Laserfiche WebLink
Wood Beam <br />LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 <br />DESCRIPTION:CJ-4 <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 />Load for Span Number 1 <br />Uniform Load : D = 0.0070 ksf, Tributary Width = 2.0 ft, (Ceiling Weight (See weigh-up)) <br />Point Load : L = 0.30 k @ 7.50 ft, (Maintenence Load) <br />Load for Span Number 2 <br />Uniform Load : D = 0.0070 ksf, Tributary Width = 2.0 ft, (Ceiling Weight (See weigh-up)) <br />Point Load : L = 0.30 k @ 3.0 ft, (Maintenence Load) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.527: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 7.458 ft <br />39.52 psi= <br />= <br />1,138.50 psi <br />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 2x10 <br />Maximum Shear Stress Ratio 0.220 : 1 <br />15.000 ft= <br />= <br />599.52 psi <br />Maximum Deflection <br />14291 >=240 <br />790 <br />Ratio =5179 >=180 <br />Max Downward Transient Deflection 0.125 in 1434Ratio =>=240 <br />Max Upward Transient Deflection -0.005 in Ratio = <br />Max Downward Total Deflection 0.228 in Ratio =>=180 <br />Max Upward Total Deflection -0.014 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 1 : L Only <br />Span: 2 : L Only <br />Span: 1 : +1.50D+L <br />Span: 2 : +1.50D+L <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+1.50D+L 1 0.2277 6.872 0.0000 0.000 <br />+1.50D+L20.0000 6.872 -0.0139 1.877 <br />. <br />Load Combination Support 1 Support 2 Support 3 <br />Vertical Reactions Support notation : Far left is #1 Values in KIPS <br />Max Upward from all Load Conditions 0.207 0.727 0.033 <br />Max Upward from Load Combinations 0.207 0.727 0.024 <br />Max Upward from Load Cases 0.103 0.463 0.033 <br />Max Downward from all Load Conditio -0.010 <br />52