A continuous beam carries a factored uniformly distributed dead load of 5.3 kip/ft, including its own...

 

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A continuous beam carries a factored uniformly distributed dead load of 5.3 kip/ft, including its own self-weight, applied on the top surface. It also has a 12 kip factored concentrated load applied at mid- span. The span length is 18 ft measured between the faces of the supporting integral columns. Tension reinforcement is designed as three No. 9 bars under both positive and negative bending. Use 4,000 ksi compressive strength concrete and 60 ksi yield strength steel. Reaction moments obtained from analysis are 137 kip-ft and positive in direction at each end. The beam is 11 in wide and 18 in deep (h=18 in.) and is rectangular in cross section. Use 2 in. cover to longitudinal tension reinforcement. a) Design shear reinforcement at the critical section. b) Determine the shear reinforcement needed at a section 3 ft away from the critical section towards midspan. c) Determine the length of the beam across which ACI minimum web reinforcement is required. Design the minimum reinforcement. d) Determine the length of the beam across which no reinforcement is needed. e) Draw the reinforcement calculated through a-d on elevation and cross section views of the beam. Draw the shear diagram of the beam corresponding to the elevation view showing reinforcement. A continuous beam carries a factored uniformly distributed dead load of 5.3 kip/ft, including its own self-weight, applied on the top surface. It also has a 12 kip factored concentrated load applied at mid- span. The span length is 18 ft measured between the faces of the supporting integral columns. Tension reinforcement is designed as three No. 9 bars under both positive and negative bending. Use 4,000 ksi compressive strength concrete and 60 ksi yield strength steel. Reaction moments obtained from analysis are 137 kip-ft and positive in direction at each end. The beam is 11 in wide and 18 in deep (h=18 in.) and is rectangular in cross section. Use 2 in. cover to longitudinal tension reinforcement. a) Design shear reinforcement at the critical section. b) Determine the shear reinforcement needed at a section 3 ft away from the critical section towards midspan. c) Determine the length of the beam across which ACI minimum web reinforcement is required. Design the minimum reinforcement. d) Determine the length of the beam across which no reinforcement is needed. e) Draw the reinforcement calculated through a-d on elevation and cross section views of the beam. Draw the shear diagram of the beam corresponding to the elevation view showing reinforcement.

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