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Article Navigation >  Journal of Traffic and Transportation Engineering  > 2018  >  18(4): 53-62
LIU Chuang, FENG Zhong-ju, ZHANG Fu-qiang, WU Jing-wu, DONG Yun-xiu, YIN Hong-hua, YUAN Feng-bin, LI Xiao-xiong, WEN Jun-qiang. Dynamic response of rock-socketed pile foundation for extra-large bridge under earthquake action[J]. Journal of Traffic and Transportation Engineering, 2018, 18(4): 53-62. doi: 10.19818/j.cnki.1671-1637.2018.04.006
Citation: LIU Chuang, FENG Zhong-ju, ZHANG Fu-qiang, WU Jing-wu, DONG Yun-xiu, YIN Hong-hua, YUAN Feng-bin, LI Xiao-xiong, WEN Jun-qiang. Dynamic response of rock-socketed pile foundation for extra-large bridge under earthquake action[J]. Journal of Traffic and Transportation Engineering, 2018, 18(4): 53-62. doi: 10.19818/j.cnki.1671-1637.2018.04.006
shu

Dynamic response of rock-socketed pile foundation for extra-large bridge under earthquake action

doi: 10.19818/j.cnki.1671-1637.2018.04.006
  • 1.

    Department of Transport of Hainan Province, Haikou 570216, Hainan, China

  • 2.

    School of Highway, Chang'an University, Xi'an 710064, Shaanxi, China

  • 3.

    China Highway Engineering Consultants Corporation, Beijing 100089, China

  • 4.

    School of Civil Engineering, Longdong University, Qingyang 745000, Gansu, China

  • 5.

    Guangdong Province Communications Planning and Design Institute Co., Ltd., Guangzhou 510507, Guangdong, China

  • 6.

    Zhong Zi Hua Ke Traffic Construction Technology Co., Ltd., Beijing 100195, China

  • 7.

    School of Geographic Information and Tourism, Chuzhou University, Chuzhou 239000, Anhui, China

More Information
  • Author Bio:

    LIU Chuang(1964-), male, senior eng ineer, PhD, liuchuang5119@163.com

  • Received Date: 2018-04-04
  • Publish Date: 2018-08-25
    Abstract
  • Combined with the Puqian Bridge project and based on the interaction mechanism of artificial mass model and pile-soil inertia, the vibration response of free field under seismic actionwas simulated by the vibration table model test and the laminated shear model box. The response characteristics of acceleration, relative displacement and bending moment, as well as the damage of large diameter bridge rock-socketed piles under the ground vibration intensity of 0.15 g-0.60 g (gis gravity acceleration) were analyzed. Research result shows that the acceleration peak value of pile foundation increases from the pile bottom to the pile top. The acceleration amplification coefficient decreases with the increase of ground vibration intensity. When the ground vibration intensity is 0.55 g, the acceleration amplification coefficient of pile top tends to a stable value of1.34. The acceleration time-history response frequency of pile top is lower than that of pile bottom. The upper cover layer has obvious effect on seismic wave amplification and filtering effect. With the increase of the ground vibration intensity, the relative displacement peak value of pile top approximately increases linearly. Under the ground vibration intensity of 0.15 g-0.60 g, the peak value variation range of relative displacement of pile top is 1.97-6.73 mm. The bending moment of pile foundation changes in a"3"shape along the length of the pile, and it reaches the peak value at the upper boundary between soft and hard soil layer and near the bedrock surface. The peak value of bending moment increases with the ground vibration intensity. When the ground vibration intensity is 0.50 g, the peak value of bending moment reaches 190.9 kN·m. The bending moment exceeds the bending capacity of the pile. With the increase of ground vibration intensity, the fundamental frequency of pile foundation decreases as a whole. Under the ground vibration intensity of 0.50 g, the frequency of pile foundation decreases by 50.1%, compring with that under the action of 0.35 gground vibration intensity, and the pile foundation is damaged. Cracks easily occur at near the junction of pile top and cap, the soft-hard soil interface and bedrock surface under seismic action, and the seismic design of the bridge pile foundation should be considered.

     

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