br /> Total Defl'n 0.05"<L/999 0.27 = L/240 in 0.17 <br /> Additional Data: <br /> 1 FACT005: F/Elpsi1C0 CM Cr CL CV Cfu Cr Cfrt Ci Cn LC8 <br /> Fv' 310 1.00 1.00 1.00 1.00 2 <br /> W. 2325 1.00 1.00 1..000 1.00 1.00 1.00 2 <br /> Fcp' 9D0 1.00 1.00 <br /> E' 1.6 million - 1.00 - - - '- 1.00 - - 2 <br /> Fminy' 0.80 million - 1.00 - - <br /> CRITICAL LOAD COMBINATIONS: <br /> Shear : LC 82 =O+L, V max= 2849, V design- 2587 lbs <br /> Bending l+l: LC a2 =DrL, 14= 3420 lbs-et <br /> Deflection: LC 82 =D+L Hive) <br /> LC 82 . D11. ftetall <br /> D"dead L=Live 5=snow W=wind 2.-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 /> i Deflection: EI = 388e06 lb--in2 <br /> "Live"deflection= Deflection from all non-dead loads :live, wind, snow-) <br /> Total Deflection =1.50(lead Load Deflection) + Live Load Deflection. <br /> i Design Notes: <br /> I.Woodworks analysis and design are in accordance with the ICC International Building Code(IBC 2015),the National Design Specification(NOS 2015),and NOS Design Supplement. <br /> 2.Please verify that the default deflection limits are appropriate for your application, <br /> ' 1 3.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only.For final member design contact your local SCL manufacturer. <br /> 4.Size factors vary from one manufacturer to another for SCL materials.They tan be changed in the database editor. <br /> 5.FIRE RATING:LVL,PSL and LSL are not rated for fire endurance. <br /> 1 <br /> I 1.018 <br /> I <br />