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Title |
Analysis on the Shear Behavior of Existing Reinforced Concrete Beam-Column Structures Infilled with U-Type Precast Wall Panel
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Authors |
하수경(Soo-Kyoung Ha) ; 손국원(Guk-Won Son) ; 유승룡(Sung-Yong Yu) ; 주호성(Ho-Seong Ju) |
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DOI |
http://dx.doi.org/10.11112/jksmi.2015.19.6.018 |
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Keywords |
채움 ; 내진보강 방법 ; 프리캐스트 콘크리트 ; 벽패널 ; 재 보강 ; 준 정적하중 실험 ; 전단 Infilled ; Seismic resistant method ; Precast concrete ; Wall panel ; Retrofit ; Quasi static test ; Shear |
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Abstract |
The purpose of this study is to develop a new seismic resistant method by using precast concrete wall panels for existing low-rise, reinforced concrete beam-column buildings such as school buildings. Three quasi-static hysteresis loading tests were performed on one unreinforced beam-column specimen and two reinforced specimens with U-type precast wall panels. The results were analyzed to find that the specimen with anchored connection experienced shear failure, while the other specimen with steel plate connection principally manifested flexural failure. The ultimate strength of the specimens was determined to be the weaker of the shear strength of top connection and flexural strength at the critical section of precast panel. In this setup of U-type panel specimens, if a push loading is applied to the reinforced concrete column on one side and push the precast concrete panel, a pull loading from upper shear connection is to be applied to the other side of the top shear connection of precast panel. Since the composite flexural behavior of the two members govern the total behavior during the push loading process, the ultimate horizontal resistance of this specimen was not directly influenced by shear strength at the top connection of precast panel. However, the RC column and PC wall panel member mainly exhibited non-composite behavior during the pull loading process. The ultimate horizontal resistance was directly influenced by the shear strength of top connection because the pull loading from the beam applied directly to the upper shear connection. The analytical result for the internal shear resistance at the connection pursuant to the anchor shear design of ACI 318M-11 Appendix-D, agreed with the experimental result based on the elastic analysis of Midas-Zen by using the largest loading from experiment.
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