2031 ROCKEFELLER AVE 2019-04-29 - Laserfiche WebLink

11 of 20 Concrete Beam Lic.#:KW-06011993 Licensee:L120 Engineering and Design,KW-06011993 Description : Concrete Beam Section-Point 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.E 1 5.76 20.33 -9.50 9.50 2.29 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 -9.50 9.50 2.19 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.50S+1.f 1 5.78 20.33 -9.51 9.51 2.08 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 -9.51 9.51 1.98 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.50S+1.( 1 5.80 20.33 -9.51 9.51 1.88 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 -9.52 9.52 1.77 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.50S+1.f 1 5.83 20.33 -9.52 9.52 1.67 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.505+1.E 1 5.84 20.33 -9.52 9.52 1.56 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.50S+1.f 1 5.85 20.33 -9.53 9.53 1.46 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.505+1.f 1 5.86 20.33 -9.53 9.53 1.36 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.505+1.f 1 5.87 20.33 -9.53 9.53 1.25 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.505+1.f 1 5.88 20.33 -9.54 9.54 1.15 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.505+1.( 1 5.89 20.33 -9.54 9.54 1.04 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.505+1.f 1 5.90 20.33 -9.54 9.54 0.94 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 -9.54 9.54 0.84 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.50S+1.t 1 5.92 20.33 -9.55 9.55 0.73 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 -9.55 9.55 0.63 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 -9.55 9.55 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 -9.56 9.56 0.42 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.50S+1.f 1 5.97 20.33 -9.56 9.56 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 -9.56 9.56 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 -9.57 9.57 0.10 1.00 12.72 PhiVc/2<Vu<= Not Reqd 12.7 0.0 0.0 +1.20D+1.60L+0.50S+1.f 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 27.36 36.05 0.76 +1.40D+1.60H Span#1 1 6.000 15.36 36.05 0.43 +1.20D+0.50Lr+1.60L+1.60H Span#1 1 6.000 24.66 36.05 0.68 +1.20D+1.60L+0.50S+1.60H Span#1 1 6.000 27.36 36.05 0.76 +1.20D+1.60Lr+0.50L+1.60H Span#1 1 6.000 16.76 36.05 0.46 +1.20D+1.60Lr+0.50W+1.60H Span#1 1 6.000 13.16 36.05 0.37 +1.20D+0.50L+1.60S+1.60H Span#1 1 6.000 25.38 36.05 0.70 +1.20D+1.60S+0.50W+1.60H Span#1 1 6.000 21.79 36.05 0.60 +1.20D+0.50Lr+0.50L+W+1.60H Span#1 1 6.000 16.76 36.05 0.46 +1.20D+0.50L+0.505+W+1.60H Span#1 1 6.000 19.45 36.05 0.54 +1.20D+0.50L+0.205+E+1.60H Span#1 1 6.000 17.83 36.05 0.49 +0.90D+W+0.90H Span#1 1 6.000 9.87 36.05 0.27 +0.90D+E+0.90H Span#1 1 6.000 9.87 36.05 0.27 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.7505+0.5250E+H 1 0.0024 3.000 0.0000 0.000