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Behavior of Monotonically Loaded Slab-Column Connections Reinforced with Shear Studs
A total of five full-scale interior slab-column connections were tested under concentric monotonically increased loading. The slabs were 10 ft(3050 mm) square and 10 in. (254 mm) thick, and columns were 12 x 12 in. (305 x 305 mm). The specimens were built with Grade 60 reinforcement and 4000 psi (27.6 MPa) normalweight concrete. Slab flexural tension reinforcement ratios were 0.87% in three specimens and 1.25% in the other two. One specimen with a slab reinforcement ratio of 0.87% was built without shear reinforcement. The other specimens were reinforced with headed shear studs. The studs were placed in either a radial or an orthogonal layout. Test results show that shear strength equations in the ACI Building Code overestimated the strength of the slabcolumn connections with a 0.87% slab flexural reinforcement ratio. Also, significant differences in failure mode were observed between slab-column connections with shear studs arranged in a radial layout and those with an orthogonal stud arrangement. Recommendations to improve shear strength of slab-column connections are presented.
Behavior of Monotonically Loaded Slab-Column Connections Reinforced with Shear Studs
A total of five full-scale interior slab-column connections were tested under concentric monotonically increased loading. The slabs were 10 ft(3050 mm) square and 10 in. (254 mm) thick, and columns were 12 x 12 in. (305 x 305 mm). The specimens were built with Grade 60 reinforcement and 4000 psi (27.6 MPa) normalweight concrete. Slab flexural tension reinforcement ratios were 0.87% in three specimens and 1.25% in the other two. One specimen with a slab reinforcement ratio of 0.87% was built without shear reinforcement. The other specimens were reinforced with headed shear studs. The studs were placed in either a radial or an orthogonal layout. Test results show that shear strength equations in the ACI Building Code overestimated the strength of the slabcolumn connections with a 0.87% slab flexural reinforcement ratio. Also, significant differences in failure mode were observed between slab-column connections with shear studs arranged in a radial layout and those with an orthogonal stud arrangement. Recommendations to improve shear strength of slab-column connections are presented.
Behavior of Monotonically Loaded Slab-Column Connections Reinforced with Shear Studs
Dam, Thai X (author) / Wight, James K / Parra-Montesinos, Gustavo J
ACI structural journal ; 114
2016
Article (Journal)
English
Behavior of Monotonically Loaded Slab-Column Connections Reinforced with Shear Studs
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