2031 ROCKEFELLER AVE 2019-04-29 - Laserfiche WebLink

14 of 20 Concrete Beam Lic.#:KW-06011993 Licensee:L120 Engineering and Design,KW-06011993 Description : Concrete Beam Section-Uniform Load(2 story) Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.20D+1.60L+0.50S+1.( 1 5.75 20.33 -8.77 8.77 2.30 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.50S+1.( 1 5.76 20.33 -8.80 8.80 2.21 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.50S+1.( 1 5.77 20.33 -8.84 8.84 2.11 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.50S+1.( 1 5.78 20.33 -8.87 8.87 2.02 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.50S+1.( 1 5.79 20.33 -8.91 8.91 1.92 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.50S+1.1 1 5.80 20.33 -8.94 8.94 1.82 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.50S+1.( 1 5.81 20.33 -8.98 8.98 1.72 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.50S+1.( 1 5.83 20.33 -9.01 9.01 1.62 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.50S+1.( 1 5.84 20.33 -9.05 9.05 1.53 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.50S+1.( 1 5.85 20.33 -9.08 9.08 1.43 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.50S+1.( 1 5.86 20.33 -9.12 9.12 1.33 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.50S+1.( 1 5.87 20.33 -9.15 9.15 1.23 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.50S+1.( 1 5.88 20.33 -9.19 9.19 1.13 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.50S+1.( 1 5.89 20.33 -9.22 9.22 1.03 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.50S+1.( 1 5.90 20.33 -9.26 9.26 0.93 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.50S+1.( 1 5.91 20.33 -9.29 9.29 0.82 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.50S+1.( 1 5.92 20.33 -9.33 9.33 0.72 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.50S+1.( 1 5.93 20.33 -9.36 9.36 0.62 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.50S+1.( 1 5.95 20.33 -9.40 9.40 0.52 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.50S+1.( 1 5.96 20.33 -9.43 9.43 0.42 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.50S+1.( 1 5.97 20.33 -9.47 9.47 0.31 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.50S+1.( 1 5.98 20.33 -9.50 9.50 0.21 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.50S+1.( 1 5.99 20.33 -9.54 9.54 0.10 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.50S+1.( 1 6.00 20.33 -9.57 9.57 0.00 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 Maximum Forces&Stresses for Load Combinations Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 6.000 14.35 36.05 0.40 +1.40D+1.60H Span#1 1 6.000 8.45 36.05 0.23 +1.20D+0.50Lr+1.60L+1.6011 Span#1 1 6.000 13.00 36.05 0.36 +1.20D+1.60L+0.50S+1.60H Span#1 1 6.000 14.35 36.05 0.40 +1.20D+1.60Lr+0.50L+1.60H Span#1 1 6.000 9.04 36.05 0.25 +1.20D+1.60Lr+0.50 W+1.60H Span#1 1 6.000 7.24 36.05 0.20 +1.20D+0.50L+1.60S+1.60H Span#1 1 6.000 13.36 36.05 0.37 +1.20D+1.60S+0.50W+1.60H Span#1 1 6.000 11.56 36.05 0.32 +1.20D+0.50Lr+0.50L+W+1.60H Span#1 1 6.000 9.04 36.05 0.25 +1.20D+0.50L+0.50S+W+1.60H Span#1 1 6.000 10.39 36.05 0.29 +1.20D+0.50L+0.20S+E+1.60H Span#1 1 6.000 9.58 36.05 0.27 +0.90D+W+0.90H Span#1 1 6.000 5.43 36.05 0.15 +0.90D+E+0.9011 Span#1 1 6.000 5.43 36.05 0.15 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0016 3.000 0.0000 0.000