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Wood Beam <br />LIC# : KW-06017148, Build:20.23.10.31 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2023 <br />DESCRIPTION:B11. <br />Project File: 24-181.ec6 <br />Project Title:Engineer: <br />Maximum Forces & Stresses for Load Combinations <br />Span #C iCLx CCCMCF rt <br />Shear ValuesMax Stress Ratios <br />M CDV fbM fvF'b V F'vSegment Length Cfu <br />+D+H 0.0 0.00 0.00.0 <br />1 0.244 0.198 0.90 1.001 1.001.00 1.00 13.12 638.1 2,613.0 4.29 261.051.6 <br />2 0.114 0.198 0.90 1.001 1.001.00 1.00 6.13 298.3 2,613.0 1.86 261.051.6 <br />0.00.0 <br />1 0.345 0.271 1.00 1.001 1.001.00 1.00 20.60 1,002.0 2,903.4 6.53 290.078.5 <br />2 0.322 0.271 1.00 1.001 1.001.00 1.00 19.22 934.5 2,903.4 5.53 290.078.5 <br />0.00.0 <br />1 0.235 0.214 1.25 1.001 1.001.00 1.00 17.55 853.6 3,629.2 6.44 362.577.5 <br />2 0.086 0.214 1.25 1.001 1.001.00 1.00 6.43 312.5 3,629.2 1.97 362.577.5 <br />0.00.0 <br />1 0.191 0.155 1.15 1.001 1.001.00 1.00 13.12 638.1 3,338.9 4.29 333.551.6 <br />2 0.089 0.155 1.15 1.001 1.001.00 1.00 6.13 298.3 3,338.9 1.86 333.551.6 <br />0.00.0 <br />1 0.296 0.242 1.25 1.001 1.001.00 1.00 22.07 1,073.0 3,629.2 7.29 362.587.6 <br />2 0.217 0.242 1.25 1.001 1.001.00 1.00 16.17 786.2 3,629.2 4.70 362.587.6 <br />0.00.0 <br />1 0.273 0.206 1.15 1.001 1.001.00 1.00 18.73 910.9 3,338.9 5.70 333.568.6 <br />2 0.232 0.206 1.15 1.001 1.001.00 1.00 15.95 775.5 3,338.9 4.62 333.568.6 <br />0.00.0 <br />1 0.137 0.111 1.60 1.001 1.001.00 1.00 13.12 638.1 4,645.4 4.29 464.051.6 <br />2 0.064 0.111 1.60 1.001 1.001.00 1.00 6.13 298.3 4,645.4 1.86 464.051.6 <br />0.00.0 <br />1 0.231 0.189 1.60 1.001 1.001.00 1.00 22.07 1,073.0 4,645.4 7.29 464.087.6 <br />2 0.169 0.189 1.60 1.001 1.001.00 1.00 16.17 786.2 4,645.4 4.70 464.087.6 <br />0.00.0 <br />1 0.196 0.148 1.60 1.001 1.001.00 1.00 18.73 910.9 4,645.4 5.70 464.068.6 <br />2 0.167 0.148 1.60 1.001 1.001.00 1.00 15.95 775.5 4,645.4 4.62 464.068.6 <br />0.00.0 <br />1 0.082 0.067 1.60 1.001 1.001.00 1.00 7.87 382.9 4,645.4 2.58 464.031.0 <br />2 0.039 0.067 1.60 1.001 1.001.00 1.00 3.68 179.0 4,645.4 1.11 464.031.0 <br />0.00.0 <br />1 0.137 0.111 1.60 1.001 1.001.00 1.00 13.12 638.1 4,645.4 4.29 464.051.6 <br />2 0.064 0.111 1.60 1.001 1.001.00 1.00 6.13 298.3 4,645.4 1.86 464.051.6 <br />0.00.0 <br />1 0.196 0.148 1.60 1.001 1.001.00 1.00 18.73 910.9 4,645.4 5.70 464.068.6 <br />2 0.167 0.148 1.60 1.001 1.001.00 1.00 15.95 775.5 4,645.4 4.62 464.068.6 <br />0.00.0 <br />1 0.082 0.067 1.60 1.001 1.001.00 1.00 7.87 382.9 4,645.4 2.58 464.031.0 <br />2 0.039 0.067 1.60 1.001 1.001.00 1.00 3.68 179.0 4,645.4 1.11 464.031.0 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+D+0.750Lr+0.750L+0.450W+H 1 0.4207 8.434 0.0000 0.000 <br />2 0.0000 8.434 -0.1705 3.830 <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 7.285 12.858 <br />Max Upward from Load Combinations 7.285 12.858 <br />Max Upward from Load Cases 4.293 7.294 <br />58