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Project Title: <br /> En ineer: <br /> Project <br /> Project Descr: <br /> WOOd Beam Project File: 10033.ec66 <br /> LIC#:KW06014008.Bwld:2 .24.05.02 Structural Design Associates (c)ENER A C IN(:1-9 -2023 <br /> DESCRIPTION: wood beam at folding wall <br /> CODE REFERENCES <br /> Calculations per NDS 2018, IBC 2021,ASCE 7-16 <br /> Load Combination Set :ASCE 7-16 <br /> Material Properties <br /> Analysis Method: Allowable Stress Design Fb+ 2400 psi E:Modulus of Elasticity <br /> Load Combination:ASCE 7-16 Fb- 1850 psi Ebend-xx 1800ksi <br /> Fc-Prll 1650 psi Eminbend-xx 950 ksi <br /> Wood Species DF/DF Fc-Perp 650 psi Ebend-yy 1600ksi <br /> Wood Grade 24F-V4 Fv 265 psi Eminbend-yy 850ksi <br /> Ft 1100 psi Density 31.21 pcf <br /> Beam Bracing Beam is Fully Braced against lateral-torsional buckling <br /> D(0.11)$(0.05) <br /> -a- a <br /> 5.5x18 <br /> 1 <br /> 2 <br /> L Span=23.50 ft <br /> Applied Loads Service loads entered. Load Factors will be applied for calculations. <br /> Beam self weight NOT internally calculated and added <br /> Uniform Load : D=0.110, S=0.050 , Tributary Width= 1.0 ft <br /> DESIGN SUMMARY • <br /> Maximum Bending Stress Ratio = 0.171: 1 Maximum Shear Stress Ratio = 0.082 : 1 <br /> Section used for this span 5.5x18 Section used for this span 5.5x18 <br /> fb:Actual = 446.26psi fv:Actual = 24.95 psi <br /> F'b = 2,602.25psi F'v = 304.75 psi <br /> Load Combination +D+S Load Combination +D+S <br /> Location of maximum on span = 11 750ft Location of maximum on span = 0.000 ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.072 in Ratio= 0> 360 Span: 1 :S Only <br /> Max Upward Transient Deflection 0 in Ratio= 3931 <360 n/a <br /> Max Downward Total Deflection 0.230 in Ratio= 1228> 900 Span: 1 :+D+S <br /> Max Upward Total Deflection 0 in Ratio= 0<900 n/a <br /> Maximum Forces & Stresses for Load Combinations <br /> Load Combination max ress Ratios momen a ues ear a ues _ <br /> Segment Length Span# M V CD CM Ct CLx CV Cfu C i Cr M fb F'b V fv F'v <br /> D Only 0.0 0.00 0.0 0.0 <br /> Length=23 50 ft 1 0.151 0 072 090 1.00 1 00 1.00 0 943 1.00 1.00 1.00 759 306.8 2,036.5 1.13 17.2 238.5 <br /> +D+S 1.00 1.00 1.00 0.943 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=23.50 ft 1 0 171 0 082 1 15 1 00 1.00 1 00 0.943 1.00 1.00 1.00 11 05 446.3 2,602.2 1.65 25.0 304.8 <br /> +D+0.750S 1 00 1 00 1 00 0.943 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=23.50 ft 1 0 158 0 075 1.15 1.00 1 00 1 00 0.943 1.00 1.00 1.00 1018 411.4 2,602.2 1.52 23.0 304.8 <br /> +0.60D 1 00 1.00 1 00 0 943 1.00 1.00 1 00 0.0 0.00 0.0 0.0 <br /> Length=23.50 ft 1 0 051 0.024 1.60 1.00 1.00 1.00 0 943 1.00 1.00 1.00 4.56 184.1 3,620.5 0.68 10.3 424.0 <br />