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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: 2x6 Rafters @ 16" o.c. (Wind Condition_Uplift) (Strength Check) <br />Project File: 2x6 Joist @ 16 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 = 14.50 ft 1 0.426 0.122 1.25 1.300 1.15 1.00 1.00 0.45 716.4 1,681.9 0.15 225.01.00 27.4 1.00 <br />1.00 Length = 2.0 ft 2 0.071 0.122 1.25 1.300 1.15 1.00 1.00 0.07 118.6 1,681.9 0.06 225.01.00 27.4 1.00 <br />1.00 +D+0.750Lr 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 <br />1.00 Length = 14.50 ft 1 0.425 0.115 1.25 1.300 1.15 1.00 1.00 0.45 714.6 1,681.9 0.14 225.01.00 25.9 1.00 <br />1.00 Length = 2.0 ft 2 0.058 0.115 1.25 1.300 1.15 1.00 1.00 0.06 97.5 1,681.9 0.05 225.01.00 25.9 1.00 <br />1.00 +D+0.60W 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 <br />1.00 Length = 14.50 ft 1 0.580 0.149 1.60 1.300 1.15 1.00 1.00 0.79 1,249.0 2,152.8 0.24 288.01.00 42.8 1.00 <br />1.00 Length = 2.0 ft 2 0.025 0.149 1.60 1.300 1.15 1.00 1.00 0.03 54.4 2,152.8 0.03 288.01.00 42.8 1.00 <br />1.00 +D+0.750Lr+0.450W 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 <br />1.00 Length = 14.50 ft 1 0.350 0.093 1.60 1.300 1.15 1.00 1.00 0.48 754.0 2,152.8 0.15 288.01.00 26.7 1.00 <br />1.00 Length = 2.0 ft 2 0.014 0.093 1.60 1.300 1.15 1.00 1.00 0.02 31.0 2,152.8 0.02 288.01.00 26.7 1.00 <br />1.00 +D+0.450W 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.0 1.00 <br />1.00 Length = 14.50 ft 1 0.353 0.093 1.60 1.300 1.15 1.00 1.00 0.48 759.4 2,152.8 0.15 288.01.00 26.8 1.00 <br />1.00 Length = 2.0 ft 2 0.015 0.093 1.60 1.300 1.15 1.00 1.00 0.02 32.3 2,152.8 0.02 288.01.00 26.8 1.00 <br />1.00 +0.60D+0.60W 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.0 1.00 <br />1.00 Length = 14.50 ft 1 0.712 0.178 1.60 1.300 1.15 1.00 1.00 0.97 1,532.7 2,152.8 0.28 288.01.00 51.3 1.00 <br />1.00 Length = 2.0 ft 2 0.032 0.178 1.60 1.300 1.15 1.00 1.00 0.04 68.1 2,152.8 0.03 288.01.00 51.3 1.00 <br />1.00 +0.60D 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 <br />1.00 Length = 14.50 ft 1 0.198 0.045 1.60 1.300 1.15 1.00 1.00 0.27 425.6 2,152.8 0.07 288.01.00 12.8 1.00 <br />1.00 Length = 2.0 ft 2 0.010 0.045 1.60 1.300 1.15 1.00 1.00 0.01 20.5 2,152.8 0.01 288.01.00 12.8 1.00 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in Span Load Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />W Only10.0000 0.000 -2.0844 6.885 <br />W Only 2 0.7844 2.000 0.0000 6.885 <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 0.166 0.205 <br />Max Upward from Load Combinations 0.166 0.205 <br />Max Upward from Load Cases 0.122 0.124 <br />Max Downward from all Load Conditio -0.607 -0.408 <br />Max Downward from Load Combinations -0.291 -0.170 <br />Max Downward from Load Cases (Resis -0.607 -0.408 <br />D Only 0.122 0.124 <br />+D+Lr 0.166 0.205 <br />+D+0.750Lr 0.155 0.185 <br />+D+0.60W -0.242 -0.121 <br />+D+0.750Lr+0.450W -0.118 0.001 <br />+D+0.450W -0.151 -0.060 <br />+0.60D+0.60W -0.291 -0.170 <br />+0.60D 0.073 0.074 <br />Lr Only 0.044 0.081 <br />W Only -0.607 -0.408 <br />1010 E Russell Ave <br />04/26/23