Behavior of Monotonically Loaded Slab-Column Connections Reinforced with Shear Studs

摘要

In the vicinity of a support, the shearing force Fand bending moment Mare highest. The nominal punching shear strength depends on the flexural and shear reinforcements. The authors correctly recognize this basic concept in their attempt to refine the design of headed stud shear reinforcement. The design of shear reinforcement in practice and in North American building codes is based on a nominal shear stress v_(u nominal) having planar distribution over a shear-critical section at dl2 from the support's perimeter. The distribution of v_(u real)—which satisfies equilibrium and compatibility and complies with theory of thin plates—can be solved analytically or numerically (for example, finite element analysis); it is substantially different from that of v_(unominal) (Fig. 15, MacGregor and Bartlett29 and Elgabry30). v_(u real) at the ends of a rectangular column side are generally much higher than the values near midpoint. The discussed research does not consider the distribution of v_(u real) to justify the radial layout of stud rails; furthermore, the strength increase in S12R compared to SI2O is marginal (1.2%). Only results of these two tests with relatively higher flexural reinforcement ratio p could be compared due to the high demand for strength provided by stud rails (that is, excluding flexural failure).