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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_Downward) (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 0.108 0.325 1.60 1.500 1.15 1.00 1.00 0.07 268.0 2,484.0 0.33 288.01.00 93.5 1.00 <br />1.00 Length = 8.50 ft 2 0.974 0.325 1.60 1.500 1.15 1.00 1.00 0.62 2,418.7 2,484.0 0.33 288.01.00 93.5 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 0.182 0.282 1.60 1.500 1.15 1.00 1.00 0.12 453.2 2,484.0 0.28 288.01.00 81.2 1.00 <br />1.00 Length = 8.50 ft 2 0.781 0.282 1.60 1.500 1.15 1.00 1.00 0.50 1,940.1 2,484.0 0.28 288.01.00 81.2 1.00 <br />1.00 +D+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 0.094 0.275 1.60 1.500 1.15 1.00 1.00 0.06 232.8 2,484.0 0.28 288.01.00 79.3 1.00 <br />1.00 Length = 8.50 ft 2 0.829 0.275 1.60 1.500 1.15 1.00 1.00 0.53 2,058.3 2,484.0 0.28 288.01.00 79.3 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 0.087 0.274 1.60 1.500 1.15 1.00 1.00 0.06 217.2 2,484.0 0.28 288.01.00 78.8 1.00 <br />1.00 Length = 8.50 ft 2 0.816 0.274 1.60 1.500 1.15 1.00 1.00 0.52 2,028.0 2,484.0 0.28 288.01.00 78.8 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 />+D+0.60W10.0000 0.000 -0.6059 0.000 <br />+D+0.60W 2 0.8914 4.369 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 0.393 0.234 <br />Max Upward from Load Combinations 0.393 0.234 <br />Max Upward from Load Cases 0.379 0.212 <br />Max Downward from all Load Conditio -0.009 <br />Max Downward from Load Cases (Resis -0.009 <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 0.393 0.234 <br />+D+0.750Lr+0.450W 0.388 0.195 <br />+D+0.450W 0.336 0.202 <br />+0.60D+0.60W 0.327 0.191 <br />+0.60D 0.100 0.064 <br />Lr Only 0.069 -0.009 <br />W Only 0.379 0.212 <br />1215 N English St <br />04/18/23