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Wood Beam <br />LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 <br />DESCRIPTION:R-BM-1 (EXISTING HIP BM) <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 <br />Allowable Stress Design <br />Douglas Fir-Larch <br />No.2 <br />1,300.0 <br />1,300.0 <br />1,200.0 <br />300.0 <br />1,500.0 <br />580.0 <br />90.0 <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 />Varying Uniform Load : D= 0.0310->0.0310, Lr= 0.020->0.020 ksf, Extent = 0.0 -->> 3.250 ft, Trib Width = 0.0->4.0 ft, (B1) <br />Load for Span Number 2 <br />Varying Uniform Load : D= 0.0310->0.0310, Lr= 0.020->0.020 ksf, Extent = 0.0 -->> 5.0 ft, Trib Width = 0.0->3.50 ft, (B1) <br />Load for Span Number 3 <br />Varying Uniform Load : D= 0.0310->0.0310, Lr= 0.020->0.020 ksf, Extent = 0.0 -->> 6.0 ft, Trib Width = 3.50->7.50 ft, (B1) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.454: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 3 <br />Location of maximum on span 3.580 ft <br />97.96 psi= <br />= <br />2,112.50 psi <br />2.0 X 6.0Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 2= <br />Load Combination +D+Lr <br />= <br />= <br />= <br />112.50 psi== <br />Section used for this span 2.0 X 6.0 <br />Maximum Shear Stress Ratio 0.871 : 1 <br />5.000 ft= <br />= <br />959.42 psi <br />Maximum Deflection <br />4834 >=240 <br />540 <br />Ratio =1435 >=180 <br />Max Downward Transient Deflection 0.040 in 1817Ratio =>=240 <br />Max Upward Transient Deflection -0.012 in Ratio = <br />Max Downward Total Deflection 0.133 in Ratio =>=180 <br />Max Upward Total Deflection -0.042 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 3 : Lr Only <br />Span: 2 : Lr Only <br />Span: 3 : +1.50D+Lr <br />Span: 2 : +1.50D+Lr <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+1.50D+Lr 1 0.1402 0.000 0.0000 0.000 <br />+1.50D+Lr20.0000 0.000 -0.0418 2.689 <br />+1.50D+Lr 3 0.1331 3.277 0.0000 2.689 <br />. <br />56