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Wood Beam <br />LIC# : KW-06014653, Build:20.23.08.01 RR (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:BM-14 <br />Project File: 23-1017_1005 S Virlee St.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, ASCE 7-16 <br />Load Combination Set : ASCE 7-16 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling <br />Allowable Stress Design <br />Douglas Fir-Larch <br />No.1 <br />1,350.0 <br />1,350.0 <br />925.0 <br />625.0 <br />1,600.0 <br />580.0 <br />170.0 <br />675.0 31.210 <br />Analysis Method : <br />Eminbend - xx ksi <br />Wood Species : <br />Wood Grade : <br />Fb + <br />psi <br />psi <br />Fv psi <br />Fb - <br />Ft psi <br />Fc - Prll psi <br />psiFc - Perp <br />E : Modulus of Elasticity <br />Ebend- xx ksi <br />Density pcf <br />Load Combination :ASCE 7-16 <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 = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft, (Floor) <br />Uniform Load : D = 0.0150 ksf, Tributary Width = 10.0 ft, (Ext. Wall) <br />Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 4.0 ft, (Roof) <br />Uniform Load : D = 0.0050, Lr = 0.010 ksf, Tributary Width = 8.0 ft, (Ceiling) <br />Point Load : E = 2.10 k @ 2.0 ft, (HD) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.361: 1 <br />Load Combination +1.148D+1.750E <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 2.004ft <br />93.87 psi= <br />= <br />2,160.00psi <br />6x12Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +1.148D+1.750E <br />= <br />= <br />= <br />272.00 psi== <br />Section used for this span 6x12 <br />Maximum Shear Stress Ratio 0.345 : 1 <br />0.000 ft= <br />= <br />780.66psi <br />Maximum Deflection <br />3421 >=360 <br />1869 <br />Ratio =40468 >=180 <br />Max Downward Transient Deflection 0.032 in 3421Ratio = >=360 <br />Max Upward Transient Deflection -0.032 in Ratio = <br />Max Downward Total Deflection 0.058 in Ratio = >=180 <br />Max Upward Total Deflection -0.003 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 1 : E Only <br />Span: 1 : E Only * -1.0 <br />Span: 1 : +D+0.70E <br />Span: 1 : +0.60D-0.70E <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+D+0.70E 1 0.0578 4.303 0.0000 0.000 <br />. <br />Load Combination Support 1 Support 2 <br />Vertical Reactions Support notation : Far left is #1 Values in KIPS <br />Max Upward from all Load Conditions 2.358 1.935 <br />Max Upward from Load Combinations 2.358 1.935 <br />Max Upward from Load Cases 1.633 1.215 <br />Max Downward from all Load Conditio -1.633 -0.467 <br />Max Downward from Load Combinations -0.414 <br />Max Downward from Load Cases (Resis -1.633 -0.467 <br />Page 33 of 48 <br />1005 S Virlee St <br />Unit# 28/26/2024