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�Gvi,%onsulting Group <br />4 h Ave NE, Suite 300 <br />Seattle, Washington 98115 <br />www.dcgengr.com <br />Calc by: EM <br />Wood Beam <br />DESCRIPTION: --None-- <br />CODE REFERENCES <br />Project Title: Four Corners Mail Kiosks <br />Engineer: EM <br />Project ID: <br />Project Descr: <br />Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 <br />Load Combination Set: ASCE 7-16 <br />Material Properties - <br />Analysis Method: Allowable Stress Design Fb + <br />Load Combination ASCE 7-16 Fb - <br />Fc - Prll <br />Wood Species : DF/DF Fc - Perp <br />Wood Grade :24F-V4 Fv <br />Ft <br />Beam Bracing : Beam is Fully Braced against lateral -torsional buckling <br />D(0.076) S(0.11875) <br />5.125x12 <br />Span = 14.750 ft <br />Software <br />GD-17 <br />Printed: 10 SEP 2020, 4:40PM <br />File: 4 Comers Mail Kiosks.ec6 <br />ENERCALC, INC.1983-2020, Build:12.20.8.17 <br />2400 psi <br />E : Modulus of Elasticity <br />1850 psi <br />Ebend- xx <br />1800 ksi <br />1650 psi <br />Eminbend - xx <br />950 ksi <br />650 psi <br />Ebend- yy <br />1600 ksi <br />265 psi <br />Eminbend - yy <br />850 ksi <br />1100 psi <br />Density <br />31.21 pcf <br />I <br />Applied Loads <br />1 <br />Service loads entered. Load Factors will be applied for calculations. <br />Uniform Load : D = 0.0160, S = 0.0250 ksf, <br />Tributary Width = 4.750 ft <br />DESIGN SUMMARY <br />SEEN=• <br />Maximum Bending Stress Ratio = <br />0.187. 1 <br />Maximum Shear Stress Ratio <br />= <br />0.100 : <br />1 <br />Section used for this span <br />5.125x12 <br />Section used for this span <br />5.125x12 <br />fb: Actual = <br />516.71 psi <br />fv: Actual <br />= <br />30.43 psi <br />Fb: Allowable = <br />2,760.00psi <br />Fv: Allowable <br />= <br />304.75 psi <br />Load Combination <br />+D+S+H <br />Load Combination <br />+D+S+H <br />Location of maximum on span = <br />7.375ft <br />Location of maximum on span <br />= <br />0.000 ft <br />Span # where maximum occurs = <br />Span # 1 <br />Span # where maximum occurs <br />= <br />Span # 1 <br />Maximum Deflection <br />Max Downward Transient Deflection <br />0.096 In <br />Ratio <br />= <br />1848 >=480 <br />Max Upward Transient Deflection <br />0.000 In <br />Ratio <br />= <br />0 <480 <br />Max Downward Total Deflection <br />0.157 In <br />Ratio <br />= <br />1127 >=240 <br />Max Upward Total Deflection <br />0.000 in <br />Ratio <br />= <br />0 <240 <br />Maximum Forces & Stresses for Load <br />Combinations <br />Load Combination Max Stress Ratios <br />Moment Values <br />Shear Values <br />Segment Length Span # M V <br />C d <br />C F/V C i <br />C r <br />C m <br />C t C L M fb <br />F'b <br />V <br />fv <br />F'v <br />+D+H <br />0.00 <br />0.00 <br />0.00 <br />0.00 <br />Length = 14.750 ft 1 0.093 0.050 <br />0.90 <br />1.000 1.00 <br />1.00 <br />1.00 <br />1.00 1.00 2.07 201.64 <br />2160.00 <br />0.49 <br />11.87 <br />238.50 <br />+D+L+H <br />1.000 1.00 <br />1.00 <br />1.00 <br />1.00 1.00 <br />0.00 <br />0.00 <br />0.00 <br />0.00 <br />Length = 14.750 ft 1 0.084 0.045 <br />1.00 <br />1.000 1.00 <br />1.00 <br />1.00 <br />1.00 1.00 2.07 201.64 <br />2400.00 <br />0.49 <br />11.87 <br />265.00 <br />+D+Lr+H <br />1.000 1.00 <br />1.00 <br />1.00 <br />1.00 1.00 <br />0.00 <br />0.00 <br />0.00 <br />0.00 <br />Length = 14.750 ft 1 0.067 0.036 <br />1.25 <br />1.000 1.00 <br />1.00 <br />1.00 <br />1.00 1.00 2.07 201.64 <br />3000.00 <br />0.49 <br />11.87 <br />331.25 <br />+D+S+H <br />1.000 1.00 <br />1.00 <br />1.00 <br />1.00 1.00 <br />0.00 <br />0.00 <br />0.00 <br />0.00 <br />Length = 14.750 ft 1 0.187 0.100 <br />1.15 <br />1.000 1.00 <br />1.00 <br />1.00 <br />1.00 1.00 5.30 516.71 <br />2760.00 <br />1.25 <br />30.43 <br />304.75 <br />+D+0.750Lr+0.750L+H <br />1.000 1.00 <br />1.00 <br />1.00 <br />1.00 1.00 <br />0.00 <br />0.00 <br />0.00 <br />0.00 <br />Length = 14.750 ft 1 0.067 0.036 <br />1.25 <br />1.000 1.00 <br />1.00 <br />1.00 <br />1.00 1.00 2.07 201.64 <br />3000.00 <br />0.49 <br />11.87 <br />331.25 <br />+D+0.750L+0.750S+H <br />1.000 1.00 <br />1.00 <br />1.00 <br />1.00 1.00 <br />0.00 <br />0.00 <br />0.00 <br />0.00 <br />Length = 14.750 ft 1 0.159 0.085 <br />1.15 <br />1.000 1.00 <br />1.00 <br />1.00 <br />1.00 1.00 4.49 437.94 <br />2760.00 <br />1.06 <br />25.79 <br />304.75 <br />+D+0.60W+H <br />1.000 1.00 <br />1.00 <br />1.00 <br />1.00 1.00 <br />0.00 <br />0.00 <br />0.00 <br />0.00 <br />Length = 14.750 ft 1 0.053 0.028 <br />1.60 <br />1.000 1.00 <br />1.00 <br />1.00 <br />1.00 1.00 2.07 201.64 <br />3840.00 <br />0.49 <br />11.87 <br />424.00 <br />F916109 <br />