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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 @ 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 />Printed: 21 MAR 2023, 12:34PM <br />Project Descr: <br />Maximum Forces & Stresses for Load Combinations <br />Span # <br />Moment ValuesLoad Combination <br />C i CLx CCCM C F rt <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 0.068 0.147 1.00 1.300 1.15 1.00 1.00 0.06 91.9 1,345.5 0.15 180.01.00 26.5 1.00 <br />1.00 Length = 15.0 ft 2 0.562 0.147 1.00 1.300 1.15 1.00 1.00 0.48 755.6 1,345.5 0.15 180.01.00 26.5 1.00 <br />1.00 +D+Lr+H 1.300 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 0.072 0.149 1.25 1.300 1.15 1.00 1.00 0.08 121.6 1,681.9 0.18 225.01.00 33.6 1.00 <br />1.00 Length = 15.0 ft 2 0.743 0.221 1.25 1.300 1.15 1.00 1.00 0.79 1,249.5 1,681.9 0.27 225.01.00 49.8 1.00 <br />1.00 +D+S+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.0 1.00 <br />1.00 Length = 2.0 ft 1 0.059 0.128 1.15 1.300 1.15 1.00 1.00 0.06 91.9 1,547.3 0.15 207.01.00 26.5 1.00 <br />1.00 Length = 15.0 ft 2 0.488 0.128 1.15 1.300 1.15 1.00 1.00 0.48 755.6 1,547.3 0.15 207.01.00 26.5 1.00 <br />1.00 +D+0.750Lr+0.750L+H 1.300 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 0.068 0.141 1.25 1.300 1.15 1.00 1.00 0.07 114.2 1,681.9 0.18 225.01.00 31.8 1.00 <br />1.00 Length = 15.0 ft 2 0.661 0.190 1.25 1.300 1.15 1.00 1.00 0.70 1,112.3 1,681.9 0.23 225.01.00 42.7 1.00 <br />1.00 +D+0.750L+0.750S+H 1.300 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 0.059 0.128 1.15 1.300 1.15 1.00 1.00 0.06 91.9 1,547.3 0.15 207.01.00 26.5 1.00 <br />1.00 Length = 15.0 ft 2 0.488 0.128 1.15 1.300 1.15 1.00 1.00 0.48 755.6 1,547.3 0.15 207.01.00 26.5 1.00 <br />1.00 +D+0.60W+H 1.300 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 0.107 0.127 1.60 1.300 1.15 1.00 1.00 0.15 230.9 2,152.8 0.20 288.01.00 36.5 1.00 <br />1.00 Length = 15.0 ft 2 0.151 0.127 1.60 1.300 1.15 1.00 1.00 0.21 325.8 2,152.8 0.14 288.01.00 36.5 1.00 <br />1.00 +D+0.750Lr+0.750L+0.450W+H 1.300 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 0.059 0.082 1.60 1.300 1.15 1.00 1.00 0.08 127.9 2,152.8 0.13 288.01.00 23.5 1.00 <br />1.00 Length = 15.0 ft 2 0.204 0.082 1.60 1.300 1.15 1.00 1.00 0.28 439.0 2,152.8 0.10 288.01.00 23.5 1.00 <br />1.00 +D+0.750L+0.750S+0.450W+H 1.300 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 0.070 0.086 1.60 1.300 1.15 1.00 1.00 0.09 150.2 2,152.8 0.14 288.01.00 24.9 1.00 <br />1.00 Length = 15.0 ft 2 0.070 0.086 1.60 1.300 1.15 1.00 1.00 0.09 150.2 2,152.8 0.08 288.01.00 24.9 1.00 <br />1.00 +0.60D+0.60W+0.60H 1.300 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 0.124 0.140 1.60 1.300 1.15 1.00 1.00 0.17 267.6 2,152.8 0.22 288.01.00 40.4 1.00 <br />1.00 Length = 15.0 ft 2 0.245 0.140 1.60 1.300 1.15 1.00 1.00 0.33 528.5 2,152.8 0.19 288.01.00 40.4 1.00 <br />1.00 +D+0.70E+0.60H 1.300 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 0.043 0.092 1.60 1.300 1.15 1.00 1.00 0.06 91.9 2,152.8 0.15 288.01.00 26.5 1.00 <br />1.00 Length = 15.0 ft 2 0.351 0.092 1.60 1.300 1.15 1.00 1.00 0.48 755.6 2,152.8 0.15 288.01.00 26.5 1.00 <br />1.00 +D+0.750L+0.750S+0.5250E+H 1.300 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 0.043 0.092 1.60 1.300 1.15 1.00 1.00 0.06 91.9 2,152.8 0.15 288.01.00 26.5 1.00 <br />1.00 Length = 15.0 ft 2 0.351 0.092 1.60 1.300 1.15 1.00 1.00 0.48 755.6 2,152.8 0.15 288.01.00 26.5 1.00 <br />1.00 +0.60D+0.70E+H 1.300 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 0.026 0.055 1.60 1.300 1.15 1.00 1.00 0.03 55.1 2,152.8 0.09 288.01.00 15.9 1.00 <br />1.00 Length = 15.0 ft 2 0.211 0.055 1.60 1.300 1.15 1.00 1.00 0.29 453.4 2,152.8 0.09 288.01.00 15.9 1.00 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in Span Load Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />W Only 1 0.5041 0.000 0.0000 0.000 <br />W Only20.0000 0.000 -1.2594 7.626 <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 0.268 0.298 <br />Max Upward from Load Combinations 0.268 0.298 <br />Max Upward from Load Cases 0.219 0.173 <br />Max Downward from all Load Conditio -0.843 -0.370 <br />Max Downward from Load Combinations -0.374 -0.148 <br />Max Downward from Load Cases (Resis -0.843 -0.370 <br />+D+H 0.219 0.124 <br />+D+L+H 0.219 0.124 <br />2919 W Camile St <br />04/21/23