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Yunsheng Xu,Zhongfan Chen,Ji Fan,Zhiqiang Li,Kai Zhang,Xuesong Tu 대한토목학회 2023 KSCE Journal of Civil Engineering Vol.27 No.1
The length of a single prestressed square pile is usually between 6 and 15 meters. For square piles larger than 15 meters, increasing the pile length is generally achieved by a mechanical connection. Currently, the longitudinal reinforcement ratios of square piles are the same, resulting in steel waste. To reduce steel usage in prestressed concrete solid square piles and improve construction efficiency, the safe and reliable use of two different reinforced square piles connected by resilient clamping must be ensured. In this paper, the bending test of a single square pile with different reinforcements is initially carried out. Then, the tensile performance of the resilient clamping connection joint is verified, and finally, a bending test is carried out on prestressed square piles with different reinforcements. The load?displacement curves, flexural bearing capacities and crack developments of the components are studied. The test results show that increasing the longitudinal reinforcement ratio of a single prestressed concrete solid square pile improves its crack and bending resistance to a certain extent. Resilient clamping connects the prestressed square piles with the same reinforcement and different reinforcements, and their crack resistance and bending resistance are almost the same, which demonstrates that the resilient clamping connection of different reinforcement square piles has application value. At the end of the test, the joints were intact, and the pile body was damaged before the resilient clamping connections, which indicated that the resilient clamping connections were safe and reliable and could be used as connecting joints for square piles. The failure of square piles goes through three stages: an elastic stage, a working stage with cracks and a failure stage. Compared with a single square pile, there is no obvious yield stage for a resilient clamping connected square pile.
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