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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_Downward) (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 0.058 0.236 1.60 1.300 1.151.00 1.00 0.08 124.4 2,152.8 0.37 288.01.00 67.91.00 <br />1.00Length = 14.0 ft 2 0.827 0.236 1.60 1.300 1.151.00 1.00 1.12 1,781.1 2,152.8 0.37 288.01.00 67.91.00 <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 0.095 0.217 1.60 1.300 1.151.00 1.00 0.13 204.4 2,152.8 0.34 288.01.00 62.51.00 <br />1.00Length = 14.0 ft 2 0.720 0.217 1.60 1.300 1.151.00 1.00 0.98 1,549.6 2,152.8 0.34 288.01.00 62.51.00 <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 0.051 0.207 1.60 1.300 1.151.00 1.00 0.07 109.2 2,152.8 0.33 288.01.00 59.51.00 <br />1.00Length = 14.0 ft 2 0.733 0.207 1.60 1.300 1.151.00 1.00 1.00 1,579.0 2,152.8 0.33 288.01.00 59.51.00 <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 0.046 0.188 1.60 1.300 1.151.00 1.00 0.06 99.0 2,152.8 0.30 288.01.00 54.11.00 <br />1.00Length = 14.0 ft 2 0.647 0.188 1.60 1.300 1.151.00 1.00 0.88 1,392.1 2,152.8 0.30 288.01.00 54.11.00 <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 />+D+0.60W10.0000 0.000 -0.5129 0.000 <br />+D+0.60W 2 1.1045 6.804 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 0.498 0.258 <br />Max Upward from Load Combinations 0.498 0.258 <br />Max Upward from Load Cases 0.383 0.157 <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 0.467 0.243 <br />+D+0.750Lr+0.450W 0.498 0.258 <br />+D+0.450W 0.410 0.221 <br />+0.60D+0.60W 0.372 0.180 <br />+0.60D 0.142 0.094 <br />Lr Only 0.118 0.048 <br />W Only 0.383 0.143 <br />Page 10 <br />2704 W Camden Pl <br />9/26/2024