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Wood Beam <br />LIC# : KW-06011877, Build:20.24.04.09 Mike Santos (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:2-2x12 hip#4 <br />Project File: lewis_011877.EC6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <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 />1.00Length = 8.0 ft 1 0.221 0.126 1.25 1.000 1.001.00 1.00 1.24 235.1 1,062.5 0.64 225.01.00 28.31.00 <br />1.00Length = 8.0 ft 2 0.221 0.126 1.25 1.000 1.001.00 1.00 1.24 235.1 1,062.5 0.64 225.01.00 28.31.00 <br />1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 8.0 ft 1 0.054 0.030 1.60 1.000 1.001.00 1.00 0.38 72.8 1,360.0 0.20 288.01.00 8.81.00 <br />1.00Length = 8.0 ft 2 0.054 0.030 1.60 1.000 1.001.00 1.00 0.38 72.8 1,360.0 0.20 288.01.00 8.81.00 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+D+Lr 1 0.0122 3.397 0.0000 0.000 <br />+D+Lr 2 0.0121 4.648 0.0000 0.000 <br />. <br />Load Combination Support 1 Support 2 Support 3 <br />Vertical Reactions Support notation : Far left is #1 Values in KIPS <br />Max Upward from all Load Conditions 0.540 1.800 0.540 <br />Max Upward from Load Combinations 0.540 1.800 0.540 <br />Max Upward from Load Cases 0.300 1.000 0.300 <br />D Only 0.240 0.800 0.240 <br />+D+Lr 0.540 1.800 0.540 <br />+D+0.750Lr 0.465 1.550 0.465 <br />+0.60D 0.144 0.480 0.144 <br />Lr Only 0.300 1.000 0.300 <br />2122 N Lewis St & #2 <br />101118132-338/13/2024