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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 0.217 0.175 1.25 1.500 1.15 1.00 1.00 0.11 420.8 1,940.6 0.14 225.01.00 39.3 1.00 <br />1.00 Length = 8.50 ft 2 0.429 0.175 1.25 1.500 1.15 1.00 1.00 0.21 832.7 1,940.6 0.14 225.01.00 39.3 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 0.179 0.172 1.25 1.500 1.15 1.00 1.00 0.09 347.4 1,940.6 0.14 225.01.00 38.7 1.00 <br />1.00 Length = 8.50 ft 2 0.447 0.172 1.25 1.500 1.15 1.00 1.00 0.22 867.1 1,940.6 0.14 225.01.00 38.7 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 0.055 0.234 1.60 1.500 1.15 1.00 1.00 0.04 137.5 2,484.0 0.24 288.01.00 67.4 1.00 <br />1.00 Length = 8.50 ft 2 0.688 0.242 1.60 1.500 1.15 1.00 1.00 0.44 1,708.6 2,484.0 0.24 288.01.00 69.6 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 0.060 0.136 1.60 1.500 1.15 1.00 1.00 0.04 149.0 2,484.0 0.14 288.01.00 39.2 1.00 <br />1.00 Length = 8.50 ft 2 0.466 0.144 1.60 1.500 1.15 1.00 1.00 0.30 1,156.9 2,484.0 0.14 288.01.00 41.4 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 0.029 0.143 1.60 1.500 1.15 1.00 1.00 0.02 71.4 2,484.0 0.14 288.01.00 41.1 1.00 <br />1.00 Length = 8.50 ft 2 0.418 0.150 1.60 1.500 1.15 1.00 1.00 0.26 1,037.5 2,484.0 0.15 288.01.00 43.2 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 0.076 0.287 1.60 1.500 1.15 1.00 1.00 0.05 188.3 2,484.0 0.29 288.01.00 82.7 1.00 <br />1.00 Length = 8.50 ft 2 0.845 0.292 1.60 1.500 1.15 1.00 1.00 0.54 2,099.0 2,484.0 0.29 288.01.00 84.0 1.00 <br />1.00 +0.60D 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 0.031 0.077 1.60 1.500 1.15 1.00 1.00 0.02 76.2 2,484.0 0.08 288.01.00 22.1 1.00 <br />1.00 Length = 8.50 ft 2 0.236 0.077 1.60 1.500 1.15 1.00 1.00 0.15 586.5 2,484.0 0.08 288.01.00 22.1 1.00 <br />. <br />Location in SpanLoad Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />W Only 1 1.1029 0.000 0.0000 0.000 <br />W Only20.0000 0.000 -1.6229 4.369 <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 0.235 0.106 <br />Max Upward from Load Combinations 0.235 0.100 <br />Max Upward from Load Cases 0.166 0.106 <br />Max Downward from all Load Conditio -0.706 -0.395 <br />Max Downward from Load Combinations -0.324 -0.173 <br />Max Downward from Load Cases (Resis -0.706 -0.395 <br />D Only 0.166 0.106 <br />+D+Lr 0.235 0.097 <br />+D+0.750Lr 0.217 0.100 <br />+D+0.60W -0.258 -0.131 <br />+D+0.750Lr+0.450W -0.100 -0.078 <br />+D+0.450W -0.152 -0.072 <br />+0.60D+0.60W -0.324 -0.173 <br />+0.60D 0.100 0.064 <br />Lr Only 0.069 -0.009 <br />W Only -0.706 -0.395 <br />1215 N English St <br />04/18/23