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Wood Beam <br />LIC# : KW-06014559, Build:20.25.04.16 ERUSU CONSULTANTS US (c) ENERCALC, LLC 1982-2025 <br />DESCRIPTION:2x4 Rafter @ 24" o.c. (Wind Condition_Downward) (Strength Check) <br />Project File: 2x4 Joist @24 O.C_backup_1.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 />1.00+D+Lr 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 2.0 ft 1 0.185 0.164 1.25 1.500 1.151.00 1.00 0.09 359.7 1,940.6 0.13 225.01.00 36.81.00 <br />1.00Length = 10.0 ft 2 0.526 0.173 1.25 1.500 1.151.00 1.00 0.26 1,020.6 1,940.6 0.14 225.01.00 38.81.00 <br />1.00+D+0.750Lr 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 2.0 ft 1 0.171 0.161 1.25 1.500 1.151.00 1.00 0.08 331.5 1,940.6 0.13 225.01.00 36.11.00 <br />1.00Length = 10.0 ft 2 0.517 0.161 1.25 1.500 1.151.00 1.00 0.26 1,002.8 1,940.6 0.13 225.01.00 36.11.00 <br />1.00+D+0.60W 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 2.0 ft 1 0.275 0.249 1.60 1.500 1.151.00 1.00 0.17 683.3 2,484.0 0.25 288.01.00 71.71.00 <br />1.00Length = 10.0 ft 2 0.752 0.249 1.60 1.500 1.151.00 1.00 0.48 1,868.5 2,484.0 0.25 288.01.00 71.71.00 <br />1.00+D+0.750Lr+0.450W 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 2.0 ft 1 0.265 0.223 1.60 1.500 1.151.00 1.00 0.17 658.8 2,484.0 0.23 288.01.00 64.31.00 <br />1.00Length = 10.0 ft 2 0.655 0.223 1.60 1.500 1.151.00 1.00 0.41 1,625.8 2,484.0 0.23 288.01.00 64.31.00 <br />1.00+D+0.450W 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 2.0 ft 1 0.231 0.216 1.60 1.500 1.151.00 1.00 0.15 574.2 2,484.0 0.22 288.01.00 62.31.00 <br />1.00Length = 10.0 ft 2 0.652 0.216 1.60 1.500 1.151.00 1.00 0.41 1,620.4 2,484.0 0.22 288.01.00 62.31.00 <br />1.00+0.60D+0.60W 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 2.0 ft 1 0.235 0.216 1.60 1.500 1.151.00 1.00 0.15 584.6 2,484.0 0.22 288.01.00 62.11.00 <br />1.00Length = 10.0 ft 2 0.612 0.201 1.60 1.500 1.151.00 1.00 0.39 1,520.5 2,484.0 0.20 288.01.00 58.01.00 <br />1.00+0.60D 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 2.0 ft 1 0.060 0.071 1.60 1.500 1.151.00 1.00 0.04 148.1 2,484.0 0.07 288.01.00 20.51.00 <br />1.00Length = 10.0 ft 2 0.231 0.071 1.60 1.500 1.151.00 1.00 0.15 574.5 2,484.0 0.07 288.01.00 20.51.00 <br />. <br />LocationLoad CombinationMax.LocationLoad CombinationSpan Max. <br />Overall Maximum Deflections <br />"-" Defl in Span in Span"+" Defl <br />+D+0.60W10.0000 0.000 -0.5318 0.000 <br />+D+0.60W2 0.9279 4.804 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 0.509 0.185 <br />Max Upward from Load Combinations 0.509 0.185 <br />Max Upward from Load Cases 0.503 0.110 <br />D Only 0.207 0.089 <br />+D+Lr 0.233 0.152 <br />+D+0.750Lr 0.226 0.136 <br />+D+0.60W 0.509 0.155 <br />+D+0.750Lr+0.450W 0.453 0.185 <br />+D+0.450W 0.434 0.138 <br />+0.60D+0.60W 0.426 0.119 <br />+0.60D 0.124 0.053 <br />Lr Only 0.025 0.063 <br />W Only 0.503 0.110 <br />Page 13