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Wood Beam <br />LIC# : KW-06014559, Build:20.24.06.04 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:2x6 Rafters @ 24" o.c. (Wind Condition_Uplift) (Strength Check) <br />Project File: 2x6 joist @ 24 o.c_copy.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 = 2.0 ft 1 0.113 0.171 1.25 1.300 1.151.00 1.00 0.12 190.4 1,681.9 0.21 225.01.00 38.41.00 <br />1.00Length = 14.0 ft 2 0.561 0.171 1.25 1.300 1.151.00 1.00 0.60 944.3 1,681.9 0.21 225.01.00 38.41.00 <br />1.00+D+0.750Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 2.0 ft 1 0.094 0.166 1.25 1.300 1.151.00 1.00 0.10 158.7 1,681.9 0.21 225.01.00 37.41.00 <br />1.00Length = 14.0 ft 2 0.566 0.166 1.25 1.300 1.151.00 1.00 0.60 951.7 1,681.9 0.21 225.01.00 37.41.00 <br />1.00+D+0.60W 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 2.0 ft 1 0.032 0.136 1.60 1.300 1.151.00 1.00 0.04 69.8 2,152.8 0.22 288.01.00 39.31.00 <br />1.00Length = 14.0 ft 2 0.376 0.144 1.60 1.300 1.151.00 1.00 0.51 809.2 2,152.8 0.23 288.01.00 41.41.00 <br />1.00+D+0.750Lr+0.450W 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 2.0 ft 1 0.027 0.057 1.60 1.300 1.151.00 1.00 0.04 58.7 2,152.8 0.09 288.01.00 16.51.00 <br />1.00Length = 14.0 ft 2 0.183 0.078 1.60 1.300 1.151.00 1.00 0.25 393.2 2,152.8 0.12 288.01.00 22.61.00 <br />1.00+D+0.450W 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 2.0 ft 1 0.017 0.072 1.60 1.300 1.151.00 1.00 0.02 36.5 2,152.8 0.11 288.01.00 20.91.00 <br />1.00Length = 14.0 ft 2 0.169 0.082 1.60 1.300 1.151.00 1.00 0.23 363.8 2,152.8 0.13 288.01.00 23.61.00 <br />1.00+0.60D+0.60W 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 2.0 ft 1 0.044 0.184 1.60 1.300 1.151.00 1.00 0.06 95.2 2,152.8 0.29 288.01.00 53.11.00 <br />1.00Length = 14.0 ft 2 0.557 0.185 1.60 1.300 1.151.00 1.00 0.76 1,198.2 2,152.8 0.29 288.01.00 53.21.00 <br />1.00+0.60D 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 2.0 ft 1 0.018 0.072 1.60 1.300 1.151.00 1.00 0.02 38.1 2,152.8 0.11 288.01.00 20.71.00 <br />1.00Length = 14.0 ft 2 0.272 0.072 1.60 1.300 1.151.00 1.00 0.37 585.4 2,152.8 0.11 288.01.00 20.71.00 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />W Only 1 0.8185 0.000 0.0000 0.000 <br />W Only20.0000 0.000 -1.6920 6.570 <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 0.355 0.205 <br />Max Upward from Load Combinations 0.355 0.205 <br />Max Upward from Load Cases 0.237 0.157 <br />Max Downward from all Load Conditio -0.843 -0.315 <br />Max Downward from Load Combinations -0.364 -0.095 <br />Max Downward from Load Cases (Resis -0.843 -0.315 <br />D Only 0.237 0.157 <br />+D+Lr 0.355 0.205 <br />+D+0.750Lr 0.325 0.193 <br />+D+0.60W -0.269 -0.032 <br />+D+0.750Lr+0.450W -0.054 0.051 <br />+D+0.450W -0.142 0.015 <br />+0.60D+0.60W -0.364 -0.095 <br />+0.60D 0.142 0.094 <br />Lr Only 0.118 0.048 <br />W Only -0.843 -0.315 <br />Page 12 <br />2704 W Camden Pl <br />9/26/2024