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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_Uplift) (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 0.228 0.242 1.60 1.500 1.151.00 1.00 0.14 566.4 2,484.0 0.24 288.01.00 69.61.00 <br />1.00Length = 10.0 ft 2 0.403 0.165 1.60 1.500 1.151.00 1.00 0.26 1,002.2 2,484.0 0.17 288.01.00 47.41.00 <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 0.112 0.151 1.60 1.500 1.151.00 1.00 0.07 278.4 2,484.0 0.15 288.01.00 43.51.00 <br />1.00Length = 10.0 ft 2 0.219 0.097 1.60 1.500 1.151.00 1.00 0.14 543.7 2,484.0 0.10 288.01.00 27.91.00 <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 0.146 0.163 1.60 1.500 1.151.00 1.00 0.09 363.1 2,484.0 0.16 288.01.00 46.91.00 <br />1.00Length = 10.0 ft 2 0.216 0.104 1.60 1.500 1.151.00 1.00 0.14 535.9 2,484.0 0.10 288.01.00 29.91.00 <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 0.268 0.271 1.60 1.500 1.151.00 1.00 0.17 665.1 2,484.0 0.27 288.01.00 78.01.00 <br />1.00Length = 10.0 ft 2 0.542 0.196 1.60 1.500 1.151.00 1.00 0.34 1,347.4 2,484.0 0.20 288.01.00 56.41.00 <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 />W Only1 0.7314 0.000 0.0000 0.000 <br />W Only20.0000 0.000 -1.2974 4.637 <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 0.233 0.152 <br />Max Upward from Load Combinations 0.233 0.152 <br />Max Upward from Load Cases 0.207 0.089 <br />Max Downward from all Load Conditions (Resisting Uplift)-0.937 -0.204 <br />Max Downward from Load Combinations (Resisting Uplift)-0.438 -0.069 <br />Max Downward from Load Cases (Resisting Uplift)-0.937 -0.204 <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 -0.355 -0.034 <br />+D+0.750Lr+0.450W -0.195 0.044 <br />+D+0.450W -0.214 -0.003 <br />+0.60D+0.60W -0.438 -0.069 <br />+0.60D 0.124 0.053 <br />Lr Only 0.025 0.063 <br />W Only -0.937 -0.204 <br />Page 15