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Wood Beam <br />LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:HIP BEAM 1 <br />Project File: 3 - CLEMENSEN ENERCALC.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.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 />Varying Uniform Load : D= 0.0->0.0850, Lr= 0.0->0.1130 k/ft, Extent = 0.0 -->> 8.0 ft, Trib Width = 1.0 ft, (ROOF RAFTERS) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.830: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 4.613ft <br />59.60 psi= <br />= <br />1,687.50psi <br />4x4Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+Lr <br />= <br />= <br />= <br />225.00 psi== <br />Section used for this span 4x4 <br />Maximum Shear Stress Ratio 0.265 : 1 <br />7.737 ft= <br />= <br />1,399.95psi <br />Maximum Deflection <br />0 <180 <br />203 <br />Ratio =0 <120 <br />Max Downward Transient Deflection 0.262 in 366Ratio = >=180 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.472 in Ratio = >=120 <br />Max Upward Total Deflection 0 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 1 : Lr Only <br />n/a <br />Span: 1 : +D+Lr <br />n/a <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Moment ValuesLoad Combination <br />C iCLx CCCMCF rt <br />Shear ValuesMax Stress Ratios <br />M CDV fbM fvF'b V F'vSegment Length Cfu <br />D Only 0.0 0.00 0.00.0 <br />1.00Length = 8.0 ft 1 0.511 0.162 0.90 1.500 1.001.00 1.00 0.37 620.9 1,215.0 0.21 162.01.00 26.31.00 <br />1.00+D+Lr 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 8.0 ft 1 0.830 0.265 1.25 1.500 1.001.00 1.00 0.83 1,399.9 1,687.5 0.49 225.01.00 59.61.00 <br />1.00+D+0.750Lr 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 8.0 ft 1 0.714 0.228 1.25 1.500 1.001.00 1.00 0.72 1,205.2 1,687.5 0.42 225.01.00 51.31.00 <br />1.00+0.60D 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 8.0 ft 1 0.172 0.055 1.60 1.500 1.001.00 1.00 0.22 372.5 2,160.0 0.13 288.01.00 15.81.00 <br />. <br />1506 E Clemensen Ave & <br />#212/12/2024