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Wood Beam <br />LIC# : KW-06014559, Build:20.22.12.28 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2022 <br />DESCRIPTION: 2x8 Rafters @ 24" o.c. (Wind Condition_Downward) (Strength Check) <br />Project File: 2x8 Joist @ 24 O.C.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Printed: 17 JAN 2023, 4:46PM <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 0.037 0.144 1.00 1.300 1.15 1.00 1.00 0.02 38.6 1,035.0 0.14 180.01.00 25.9 1.00 <br />1.00 Length = 16.50 ft 2 0.757 0.144 1.00 1.300 1.15 1.00 1.00 0.49 783.5 1,035.0 0.14 180.01.00 25.9 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 0.103 0.124 1.25 1.300 1.15 1.00 1.00 0.08 132.8 1,293.8 0.15 225.01.00 27.9 1.00 <br />1.00 Length = 16.50 ft 2 0.642 0.137 1.25 1.300 1.15 1.00 1.00 0.52 831.1 1,293.8 0.17 225.01.00 30.9 1.00 <br />1.00 +D+S+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 0.032 0.125 1.15 1.300 1.15 1.00 1.00 0.02 38.6 1,190.3 0.14 207.01.00 25.9 1.00 <br />1.00 Length = 16.50 ft 2 0.658 0.125 1.15 1.300 1.15 1.00 1.00 0.49 783.5 1,190.3 0.14 207.01.00 25.9 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 0.084 0.122 1.25 1.300 1.15 1.00 1.00 0.07 109.2 1,293.8 0.15 225.01.00 27.4 1.00 <br />1.00 Length = 16.50 ft 2 0.632 0.124 1.25 1.300 1.15 1.00 1.00 0.52 817.6 1,293.8 0.15 225.01.00 27.9 1.00 <br />1.00 +D+0.750L+0.750S+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 0.032 0.125 1.15 1.300 1.15 1.00 1.00 0.02 38.6 1,190.3 0.14 207.01.00 25.9 1.00 <br />1.00 Length = 16.50 ft 2 0.658 0.125 1.15 1.300 1.15 1.00 1.00 0.49 783.5 1,190.3 0.14 207.01.00 25.9 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 0.051 0.203 1.60 1.300 1.15 1.00 1.00 0.05 83.8 1,656.0 0.32 288.01.00 58.5 1.00 <br />1.00 Length = 16.50 ft 2 0.997 0.278 1.60 1.300 1.15 1.00 1.00 1.04 1,651.0 1,656.0 0.44 288.01.00 80.1 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 0.086 0.180 1.60 1.300 1.15 1.00 1.00 0.09 143.2 1,656.0 0.29 288.01.00 51.9 1.00 <br />1.00 Length = 16.50 ft 2 0.887 0.256 1.60 1.300 1.15 1.00 1.00 0.93 1,469.5 1,656.0 0.41 288.01.00 73.7 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 0.044 0.175 1.60 1.300 1.15 1.00 1.00 0.05 72.5 1,656.0 0.28 288.01.00 50.3 1.00 <br />1.00 Length = 16.50 ft 2 0.866 0.225 1.60 1.300 1.15 1.00 1.00 0.90 1,434.1 1,656.0 0.36 288.01.00 64.9 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 0.041 0.167 1.60 1.300 1.15 1.00 1.00 0.04 68.4 1,656.0 0.26 288.01.00 48.1 1.00 <br />1.00 Length = 16.50 ft 2 0.808 0.252 1.60 1.300 1.15 1.00 1.00 0.84 1,337.7 1,656.0 0.40 288.01.00 72.5 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 0.023 0.090 1.60 1.300 1.15 1.00 1.00 0.02 38.6 1,656.0 0.14 288.01.00 25.9 1.00 <br />1.00 Length = 16.50 ft 2 0.473 0.090 1.60 1.300 1.15 1.00 1.00 0.49 783.5 1,656.0 0.14 288.01.00 25.9 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 0.023 0.090 1.60 1.300 1.15 1.00 1.00 0.02 38.6 1,656.0 0.14 288.01.00 25.9 1.00 <br />1.00 Length = 16.50 ft 2 0.473 0.090 1.60 1.300 1.15 1.00 1.00 0.49 783.5 1,656.0 0.14 288.01.00 25.9 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 0.014 0.054 1.60 1.300 1.15 1.00 1.00 0.01 23.1 1,656.0 0.09 288.01.00 15.5 1.00 <br />1.00 Length = 16.50 ft 2 0.284 0.054 1.60 1.300 1.15 1.00 1.00 0.30 470.1 1,656.0 0.09 288.01.00 15.5 1.00 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in Span Load Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+D+0.60W+H10.0000 0.000 -0.6215 0.000 <br />+D+0.60W+H 2 1.6370 8.388 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 0.376 0.641 <br />Max Upward from Load Combinations 0.376 0.494 <br />Max Upward from Load Cases 0.342 0.641 <br />+D+H 0.171 0.110 <br />+D+L+H 0.171 0.110 <br />+D+Lr+H 0.236 0.185 <br />+D+S+H 0.171 0.110 <br />+D+0.750Lr+0.750L+H 0.220 0.166 <br />820 N Euclid St <br />03/27/23