桩靴贯入黏土层时邻近桩挤土压力分析

郭东; 王建华; 范怡飞

doi:10.11779/CJGE201911011

桩靴贯入黏土层时邻近桩挤土压力分析 English Version

郭东^1,2,
王建华^1,2, ,,
范怡飞^1,2

1. 天津大学水利工程仿真与安全国家重点实验室,天津 300072;
2. 天津大学岩土工程研究所,天津 300072

基金项目: 国家自然科学基金项目（51579174）

详细信息

作者简介:
郭东(1993— ),男,硕士研究生,主要从事海洋土力学研究。E-mail: 13102235026@163.com。

通讯作者:
王建华，E-mail：tdwjh@eyou.com

中图分类号: TU470
计量
- 文章访问数: 305
- HTML全文浏览量: 6
- PDF下载量: 149
出版历程
- 收稿日期: 2018-06-13
- 发布日期: 2019-11-24

Soil pressures on pile shaft due to spudcan penetration in clay

GUO Dong^1,2,
WANG Jian-hua^1,2, ,,
FAN Yi-fei^1,2

1. State Key Laboratory of Hydraulic Engineering Simulation and Safety, Tianjin University, Tianjin 300072, China;
2. Geotechnical Engineering Institute, Tianjin University, Tianjin 300072, China

摘要

摘要: 采用CEL方法对桩靴贯入黏土层时邻近桩受到的挤土压力的变化进行了数值仿真分析。首先通过对离心模型试验结果的计算,验证了CEL方法的可行性。进一步,分析了桩靴贯入黏土层时,邻近桩桩身挤土压力的变化。结果表明,邻近桩靠近桩靴一面受到的挤土压力随桩土相对位移的增加而不断增大直到极限值,在泥面以下6倍邻近桩桩径范围内,桩身最大挤土压力随土层深度逐渐增加,其变化范围为3.5s_u~9.0s_u,当土层深度超过6倍邻近桩桩径后,桩身最大挤土压力趋于稳定,约9.0s_u;而远离桩靴一面受到的挤土压力随相对位移增加而不断减小,最终保持在1.5s_u~2.0s_u;桩身受到的挤土压力合力随桩土相对位移增加而不断增大直到极限,在泥面以下6倍邻近桩桩径范围内,桩身极限挤土压力合力随土层深度逐渐增加,其变化范围为2.0s_u~7.5s_u,当土层深度超过6倍邻近桩桩径后,桩身极限挤土压力合力趋于稳定,约7.5s_u。此外,净间距和黏土强度的改变,不会影响插桩挤土压力随相对位移的变化关系;当黏土弹性模量从100s_u增加到300s_u时,达到极限挤土压力所需的相对位移从0.3倍邻近桩桩净减小到0.1倍邻近桩桩净。
- 挤土力 /
- CEL方法 /
- 极限土压力 /
- p-y曲线 /
- 钻井船插桩
Abstract: In order to analyze the soil pressures on the adjacent pile shaft during spudcan penetration, the CEL (coupled- Eulerian-Lagrangian) method is used to calculate the soil pressures, and the efficacy of the method is proved by comparison with a centrifugal model test. On this basis, the relationship between the soil-pile relative displacements and the soil pressures is analyzed. The results show that the soil pressures facing the spudcan increase with the soil-pile displacements: within 6 times the adjacent pile diameter below the mud surface, the maximum value along the pile increases with the depth, changing within the range of 3.5s_u~9.0s_u; and when the depth is more than 6 times the pile diameter, the maximum value tends to stabilize at about 9s_u. The soil pressures not facing the spudcan decrease with the soil-pile displacements, and the minimum value along the pile shaft is 1.5s_u ~2.0s_u. The resultant pressures increase with the soil-pile displacements: within 6 times the adjacent pile diameter below the mud surface, the ultimate soil pressure along the pile increases with the depth, and the changing range is 2.0s_u~7.5s_u; when it is deeper than 6 times the pile diameter, the ultimate soil pressure tends to stabilize at about 7.5s_u. In addition, the shear strength of clay and the spudcan-pile clearance have little influences on the relationship between the soil pressures and the relative displacements. And the relative displacements required to reach the ultimate soil pressure decrease from 0.3 to 0.1 times the pile diameter when the modulus increases from 100s_u to 300s_u.
- soil pressure /
- CEL method /
- ultimate soil pressure /
- p-y curve /
- spudcan penetration

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参考文献(21)

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