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Wood Beam <br />LIC# : KW-06019339, Build:20.25.05.07 SPS Engineering (c) ENERCALC, LLC 1982-2025 <br />DESCRIPTION:RR1 <br />SPS Engineering <br />15445 Ventura Blvd #63 <br />Sherman Oaks Ca, 91403 <br />818 747 7269 <br />Project File: garnsey st.ec6 <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 />1.00+D+0.750Lr+0.750L+H 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 9.0 ft 1 0.336 0.083 1.25 1.500 1.151.00 1.00 0.31 614.9 1,832.8 0.13 225.01.00 18.81.00 <br />1.00+D+0.750L+0.750S+H 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 9.0 ft 1 0.365 0.091 1.15 1.500 1.151.00 1.00 0.31 614.9 1,686.2 0.13 207.01.00 18.81.00 <br />1.00+D+0.60W+H 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 9.0 ft 1 0.135 0.034 1.60 1.500 1.151.00 1.00 0.16 317.4 2,346.0 0.07 288.01.00 9.71.00 <br />1.00+D+0.750Lr+0.750L+0.450W+H 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 9.0 ft 1 0.262 0.065 1.60 1.500 1.151.00 1.00 0.31 614.9 2,346.0 0.13 288.01.00 18.81.00 <br />1.00+D+0.750L+0.750S+0.450W+H 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 9.0 ft 1 0.262 0.065 1.60 1.500 1.151.00 1.00 0.31 614.9 2,346.0 0.13 288.01.00 18.81.00 <br />1.00+0.60D+0.60W+0.60H 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 9.0 ft 1 0.081 0.020 1.60 1.500 1.151.00 1.00 0.10 190.4 2,346.0 0.04 288.01.00 5.81.00 <br />1.00+D+0.70E+0.60H 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 9.0 ft 1 0.135 0.034 1.60 1.500 1.151.00 1.00 0.16 317.4 2,346.0 0.07 288.01.00 9.71.00 <br />1.00+D+0.750L+0.750S+0.5250E+H 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 9.0 ft 1 0.262 0.065 1.60 1.500 1.151.00 1.00 0.31 614.9 2,346.0 0.13 288.01.00 18.81.00 <br />1.00+0.60D+0.70E+H 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 9.0 ft 1 0.081 0.020 1.60 1.500 1.151.00 1.00 0.10 190.4 2,346.0 0.04 288.01.00 5.81.00 <br />. <br />LocationLoad CombinationMax.LocationLoad CombinationSpan Max. <br />Overall Maximum Deflections <br />"-" Defl in Span in Span"+" Defl <br />+D+L+H1 0.4156 4.533 0.0000 0.000 <br />. <br />Load Combination Support 1 Support 2 <br />Vertical Reactions Support notation : Far left is #1 Values in KIPS <br />Max Upward from all Load Conditions 0.162 0.162 <br />Max Upward from Load Combinations 0.162 0.162 <br />Max Upward from Load Cases 0.090 0.090 <br />+D+H 0.072 0.072 <br />+D+L+H 0.162 0.162 <br />+D+Lr+H 0.072 0.072 <br />+D+S+H 0.072 0.072 <br />+D+0.750Lr+0.750L+H 0.140 0.140 <br />+D+0.750L+0.750S+H 0.140 0.140 <br />+D+0.60W+H 0.072 0.072 <br />+D+0.750Lr+0.750L+0.450W+H 0.140 0.140 <br />+D+0.750L+0.750S+0.450W+H 0.140 0.140 <br />+0.60D+0.60W+0.60H 0.043 0.043 <br />+D+0.70E+0.60H 0.072 0.072 <br />+D+0.750L+0.750S+0.5250E+H 0.140 0.140 <br />+0.60D+0.70E+H 0.043 0.043 <br />D Only 0.072 0.072 <br />L Only 0.090 0.090 <br />H Only