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Wood Beam <br />LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 <br />DESCRIPTION:CJ-2 <br />Project File: Cypress_Gravity.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combination Set : ASCE 7-16 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase <br />Allowable Stress Design <br />Douglas Fir-Larch <br />No.2 <br />900.0 <br />900.0 <br />1,350.0 <br />625.0 <br />1,600.0 <br />580.0 <br />180.0 <br />575.0 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 calculated and added to loading <br />Uniform Load : D = 0.0070 ksf, Tributary Width = 2.0 ft, (Ceiling Weight (See weigh-up)) <br />Point Load : L = 0.30 k @ 12.250 ft, (Maintenence load) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.846: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 12.226 ft <br />21.00 psi= <br />= <br />1,138.50 psi <br />2-2x10Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+L <br />= <br />= <br />= <br />180.00 psi== <br />Section used for this span 2-2x10 <br />Maximum Shear Stress Ratio 0.117 : 1 <br />0.000 ft= <br />= <br />963.08 psi <br />Maximum Deflection <br />0 <240 <br />218 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.536 in 560Ratio =>=240 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 1.374 in Ratio =>=180 <br />Max Upward Total Deflection 0 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 1 : L Only <br />n/a <br />Span: 1 : +1.50D+L <br />n/a <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+1.50D+L 1 1.3740 12.500 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 0.403 0.397 <br />Max Upward from Load Combinations 0.403 0.397 <br />Max Upward from Load Cases 0.250 0.250 <br />D Only 0.250 0.250 <br />+D+L 0.403 0.397 <br />+D+0.750L 0.365 0.360 <br />+0.60D 0.150 0.150 <br />L Only 0.153 0.147 <br />48