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Beam on Elastic Foundation <br />LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:2.2 - GRADE BEAM <br />Project File: Member Check.ec6 <br />Project Title: <br />Engineer: <br />Pro ect ID: <br />Project Descr: <br />Span # <br />ending Stress Results ( k-ft Location (ft)Load Combination <br />Mu : Max tress RatiSegment Length Phi*Mnxin Span <br />MAXimum Bending Envelope <br />Span # 1 1 3.953 -0.03 61.74 0.00 <br />+1.40D <br />Span # 1 1 3.953 -0.00 61.74 0.00 <br />+1.20D+0.50Lr+1.60L <br />Span # 1 1 3.953 -0.00 61.74 0.00 <br />+1.20D+1.60L <br />Span # 1 1 3.953 -0.00 61.74 0.00 <br />+1.20D+1.60Lr+L <br />Span # 1 1 3.953 -0.00 61.74 0.00 <br />+1.20D+1.60Lr+0.50W <br />Span # 1 1 2.824 1.21 61.74 0.02 <br />+1.20D+1.60Lr-0.50W <br />Span # 1 1 2.776 1.60 61.74 0.03 <br />+1.20D+L <br />Span # 1 1 3.953 -0.00 61.74 0.00 <br />+1.20D+0.50W <br />Span # 1 1 2.824 1.21 61.74 0.02 <br />+1.20D-0.50W <br />Span # 1 1 2.776 1.60 61.74 0.03 <br />+1.20D+0.50Lr+L+W <br />Span # 1 1 2.824 2.41 61.74 0.04 <br />+1.20D+0.50Lr+L-W <br />Span # 1 1 2.776 3.20 61.74 0.05 <br />+1.20D+L+W <br />Span # 1 1 2.824 2.41 61.74 0.04 <br />+1.20D+L-W <br />Span # 1 1 2.776 3.20 61.74 0.05 <br />+0.90D+W <br />Span # 1 1 2.824 2.41 61.74 0.04 <br />+0.90D-W <br />Span # 1 1 2.776 3.20 61.74 0.05 <br />+1.412D+L+2.50E <br />Span # 1 1 2.824 13.13 61.74 0.21 <br />+1.412D+L-2.50E <br />Span # 1 1 2.776 17.40 61.74 0.28 <br />+0.6880D+2.50E <br />Span # 1 1 2.824 13.13 61.74 0.21 <br />+0.6880D-2.50E <br />Span # 1 1 2.776 17.40 61.74 0.28 <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections - Unfactored L <br />Span 1 1 0.0151 2.000 0.0000 0.000 <br />Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl <br />Maximum Deflections for Load Combinations - Unfactored <br />D Only 1 0.0114 2.000 0.0000 0.000 <br />+D+L 1 0.0124 2.000 0.0000 0.000 <br />+D+Lr 1 0.0151 2.000 0.0000 0.000 <br />+D+0.750Lr+0.750L 1 0.0149 2.000 0.0000 0.000 <br />+D+0.750L 1 0.0122 2.000 0.0000 0.000 <br />Lr Only 1 0.0097 2.000 0.0000 0.000 <br />L Only 1 0.0070 2.000 0.0000 0.000 <br />1 0.0060 2.000 0.0000 0.000 <br />Detailed Shear Information <br />Load Combination <br />Vu (k)Span Distance 'd'Comment Phi*Vs <br />Req'd <br />d*Vu/MuMu <br />(ft) (k)(in) Actual Suggest(k-ft)Number (k) <br />Spacing (in) <br />Design <br />Phi*Vc <br />+1.412D+L-2.50E 1 0.00 15.00 0.57 0.57 0.00 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 <br />+1.412D+L-2.50E 1 0.05 15.00 1.66 1.66 0.03 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 <br />+1.412D+L-2.50E 1 0.09 15.00 2.72 2.72 0.10 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 <br />+1.412D+L-2.50E 1 0.14 15.00 3.75 3.75 0.23 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 <br />+1.412D+L-2.50E 1 0.19 15.00 4.75 4.75 0.41 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 <br />+1.412D+L-2.50E 1 0.24 15.00 5.73 5.73 0.63 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 <br />+1.412D+L-2.50E 1 0.28 15.00 6.69 6.69 0.90 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 <br />+1.412D+L-2.50E 1 0.33 15.00 7.61 7.61 1.21 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.00 <br />+1.412D+L-2.50E 1 0.38 15.00 8.52 8.52 1.57 1.00 22.73 Vu < PhiVc/2 Not Reqd 0.00 0.0063