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Wood Beam <br />Engineering DesignLic. # : KW-06010734 <br />DESCRIPTION:RR1: 2x6 @ 16" oc <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 Repetitive Member Stress Increase <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 31.20 <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 />Uniform Load : D = 0.0110, Lr = 0.020 ksf, Tributary Width = 1.333 ft, (Roof Weight) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.702: 1 <br />Load Combination +D+Lr+H <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 6.000 ft <br />41.79 psi= <br />= <br />1,681.88 psi <br />2x6Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+Lr+H <br />= <br />= <br />= <br />225.00 psi== <br />Section used for this span 2x6 <br />Maximum Shear Stress Ratio 0.186 : 1 <br />0.000 ft= <br />= <br />1,180.27 psi <br />Maximum Deflection <br />0 <240247Ratio =0 <180 <br />Max Downward Transient Deflection 0.376 in 382Ratio =>=240 <br />Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 0.583 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+H 0.00 0.00 0.000.00 <br />1.00Length = 12.0 ft 1 0.346 0.092 0.90 1.300 1.15 1.00 1.00 0.26 418.80 1210.95 0.08 162.001.00 14.83 <br />1.00+D+L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 12.0 ft 1 0.311 0.082 1.00 1.300 1.15 1.00 1.00 0.26 418.80 1345.50 0.08 180.001.00 14.83 <br />1.00+D+Lr+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 12.0 ft 1 0.702 0.186 1.25 1.300 1.15 1.00 1.00 0.74 1,180.27 1681.88 0.23 225.001.00 41.79 <br />1.00+D+S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 12.0 ft 1 0.271 0.072 1.15 1.300 1.15 1.00 1.00 0.26 418.80 1547.33 0.08 207.001.00 14.83 <br />1.00+D+0.750Lr+0.750L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 12.0 ft 1 0.589 0.156 1.25 1.300 1.15 1.00 1.00 0.62 989.90 1681.88 0.19 225.001.00 35.05 <br />1.00+D+0.750L+0.750S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 12.0 ft 1 0.271 0.072 1.15 1.300 1.15 1.00 1.00 0.26 418.80 1547.33 0.08 207.001.00 14.83 <br />1.00+D+0.60W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 12.0 ft 1 0.195 0.051 1.60 1.300 1.15 1.00 1.00 0.26 418.80 2152.80 0.08 288.001.00 14.83 <br />1621 S Diamond St & <br />Unit# 24/24/2025