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Wood Beam <br />Engineering DesignLic. # : KW-06010734 <br />DESCRIPTION:BM1: 3.5x7.0 PSL <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 />iLevel Truss JoistParallam PSL 1.8E <br />2,400.0 <br />2,400.0 <br />2,500.0 <br />425.0 <br />1,800.0 <br />914.88 <br />190.01,755.0 45.070 <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 />Point Load : D = 0.4290, L = 0.780 k @ 7.0 ft, (HIP1 Load) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.578: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 7.009 ft <br />45.06 psi= <br />= <br />2,400.00 psi <br />3.5x7.0Section 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 />190.00 psi== <br />Section used for this span 3.5x7.0 <br />Maximum Shear Stress Ratio 0.237 : 1 <br />7.009 ft= <br />= <br />1,387.48 psi <br />Maximum Deflection <br />0 <360397Ratio =0 <240 <br />Max Downward Transient Deflection 0.224 in 616Ratio =>=360Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 0.347 in Ratio =>=240Max 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 = 11.50 ft 1 0.228 0.093 0.90 1.000 1.00 1.00 1.00 1.17 492.33 2160.00 0.26 171.001.00 15.99 <br />1.00+D+L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 11.50 ft 1 0.578 0.237 1.00 1.000 1.00 1.00 1.00 3.30 1,387.48 2400.00 0.74 190.001.00 45.06 <br />1.00+D+0.750L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 11.50 ft 1 0.388 0.159 1.25 1.000 1.00 1.00 1.00 2.77 1,163.69 3000.00 0.62 237.501.00 37.79 <br />1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 11.50 ft 1 0.077 0.032 1.60 1.000 1.00 1.00 1.00 0.70 295.40 3840.00 0.16 304.001.00 9.59 <br />1.00+1.250D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 11.50 ft 1 0.160 0.066 1.60 1.000 1.00 1.00 1.00 1.47 615.36 3840.00 0.33 304.001.00 19.98 <br />1.00+1.187D+0.750L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 11.50 ft 1 0.327 0.134 1.60 1.000 1.00 1.00 1.00 2.99 1,255.97 3840.00 0.67 304.001.00 40.79 <br />1.00+0.3501D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 11.50 ft 1 0.045 0.018 1.60 1.000 1.00 1.00 1.00 0.41 172.36 3840.00 0.09 304.001.00 5.60 <br />. <br />1621 S Diamond St & <br />Unit# 24/24/2025