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Wood Beam <br />LIC# : KW-06014559, Build:20.23.2.14 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2022 <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 CCCM C F r t <br />Shear ValuesMax Stress Ratios <br />M CD V fb M fv F'b V F'vSegment Length Cfu <br />1.00 Length = 2.0 ft 1 0.164 0.140 1.25 1.500 1.15 1.00 1.00 0.08 318.0 1,940.6 0.11 225.01.00 31.5 1.00 <br />1.00 Length = 10.0 ft 2 0.504 0.140 1.25 1.500 1.15 1.00 1.00 0.25 978.7 1,940.6 0.11 225.01.00 31.5 1.00 <br />1.00 +D+0.750Lr 1.500 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 <br />1.00 Length = 2.0 ft 1 0.139 0.139 1.25 1.500 1.15 1.00 1.00 0.07 270.2 1,940.6 0.11 225.01.00 31.2 1.00 <br />1.00 Length = 10.0 ft 2 0.516 0.139 1.25 1.500 1.15 1.00 1.00 0.26 1,000.7 1,940.6 0.11 225.01.00 31.2 1.00 <br />1.00 +D+0.60W 1.500 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 <br />1.00 Length = 2.0 ft 1 0.020 0.050 1.60 1.500 1.15 1.00 1.00 0.01 48.5 2,484.0 0.05 288.01.00 14.4 1.00 <br />1.00 Length = 10.0 ft 2 0.357 0.098 1.60 1.500 1.15 1.00 1.00 0.23 887.1 2,484.0 0.10 288.01.00 28.1 1.00 <br />1.00 +D+0.750Lr+0.450W 1.500 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 <br />1.00 Length = 2.0 ft 1 0.057 0.030 1.60 1.500 1.15 1.00 1.00 0.04 141.3 2,484.0 0.03 288.01.00 8.6 1.00 <br />1.00 Length = 10.0 ft 2 0.202 0.063 1.60 1.500 1.15 1.00 1.00 0.13 502.2 2,484.0 0.06 288.01.00 18.1 1.00 <br />1.00 +D+0.450W 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.0 1.00 <br />1.00 Length = 2.0 ft 1 0.008 0.010 1.60 1.500 1.15 1.00 1.00 0.01 19.8 2,484.0 0.01 288.01.00 2.9 1.00 <br />1.00 Length = 10.0 ft 2 0.162 0.059 1.60 1.500 1.15 1.00 1.00 0.10 402.9 2,484.0 0.06 288.01.00 17.0 1.00 <br />1.00 +0.60D+0.60W 1.500 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 <br />1.00 Length = 2.0 ft 1 0.039 0.094 1.60 1.500 1.15 1.00 1.00 0.02 95.7 2,484.0 0.09 288.01.00 26.9 1.00 <br />1.00 Length = 10.0 ft 2 0.529 0.122 1.60 1.500 1.15 1.00 1.00 0.34 1,313.7 2,484.0 0.12 288.01.00 35.2 1.00 <br />1.00 +0.60D 1.500 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 <br />1.00 Length = 2.0 ft 1 0.031 0.063 1.60 1.500 1.15 1.00 1.00 0.02 76.2 2,484.0 0.06 288.01.00 18.1 1.00 <br />1.00 Length = 10.0 ft 2 0.258 0.063 1.60 1.500 1.15 1.00 1.00 0.16 640.0 2,484.0 0.06 288.01.00 18.1 1.00 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in Span Load Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />W Only 1 0.9634 0.000 0.0000 0.000 <br />W Only20.0000 0.000 -1.5896 4.916 <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 0.177 0.099 <br />Max Upward from Load Combinations 0.177 0.099 <br />Max Upward from Load Cases 0.142 0.096 <br />Max Downward from all Load Conditio -0.312 -0.189 <br />Max Downward from Load Combinations -0.102 -0.056 <br />Max Downward from Load Cases (Resis -0.312 -0.189 <br />D Only 0.142 0.096 <br />+D+Lr 0.177 0.099 <br />+D+0.750Lr 0.169 0.098 <br />+D+0.60W -0.045 -0.017 <br />+D+0.750Lr+0.450W 0.028 0.013 <br />+D+0.450W 0.002 0.011 <br />+0.60D+0.60W -0.102 -0.056 <br />+0.60D 0.085 0.058 <br />Lr Only 0.035 0.003 <br />W Only -0.312 -0.189 <br />317 E Berkeley St <br />04/18/23