Laserfiche WebLink
Wood Beam <br />Your Solar PlansLic. # : KW-06019089 <br />DESCRIPTION: 2x8 @ 24" 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: ec.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Printed: 21 FEB 2023, 4:19PM <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2018, 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-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 loads <br />Loads on all spans... <br />Uniform Load on ALL spans : D = 0.010, Lr = 0.020 ksf, Tributary Width = 2.0 ft <br />Point Load : D = 0.05660, W = -0.8230 k @ 1.0 ft <br />Point Load : D = 0.05660, W = -0.8230 k @ 5.666 ft <br />Point Load : D = 0.05660, W = -0.8230 k @ 10.333 ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.716: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 5.667 ft <br />86.49 psi= <br />= <br />1,552.50 psi <br />2x8 Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +0.60D+0.60W <br />= <br />= <br />= <br />288.00 psi== <br />Section used for this span 2x8 <br />Maximum Shear Stress Ratio 0.300 : 1 <br />0.993 ft= <br />= <br />1,112.34 psi <br />Maximum Deflection <br />373 >=180 <br />372 <br />Ratio =324 >=120 <br />Max Downward Transient Deflection 0.196 in 694 Ratio =>=180 <br />Max Upward Transient Deflection -0.364 in Ratio = <br />Max Downward Total Deflection 0.365 in Ratio =>=120 <br />Max Upward Total Deflection -0.419 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 L C C C C F/V m r t d <br />Shear ValuesMax Stress Ratios <br />M C V fb M fv F'b V F'vSegment Length <br />D Only 0.00 0.00 0.000.00 <br />1.00Length = 11.333 ft 1 0.470 0.169 0.90 1.200 1.15 1.00 1.00 0.58 525.89 1117.80 0.20 162.001.00 27.40 <br />1.00+D+Lr 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 11.333 ft 1 0.716 0.247 1.25 1.200 1.15 1.00 1.00 1.22 1,112.34 1552.50 0.40 225.001.00 55.47 <br />1.00+D+0.750Lr 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 11.333 ft 1 0.622 0.215 1.25 1.200 1.15 1.00 1.00 1.06 965.72 1552.50 0.35 225.001.00 48.45 <br />1.00+D+0.60W 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 11.333 ft 1 0.605 0.264 1.60 1.200 1.15 1.00 1.00 1.32 1,202.55 1987.20 0.55 288.001.00 76.05 <br />1.00+D+0.750Lr+0.450W 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1801 E Edinger <br />Ave - 101113188 & <br />2017800605/17/23