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Analysis of the Working Response Mechanism of Wrapped Face Reinforced Soil Retaining Wall under Strong Vibration

Author

Listed:
  • Honglu Xu

    (Key Laboratory of Earthquake Engineering and Engineering Vibration, Institute of Engineering Mechanics, China Earthquake Administration, Harbin 150080, China)

  • Xiaoguang Cai

    (College of Geological Engineering, Institute of Disaster Prevention, Sanhe 065201, China
    Hebei Key Laboratory of Earthquake Disaster Prevention and Risk Assessment, Sanhe 065201, China
    Key Laboratory of Building Collapse Mechanism and Disaster Prevention, China Earthquake Administration, Sanhe 065201, China)

  • Haiyun Wang

    (Key Laboratory of Earthquake Engineering and Engineering Vibration, Institute of Engineering Mechanics, China Earthquake Administration, Harbin 150080, China)

  • Sihan Li

    (College of Geological Engineering, Institute of Disaster Prevention, Sanhe 065201, China
    Hebei Key Laboratory of Earthquake Disaster Prevention and Risk Assessment, Sanhe 065201, China
    Key Laboratory of Building Collapse Mechanism and Disaster Prevention, China Earthquake Administration, Sanhe 065201, China)

  • Xin Huang

    (Key Laboratory of Earthquake Engineering and Engineering Vibration, Institute of Engineering Mechanics, China Earthquake Administration, Harbin 150080, China
    College of Geological Engineering, Institute of Disaster Prevention, Sanhe 065201, China
    Hebei Key Laboratory of Earthquake Disaster Prevention and Risk Assessment, Sanhe 065201, China
    Key Laboratory of Building Collapse Mechanism and Disaster Prevention, China Earthquake Administration, Sanhe 065201, China)

  • Shaoqiu Zhang

    (College of Geological Engineering, Institute of Disaster Prevention, Sanhe 065201, China)

Abstract

A series of shaking table tests were carried out to explore the dynamic characteristics and working mechanisms of wrapped-face reinforced soil-retaining walls under strong vibration. Under the 0.1–1.0 g horizontal peak ground acceleration (HPGA), the damping ratio of sand shows a downward trend as a whole, so the acceleration amplification coefficient decreases with the increase of HPGA. However, when HPGA reaches 1.0 g, the acceleration amplification coefficient increases; the range of acceleration amplification coefficient at the top of the wall is 1.69–1.36. When HPGA is 1.0 g, the maximum cumulative residual displacement of the panel is 2.96% H, and the maximum uneven settlement of the sand is 3.57% H, both of which have exceeded the limit of the specification. With the increase of HPGA, the ratio of the dynamic earth force increment to the total dynamic earth force gradually approaches 50%. Since the reinforcement effect of geogrid is not considered, the predicted value of traditional earth pressure theory is different from the measured value. According to the Washington State Department of Transportation displacement index, the deformation range of wrapped-face reinforced soil-retaining walls is divided into three stages: the quasi-elastic stage, the plastic stage, and the failure stage.

Suggested Citation

  • Honglu Xu & Xiaoguang Cai & Haiyun Wang & Sihan Li & Xin Huang & Shaoqiu Zhang, 2022. "Analysis of the Working Response Mechanism of Wrapped Face Reinforced Soil Retaining Wall under Strong Vibration," Sustainability, MDPI, vol. 14(15), pages 1-22, August.
    • Handle: RePEc:gam:jsusta:v:14:y:2022:i:15:p:9741-:d:882765
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    Cited by:

    1. Wei Guo & Thanh T. Nguyen, 2023. "Recent Advancements in Geosynthetic Engineering for Sustainable Construction," Sustainability, MDPI, vol. 15(15), pages 1-3, August.

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