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Wood Beam <br />LIC# : KW-06014559, Build:20.23.08.30 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:2x4 Rafters @ 24" o.c. (Wind Condition_Uplift) (Strength Check) <br />Project File: 2x4 Joist @ 24 O.C..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 = 10.0 ft 2 0.442 0.136 1.25 1.500 1.151.00 1.00 0.22 856.8 1,940.6 0.11 225.01.00 30.71.00 <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 0.156 0.134 1.25 1.500 1.151.00 1.00 0.08 303.3 1,940.6 0.11 225.01.00 30.21.00 <br />1.00Length = 10.0 ft 2 0.457 0.134 1.25 1.500 1.151.00 1.00 0.23 887.6 1,940.6 0.11 225.01.00 30.21.00 <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 0.071 0.086 1.60 1.500 1.151.00 1.00 0.05 176.3 2,484.0 0.09 288.01.00 24.81.00 <br />1.00Length = 10.0 ft 2 0.594 0.144 1.60 1.500 1.151.00 1.00 0.38 1,475.7 2,484.0 0.15 288.01.00 41.61.00 <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 0.031 0.034 1.60 1.500 1.151.00 1.00 0.02 75.8 2,484.0 0.03 288.01.00 9.71.00 <br />1.00Length = 10.0 ft 2 0.394 0.092 1.60 1.500 1.151.00 1.00 0.25 979.0 2,484.0 0.09 288.01.00 26.51.00 <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 0.040 0.038 1.60 1.500 1.151.00 1.00 0.03 100.5 2,484.0 0.04 288.01.00 11.01.00 <br />1.00Length = 10.0 ft 2 0.349 0.097 1.60 1.500 1.151.00 1.00 0.22 866.7 2,484.0 0.10 288.01.00 27.81.00 <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 0.091 0.128 1.60 1.500 1.151.00 1.00 0.06 227.1 2,484.0 0.13 288.01.00 36.91.00 <br />1.00Length = 10.0 ft 2 0.749 0.163 1.60 1.500 1.151.00 1.00 0.47 1,859.9 2,484.0 0.16 288.01.00 46.91.00 <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 0.031 0.060 1.60 1.500 1.151.00 1.00 0.02 76.2 2,484.0 0.06 288.01.00 17.41.00 <br />1.00Length = 10.0 ft 2 0.238 0.060 1.60 1.500 1.151.00 1.00 0.15 590.0 2,484.0 0.06 288.01.00 17.41.00 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />W Only 1 1.0316 0.000 0.0000 0.000 <br />W Only20.0000 0.000 -1.6962 4.693 <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 0.218 0.090 <br />Max Upward from Load Combinations 0.218 0.086 <br />Max Upward from Load Cases 0.172 0.090 <br />Max Downward from all Load Conditio -0.892 -0.164 <br />Max Downward from Load Combinations -0.432 -0.044 <br />Max Downward from Load Cases (Resis -0.892 -0.164 <br />D Only 0.172 0.090 <br />+D+Lr 0.218 0.084 <br />+D+0.750Lr 0.207 0.086 <br />+D+0.60W -0.363 -0.008 <br />+D+0.750Lr+0.450W -0.195 0.012 <br />+D+0.450W -0.229 0.016 <br />+0.60D+0.60W -0.432 -0.044 <br />+0.60D 0.103 0.054 <br />Lr Only 0.046 -0.006 <br />W Only -0.892 -0.164 <br />Page 11 <br />2518 W Lingan Ln <br />12/1/2023