Laserfiche WebLink
Wood Beam <br />LIC# : KW-06014559, Build:20.23.2.14 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2022 <br />DESCRIPTION: 2x4 Rafters @ 24" o.c. (Wind Condition_Downward) (Strength Check) <br />Project File: 2x4 Joist @ 24 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 = 2.0 ft 1 0.164 0.140 1.25 1.500 1.15 1.00 1.00 0.08 318.0 1,940.6 0.11 225.01.00 31.5 1.00 <br />1.00 Length = 10.0 ft 2 0.504 0.140 1.25 1.500 1.15 1.00 1.00 0.25 978.7 1,940.6 0.11 225.01.00 31.5 1.00 <br />1.00 +D+0.750Lr 1.500 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 0.139 0.139 1.25 1.500 1.15 1.00 1.00 0.07 270.2 1,940.6 0.11 225.01.00 31.2 1.00 <br />1.00 Length = 10.0 ft 2 0.516 0.139 1.25 1.500 1.15 1.00 1.00 0.26 1,000.7 1,940.6 0.11 225.01.00 31.2 1.00 <br />1.00 +D+0.60W 1.500 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 0.088 0.190 1.60 1.500 1.15 1.00 1.00 0.06 218.6 2,484.0 0.19 288.01.00 54.7 1.00 <br />1.00 Length = 10.0 ft 2 0.851 0.190 1.60 1.500 1.15 1.00 1.00 0.54 2,114.1 2,484.0 0.19 288.01.00 54.7 1.00 <br />1.00 +D+0.750Lr+0.450W 1.500 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 0.136 0.172 1.60 1.500 1.15 1.00 1.00 0.09 339.0 2,484.0 0.17 288.01.00 49.6 1.00 <br />1.00 Length = 10.0 ft 2 0.719 0.172 1.60 1.500 1.15 1.00 1.00 0.46 1,786.3 2,484.0 0.17 288.01.00 49.6 1.00 <br />1.00 +D+0.450W 1.500 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 0.079 0.169 1.60 1.500 1.15 1.00 1.00 0.05 195.7 2,484.0 0.17 288.01.00 48.5 1.00 <br />1.00 Length = 10.0 ft 2 0.746 0.169 1.60 1.500 1.15 1.00 1.00 0.47 1,852.3 2,484.0 0.17 288.01.00 48.5 1.00 <br />1.00 +0.60D+0.60W 1.500 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 0.148 1.60 1.500 1.15 1.00 1.00 0.04 167.9 2,484.0 0.15 288.01.00 42.6 1.00 <br />1.00 Length = 10.0 ft 2 0.679 0.148 1.60 1.500 1.15 1.00 1.00 0.43 1,687.5 2,484.0 0.15 288.01.00 42.6 1.00 <br />1.00 +0.60D 1.500 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 0.031 0.063 1.60 1.500 1.15 1.00 1.00 0.02 76.2 2,484.0 0.06 288.01.00 18.1 1.00 <br />1.00 Length = 10.0 ft 2 0.258 0.063 1.60 1.500 1.15 1.00 1.00 0.16 640.0 2,484.0 0.06 288.01.00 18.1 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 1 0.0000 0.000 -0.6389 0.000 <br />+D+0.60W 2 1.0652 4.972 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 0.244 0.157 <br />Max Upward from Load Combinations 0.244 0.157 <br />Max Upward from Load Cases 0.167 0.101 <br />D Only 0.142 0.096 <br />+D+Lr 0.177 0.099 <br />+D+0.750Lr 0.169 0.098 <br />+D+0.60W 0.243 0.157 <br />+D+0.750Lr+0.450W 0.244 0.144 <br />+D+0.450W 0.218 0.142 <br />+0.60D+0.60W 0.186 0.118 <br />+0.60D 0.085 0.058 <br />Lr Only 0.035 0.003 <br />W Only 0.167 0.101 <br />317 E Berkeley St <br />04/18/23