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Seismic behavior of precast concrete beam‐column connections with bolt connectors in columns
This article investigated four concrete beam‐column connections experimentally, including an interior precast specimen, an exterior precast specimen and two corresponding cast‐in‐place (CIP) specimens. Longitudinal rebars of precast columns were connected by embedded bolt connectors, while longitudinal rebars of precast beams were welded in CIP core areas. These full‐scale beam‐column connections with axial compression ratio 0.5 were tested under reversed cyclic loading to estimate seismic behavior. The results revealed that failure pattern of all specimens was flexural failure which occurred at beam ends near column face. No obvious damage took place in core areas and columns. The hysteresis curves of all specimens were relatively plump, showing relatively good energy dissipation capacity. The difference of bearing capacity between precast specimens and corresponding CIP specimens was not greater than 5%. Displacement ductility of the interior and exterior precast specimens was 3.17 and 2.70, which was about 5.4% lower and 3.4% higher than that of corresponding CIP specimens, respectively. A degenerated four‐linear restoring force model was proposed for the precast beam‐column connections with bolt connectors in columns.
Seismic behavior of precast concrete beam‐column connections with bolt connectors in columns
This article investigated four concrete beam‐column connections experimentally, including an interior precast specimen, an exterior precast specimen and two corresponding cast‐in‐place (CIP) specimens. Longitudinal rebars of precast columns were connected by embedded bolt connectors, while longitudinal rebars of precast beams were welded in CIP core areas. These full‐scale beam‐column connections with axial compression ratio 0.5 were tested under reversed cyclic loading to estimate seismic behavior. The results revealed that failure pattern of all specimens was flexural failure which occurred at beam ends near column face. No obvious damage took place in core areas and columns. The hysteresis curves of all specimens were relatively plump, showing relatively good energy dissipation capacity. The difference of bearing capacity between precast specimens and corresponding CIP specimens was not greater than 5%. Displacement ductility of the interior and exterior precast specimens was 3.17 and 2.70, which was about 5.4% lower and 3.4% higher than that of corresponding CIP specimens, respectively. A degenerated four‐linear restoring force model was proposed for the precast beam‐column connections with bolt connectors in columns.
Seismic behavior of precast concrete beam‐column connections with bolt connectors in columns
Xue, Weichen (author) / Bai, Haoyang (author) / Dai, Lingjie (author) / Hu, Xiang (author) / Dubec, Miroslav (author)
Structural Concrete ; 22 ; 1297-1314
2021-06-01
18 pages
Article (Journal)
Electronic Resource
English
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