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Wood Beam <br />Engineering DesignLic. # : KW-06010734 <br />DESCRIPTION:HIP2: 4x8 <br />Title Block Line 1 <br />You can change this area <br />using the "Settings" menu item <br />and then using the "Printing & <br />Title Block" selection. <br />Title Block Line 6 <br />Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 <br />File: 1621 S DIAMOND ST (10-15-2024).ec6 <br />Project Title:Engineer:Project ID:Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, CBC 2022, 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-LarchNo.2 <br />900.0 <br />900.0 <br />1,350.0 <br />625.0 <br />1,600.0 <br />580.0 <br />180.0575.0 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 loads <br />Load for Span Number 1 <br />Varying Uniform Load : D= 0.0->0.08167, Lr= 0.0->0.1485 k/ft, Extent = 0.0 -->> 15.0 ft, Trib Width = 1.0 ft, (Roof weight) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.929: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 8.595 ft <br />62.24 psi= <br />= <br />1,462.50 psi <br />4x8Section 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 4x8 <br />Maximum Shear Stress Ratio 0.277 : 1 <br />14.398 ft= <br />= <br />1,359.35 psi <br />Maximum Deflection <br />0 <240231Ratio =0 <180 <br />Max Downward Transient Deflection 0.479 in 375Ratio =>=240 <br />Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 0.778 in Ratio =>=180Max Upward Total Deflection 0.000 in <br />fb: Actual <br />Fb: Allowable <br />fv: Actual <br />Fv: Allowable <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Moment ValuesLoad Combination <br />C i C LCCCCF/V mr td <br />Shear ValuesMax Stress Ratios <br />M CV fbM fvF'b V F'vSegment Length <br />D Only 0.00 0.00 0.000.00 <br />1.00Length = 15.0 ft 1 0.494 0.145 0.90 1.300 1.00 1.00 1.00 1.33 520.59 1053.00 0.40 162.001.00 23.53 <br />1.00+D+Lr 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 15.0 ft 1 0.929 0.277 1.25 1.300 1.00 1.00 1.00 3.47 1,359.35 1462.50 1.05 225.001.00 62.24 <br />1.00+D+0.750Lr 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 15.0 ft 1 0.786 0.234 1.25 1.300 1.00 1.00 1.00 2.94 1,149.66 1462.50 0.89 225.001.00 52.57 <br />1.00+0.60D 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 15.0 ft 1 0.167 0.049 1.60 1.300 1.00 1.00 1.00 0.80 312.35 1872.00 0.24 288.001.00 14.12 <br />1.00+1.250D 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 15.0 ft 1 0.348 0.102 1.60 1.300 1.00 1.00 1.00 1.66 650.68 1872.00 0.50 288.001.00 29.41 <br />1.00+1.187D 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1621 S Diamond St & <br />Unit# 24/24/2025