Laserfiche WebLink
Wood Beam <br />LIC# : KW-06018780, Build:20.23.08.30 GED CONSULTANTS, INC. (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:RBM 101 <br />Project File: Lowell Patio.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 />875 <br />875 <br />600 <br />625 <br />1300 <br />470 <br />170 <br />425 31.21 <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 />Loads on all spans... <br />Uniform Load on ALL spans : D = 0.0660, Lr = 0.1480 k/ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.353: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 10.830ft <br />47.37 psi= <br />= <br />1,203.13psi <br />4x12Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 2= <br />Load Combination +D+Lr <br />= <br />= <br />= <br />212.50 psi== <br />Section used for this span 4x12 <br />Maximum Shear Stress Ratio 0.223 : 1 <br />10.830 ft= <br />= <br />424.24psi <br />Maximum Deflection <br />44084 >=360 <br />1897 <br />Ratio =29319 >=240 <br />Max Downward Transient Deflection 0.046 in 2853Ratio = >=360 <br />Max Upward Transient Deflection -0.003 in Ratio = <br />Max Downward Total Deflection 0.068 in Ratio = >=240 <br />Max Upward Total Deflection -0.004 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 3 : Lr Only <br />Span: 2 : Lr Only <br />Span: 3 : +D+Lr <br />Span: 2 : +D+Lr <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 = 10.830 ft 1 0.164 0.104 0.90 1.100 1.001.00 1.00 0.87 142.1 866.3 0.42 153.01.00 15.91.00 <br />1.00Length = 10.830 ft 2 0.164 0.104 0.90 1.100 1.001.00 1.00 0.87 142.1 866.3 0.42 153.01.00 15.91.00 <br />1.00Length = 10.830 ft 3 0.164 0.104 0.90 1.100 1.001.00 1.00 0.87 142.1 866.3 0.42 153.01.00 15.91.00 <br />1.00+D+Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 10.830 ft 1 0.353 0.223 1.25 1.100 1.001.00 1.00 2.61 424.2 1,203.1 1.24 212.51.00 47.41.00 <br />1.00Length = 10.830 ft 2 0.353 0.223 1.25 1.100 1.001.00 1.00 2.61 424.2 1,203.1 1.24 212.51.00 47.41.00 <br />1.00Length = 10.830 ft 3 0.353 0.223 1.25 1.100 1.001.00 1.00 2.61 424.2 1,203.1 1.24 212.51.00 47.41.00 <br />1.00+D+0.750Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />Page 16 of 26 <br />1401 S Lowell St <br />11/13/2024