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dc.contributor.advisor Durrani, Ahmad J.
dc.creatorDu, Yong
dc.date.accessioned 2009-06-04T00:30:04Z
dc.date.available 2009-06-04T00:30:04Z
dc.date.issued 1993
dc.identifier.urihttps://hdl.handle.net/1911/16619
dc.description.abstract In order to determine the seismic response of existing reinforced concrete non-ductile flat-plate buildings, four reinforced concrete slab-column connection subassemblies designed for gravity load only were built at half-scale of prototype structure, and tested at Ryon laboratory of the Rice University. Each specimen had two exterior and one interior connections. The variables included the presence of spandrel beam, magnitude of gravity load, and reinforcing arrangement. The behavior of entire subassemblies and the individual connections under the cyclic loading was studied in terms of failure mode, stiffness, ductility, shear capacity, and moment transfer capacity in the two loading directions. Based on the test results, a procedure to predict the flexural and shear strengths of the interior and exterior connections is recommended. A hysterestic model for non-ductile slab-column connections is proposed. This model reflects the unsymmetrical moment transfer behavior of non-ductile connections. Furthermore, the model is incorporated in a non-linear dynamic analysis program and a typical flat-plate building is analyzed to demonstrate the application of the analytical model.
dc.format.extent 166 p.
dc.format.mimetype application/pdf
dc.language.iso eng
dc.subjectCivil engineering
dc.title Seismic resistance of slab-column connections in non-ductile flat-plate buildings
dc.type.genre Thesis
dc.type.material Text
thesis.degree.department Civil and Environmental Engineering
thesis.degree.discipline Engineering
thesis.degree.grantor Rice University
thesis.degree.level Doctoral
thesis.degree.name Doctor of Philosophy
dc.identifier.citation Du, Yong. "Seismic resistance of slab-column connections in non-ductile flat-plate buildings." (1993) Diss., Rice University. https://hdl.handle.net/1911/16619.


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