有限土体下考虑土拱效应的非极限主动土压力解

徐日庆; 徐叶斌; 程康; 冯苏阳; 申硕

doi:10.11779/CJGE202002018

有限土体下考虑土拱效应的非极限主动土压力解 English Version

徐日庆^{1, 2,},
徐叶斌^{1, 2},
程康^{1, 2},
冯苏阳^{1, 2},
申硕^{1, 2}

1.
浙江大学滨海和城市岩土工程研究中心,浙江　杭州310058
2.
浙江省城市地下空间开发工程技术研究中心,浙江　杭州310058

基金项目:

国家自然科学基金项目 41672264

浙江省重点研发计划项目 2019C03103

中央高校基本科研业务费专项资金项目 2019QNA4041

详细信息

作者简介:
徐日庆（1962— ）,男,博士后,教授,主要从事岩土工程方面的教学和科研工作。E-mail：xurq@zju.edu.cn

中图分类号: TU472
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出版历程
- 收稿日期: 2019-02-20
- 网络出版日期: 2022-12-07
- 刊出日期: 2020-01-31

Method to calculate active earth pressure considering soil arching effect under nonlimit state of clay

XU Ri-qing^{1, 2,},
XU Ye-bin^{1, 2},
CHENG Kang^{1, 2},
FENG Su-yang^{1, 2},
SHEN Shuo^{1, 2}

1.
Research Center of Coastal and Urban Geotechnical Engineering, Zhejiang University, Hangzhou 310058, China
2.
Zhejiang Provincial Engineering Technical Center of Urban Underground Space, Hangzhou 310058, China

摘要

摘要: 以挡土墙后有限范围黏土为研究对象,考虑非极限状态下的土拱效应,并采用塑性上限理论求得的破裂面夹角和多滑裂面假设得到的侧向土压力系数变化规律,推导了有限土体的主动土压力解析式,该公式也可退化为半无限宽度的主动土压力公式。与模型试验相比,所提理论解与试验值取得了较好的一致性,证明了解析解的合理性。进一步参数分析表明：破裂面夹角随土体内摩擦角 $φ$ 呈线性增长；随有限土体宽高比 $B / H$ 减小而小幅增加；与地下室挡墙外摩擦角和内摩擦角的比值 $α / φ$ 呈正相关,而与基坑挡土墙外摩擦角和内摩擦角的比值 $δ / φ$ 呈负相关；在 $α / φ$ 大于或略小于 $δ / φ$ 时,破裂面夹角随位移比 $η$ 单调增加,而当 $α / φ$ 远小于 $δ / φ$ 时,破裂面夹角随 $η$ 增加先增大后减小。主动土压力随 $B / H$ 减小而单调降低,其分布由子弹形逐渐转变为钟形；主动土压力值与 $δ / φ$ 、 $α / φ$ 和 $φ$ 都呈负相关,且随 $δ / φ$ 与 $φ$ 的增加非线性逐渐增强。
- 有限黏土 /
- 主动土压力 /
- 土拱效应 /
- 非极限状态
Abstract: By taking the limited range of clay behind the retaining wall as the research object, considering soil arching effect under non-limit state, and adopting the angle of the fracture surface obtained by the plastic upper limit theory and the variation law of lateral earth pressure coefficient obtained by hypothesis of multiple slip surfaces, an analytical formula for the active earth pressure of finite soil is derived. The expression can also be reduced to the formula for the active earth pressure with half-infinite width. Compared with that of the model test, the proposed theoretical solution is in preferably consistency with the experimental value. So the rationality of the analytical solution is proved. Further parameter analysis shows that the angle of the rupture surface increases linearly with the friction angle of the soil. The angle of the rupture surface increases slightly as the aspect ratio of the limited soil $B / H$ decreases. The angle of the rupture surface and the ratio of the outer friction angle of the basement retaining wall to the inner friction angle $α / φ$ are positively correlated. The angle of the rupture surface and the ratio of the outer friction angle of the foundation pit retaining wall to the inner friction angle $δ / φ$ are negatively correlated. When $α / φ$ is greater than or slightly less than $δ / φ$ , the angle of the rupture surface increases monotonically with the displacement ratio $η$ . And when $α / φ$ is much smaller than $δ / φ$ , the angle of the rupture surface increases first and then decreases with the increase of $η$ . The active earth pressure decreases monotonously with the reduction of $B / H$ , and its distribution gradually changes from bullet shape to bell shape. The value of active earth pressure is negatively correlated with $δ / φ$ , $α / φ$ and $φ$ , and the nonlinearity of active earth pressure curve gradually increases with the increase of $δ / φ$ and $φ$ .
- finite clay /
- active earth pressure /
- soil arching effect /
- nonlimit state

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图 1 挡土墙后有限土体示意图

Figure 1. Schematic diagram of finite soil behind retaining wall

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图 2 有限土体下Ⅰ区小主应力轨迹线示意图

Figure 2. Schematic diagram of minor principal stress trajectory in rectangular region under finite soil

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图 3 挡土墙后土体应力莫尔圆

Figure 3. Mohr circle for stress behind retaining wall

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图 4 有限土体下Ⅱ区小主应力轨迹线示意图

Figure 4. Schematic diagram of minor principal stress trajectory in triangular area under finite soil

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图 5 计算模型示意图

Figure 5. Schematic diagram of model

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图 6 滑裂体受力分析图

Figure 6. Forces acting on sliding soil mass

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图 7 Ⅰ区薄层单元受力分析图

Figure 7. Forces acting on thin layer element of zone Ⅰ

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图 8 开裂区土体受力分析图

Figure 8. Stresses acting on soil in cracking zone

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图 9 Ⅱ区薄层单元受力分析图

Figure 9. Forces acting on thin layer element of zoneⅡ

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图 10 开裂区土体受力分析图

Figure 10. Stresses acting on soil in cracking zone

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图 11 黏性土主动土压力理论解与试验值的对比

Figure 11. Comparison between theoretical and experimental values of active earth pressure for cohesive soil

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图 12 砂性土主动土压力理论解与试验值的对比

Figure 12. Comparison between theoretical and experimental values of active earth pressure for sandy soil

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图 13 φ与B/H对破裂面夹角的影响

Figure 13. Effects of φ and B/H on angle of fracture surface

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图 14 　δ/φ与η对破裂面夹角的影响

Figure 14. Effects of δ/φ and η on angle of fracture surface

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图 15 B/H对主动土压力的影响

Figure 15. Effects of B/H on active earth pressure

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图 16 δ/φ与α/φ对主动土压力的影响

Figure 16. Effects of δ/φ and α/φ on active earth pressure

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图 17 内摩擦角φ对主动土压力的影响

Figure 17. Effects of φ on active earth pressure

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