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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#1 <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 = 12.0 ft 1 0.310 0.154 1.25 1.000 1.001.00 1.00 1.74 329.2 1,062.5 0.78 225.01.00 34.71.00 <br />1.00Length = 4.0 ft 2 0.310 0.154 1.25 1.000 1.001.00 1.00 1.74 329.2 1,062.5 0.57 225.01.00 34.71.00 <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 = 12.0 ft 1 0.075 0.037 1.60 1.000 1.001.00 1.00 0.54 101.9 1,360.0 0.24 288.01.00 10.71.00 <br />1.00Length = 4.0 ft 2 0.075 0.037 1.60 1.000 1.001.00 1.00 0.54 101.9 1,360.0 0.18 288.01.00 10.71.00 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+D+Lr 1 0.0645 5.430 0.0000 0.000 <br />+D+Lr20.0000 5.430 -0.0050 1.609 <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 0.696 1.824 <br />Max Upward from Load Combinations 0.696 1.824 <br />Max Upward from Load Cases 0.387 1.013 <br />Max Downward from all Load Conditio -0.216 <br />Max Downward from Load Combinations -0.216 <br />Max Downward from Load Cases (Resis -0.120 <br />D Only 0.309 0.811 -0.096 <br />+D+Lr 0.696 1.824 -0.216 <br />+D+0.750Lr 0.599 1.571 -0.186 <br />+0.60D 0.186 0.486 -0.058 <br />Lr Only 0.387 1.013 -0.120 <br />2122 N Lewis St & #2 <br />101118132-338/13/2024