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Design of shear wall-floor slab connections using shear reinforcement

This thesis presents an experimental and theoretical study of the ultimate strength of shear wall-floor slab junctions reinforced for flexure and shear subjected to monotonic and reversed cyclic loading. The experiments were done on reinforced concrete models designed to represent the local stress state at the junctions. The floor slabs were approximately one meter square and 100 to 150 mm thick. The slab was cast monolithic with a short height of the wall. In all fifteen models were tested. Eleven models had a rectangular shear wall, while the remaining four had a T-section shearwall. The main parameters investigated were: a. Shear reinforcement. b. Ratio of (moment/shear) due to "wind." c. Length of the wall-slab junction. d. Ratio of Flange width of wall/Bay width of slab. e. Ratio of (moment/shear) due to gravity load. f. Strength and stiffness degradation due to cyclic loading. A theoretical investigation was conducted using a specially developed three dimensional nonlinear finite element programme. The twenty node isoparametric brick element was adopted. Nonlinear effects due to the yielding of steel, cracking and crushing of concrete were included. The current constitutive laws for cyclic loading behaviour of concrete was investigated. Finally, in order to assist the designers, empirical formulae have been developed to calculate the ultimate strength of junctions without shear reinforcement subjected to monotonic loading only. If the designer discovers that the joint is not capable of resisting the design loads, then it is suggested to use shear reinforcement according to BS 8110 in the slab in the form of closed vertical stirrup, where the shear stress exceeds allowable concrete shear stress.