- ½"x 4" Web Flange Distance Area, Depth, Work- able Gage Thickness, Thickness, k Width, br Shape A ki Kdes Koet in. 7.64 7%8 0.810 19/16 1.21 12 1.15 1/16 7.56 72 0.695 1/18 1.10 1% in.? in. in. in. in. in. in. in. in. in. 20.9 18.5 18V2 0.495 2 19.1 18.4 18 0.450 /16 17.6 18.2 18%A0.415 /16 16.2 18.1 18e 0.390 s 0.355 %% W18x71 /4 /8 152 329 7.59 7% 0.750 4 X65 x60° 13/16 3/16 7.53 72 0.630 %8 1.03 116 13/16 x55° x50 14.7 18.0 18 16 7.50 72 0.570 16 0.972 14 13/16 W18 x 65 Compact Nom- Section inal Torsional Properties Axis X-X Axis Y-Y is ho Criteria Wt. by Cw Ib/ft 2t 71 4.71 32.4 in. in. 1170 in. in. in. 60.3 in. 15.8 1.70 24.7 14.4 1.69 22.5 13.3 1.68 20.6 11.9 1.67 10.7 1.65 16.6 in. 2.05 17.7 2.03 17.7 2.02 17.5 in. in. in. 7.50 146 7.49 133 7.47 123 98.3 7.41 112 88.9 7.38 101 in. in. 127 3.49 4700 _65 5.06 35.7 60 5.44 38.7 1070 117 54.8 2.73 4240 984 108 50.1 2.17 3850 2.00 17.5 55 5.98 41.1 50 6.57 45.2 890 44.9 18.5 1.66 3430 800 40.1 1.98 17.4 1.24 3040 000

Determine the reactions for the beam shown if the vertical deflection at support B is zero. 3.0 kip/ft O B 16' 8' SIMPLE BEAM: CONCENTRATED LOAD AT ANY POINT SIMPLE BEAM: UNIFORMLY DISTRIBUTED LOAD Pb R = V, (max when a b) R V, . Pab w V M max (at point of load). M max (at center) Pbx Shear M, (when x b) = Pab(a + 2bN3a(a + 2b) M max Amax (at center), 27EI Pah2 384EI M max Moment A, (at point of load) 3EII WX (3 – 21r2 + x³) Pbx (2 - b2 - x) 4, 24EI 4, (when x