Laserfiche WebLink
Wood Beam <br />LIC# : KW-06014559, Build:20.23.2.14 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2022 <br />DESCRIPTION: 2x6 Rafters @ 16" o.c. (Wind Condition_Downward) (Strength Check) <br />Project File: 2x6 Joist @ 16 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 = 14.50 ft 1 0.426 0.122 1.25 1.300 1.15 1.00 1.00 0.45 716.4 1,681.9 0.15 225.01.00 27.4 1.00 <br />1.00 Length = 2.0 ft 2 0.071 0.122 1.25 1.300 1.15 1.00 1.00 0.07 118.6 1,681.9 0.06 225.01.00 27.4 1.00 <br />1.00 +D+0.750Lr 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 <br />1.00 Length = 14.50 ft 1 0.425 0.115 1.25 1.300 1.15 1.00 1.00 0.45 714.6 1,681.9 0.14 225.01.00 25.9 1.00 <br />1.00 Length = 2.0 ft 2 0.058 0.115 1.25 1.300 1.15 1.00 1.00 0.06 97.5 1,681.9 0.05 225.01.00 25.9 1.00 <br />1.00 +D+0.60W 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 <br />1.00 Length = 14.50 ft 1 0.743 0.176 1.60 1.300 1.15 1.00 1.00 1.01 1,599.8 2,152.8 0.28 288.01.00 50.6 1.00 <br />1.00 Length = 2.0 ft 2 0.035 0.176 1.60 1.300 1.15 1.00 1.00 0.05 74.7 2,152.8 0.04 288.01.00 50.6 1.00 <br />1.00 +D+0.750Lr+0.450W 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 <br />1.00 Length = 14.50 ft 1 0.642 0.166 1.60 1.300 1.15 1.00 1.00 0.87 1,382.6 2,152.8 0.26 288.01.00 47.8 1.00 <br />1.00 Length = 2.0 ft 2 0.059 0.166 1.60 1.300 1.15 1.00 1.00 0.08 127.9 2,152.8 0.06 288.01.00 47.8 1.00 <br />1.00 +D+0.450W 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 <br />1.00 Length = 14.50 ft 1 0.640 0.150 1.60 1.300 1.15 1.00 1.00 0.87 1,377.2 2,152.8 0.24 288.01.00 43.3 1.00 <br />1.00 Length = 2.0 ft 2 0.030 0.150 1.60 1.300 1.15 1.00 1.00 0.04 64.6 2,152.8 0.03 288.01.00 43.3 1.00 <br />1.00 +0.60D+0.60W 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.0 1.00 <br />1.00 Length = 14.50 ft 1 0.611 0.146 1.60 1.300 1.15 1.00 1.00 0.83 1,316.1 2,152.8 0.23 288.01.00 42.0 1.00 <br />1.00 Length = 2.0 ft 2 0.028 0.146 1.60 1.300 1.15 1.00 1.00 0.04 61.0 2,152.8 0.03 288.01.00 42.0 1.00 <br />1.00 +0.60D 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 <br />1.00 Length = 14.50 ft 1 0.198 0.045 1.60 1.300 1.15 1.00 1.00 0.27 425.6 2,152.8 0.07 288.01.00 12.8 1.00 <br />1.00 Length = 2.0 ft 2 0.010 0.045 1.60 1.300 1.15 1.00 1.00 0.01 20.5 2,152.8 0.01 288.01.00 12.8 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 1.0557 6.966 0.0000 0.000 <br />+D+0.60W20.0000 6.966 -0.4132 2.000 <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 0.288 0.268 <br />Max Upward from Load Combinations 0.288 0.268 <br />Max Upward from Load Cases 0.276 0.186 <br />D Only 0.122 0.124 <br />+D+Lr 0.166 0.205 <br />+D+0.750Lr 0.155 0.185 <br />+D+0.60W 0.288 0.235 <br />+D+0.750Lr+0.450W 0.279 0.268 <br />+D+0.450W 0.246 0.207 <br />+0.60D+0.60W 0.239 0.186 <br />+0.60D 0.073 0.074 <br />Lr Only 0.044 0.081 <br />W Only 0.276 0.186 <br />1010 E Russell Ave <br />04/26/23