基于位移控制的双排桩桩后滑坡推力计算方法

薛德敏; 李天斌; 张帅

doi:10.11779/CJGE20220687

基于位移控制的双排桩桩后滑坡推力计算方法 English Version

薛德敏^{1, 2,},
李天斌^1, ,,
张帅³

1.
成都理工大学地质灾害防治与地质环境保护国家重点实验室, 四川成都 610059
2.
浙江交通职业技术学院, 浙江杭州 311112
3.
浙江大学建筑工程学院, 浙江杭州 310058

基金项目:

国家自然科学基金项目 41907243

国家重点实验室自主研究课题项目 SKLGP2011Z002

详细信息

作者简介:
薛德敏(1985—)，女，博士，讲师，主要从事岩土工程方面的教学与研究工作。E-mail: 284636713@qq.com

通讯作者:
李天斌, E-mail: ltb@cdut.edu.cn

中图分类号: TU431
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出版历程
- 收稿日期: 2022-05-29
- 网络出版日期: 2023-02-23
- 刊出日期: 2023-08-31

Method for calculating landslide thrusts behind double-row piles based on displacement control

XUE Demin^{1, 2,},
LI Tianbin^1, ,,
ZHANG Shuai³

1.
State Key Laboratory of Geohazard Prevention and Geoenvironment Protection, Chengdu University of Technology, Chengdu 610059, China
2.
Zhejiang Institute of Communications, Hangzhou 311112, China
3.
Institute of Civil Engineering, Zhejiang University, Hangzhou 310058, China

摘要

摘要: 工程实践中，普遍以极限状态下的传递系数超载法获取单排桩桩后滑坡推力后再人为分配双排桩桩后滑坡推力，这与实际处于非极限状态的前后排桩的受力情况不符。从桩土变形协调出发，考虑位移与土拱效应之间的相关关系，结合莫尔圆坐标平移法和斜微分单元法，建立了基于竖向土拱理论和水平土拱理论的非极限状态下双排桩桩后滑坡推力的计算方法。与室内离心模型试验结果相比，前排桩桩后土体位移7，21 mm对应的前排桩桩后滑坡推力理论值与实测值基本相等，而后排桩桩后滑坡推力理论值与实测值误差为1.08%，6.42%，一定程度上说明了本方法的合理性和适用性。计算方法可以为任意桩后土体位移下双排抗滑桩桩后滑坡推力的计算和设计提供理论依据。
- 滑坡 /
- 抗滑桩 /
- 推力 /
- 位移 /
- 土拱理论
Abstract: In engineering practices, the transfer coefficient overload method in the limit state is generally used to obtain the landslide thrusts behind one-row piles, and then the landslide thrusts behind double-row piles are manually distributed, which is inconsistent with the actual bearing forces behind the front- and rear-row piles in the non-limit state. Based on the coordination of pile-soil deformation, considering the correlation between displacement and soil arching effects, combining with the Mohr's circular coordinate translation method and the inclined differential element method, a method for calculating the landslide thrusts behind double-row piles in non-limit state is established based on the vertical soil arching theory and the horizontal soil arching theory. Compared with the indoor centrifugal model test results, the theoretical and measured landslide thrusts behind the front-row piles compatible with the soil displacements of 7 mm and 21 mm are basically the same, and the error between the theoretical and measured landslide thrusts behind the rear-row piles are 1.08% and 6.42%, which shows the rationality and applicability of the proposed method to a certain extent. The proposed method may provide a theoretical basis for determining the landslide thrusts behind double-row piles compatible with any soil displacement.
- landslide /
- anti-slide pile /
- thrust /
- displacement /
- soil arching theory

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图 1 分析模型

Figure 1. Analysis model

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图 2 排间土体竖向土拱效应分区示意图

Figure 2. Zoning of vertical soil arching effects between pile rows

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图 3 竖向土拱圆弧内任意一点的应力莫尔圆

Figure 3. Mohr circle of stress at any point in vertical soil arch

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图 4 Ⅰ区斜微分单元受力分析图

Figure 4. Force analysis of oblique differential element in subzone Ⅰ

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图 5 Ⅱ区斜微分单元受力分析图

Figure 5. Force analysis of oblique differential element in subzone Ⅱ

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图 6 后排桩桩前Ⅲ区土体受力分析

Figure 6. Force analysis of subzone Ⅲ in front of rear-row piles

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图 7 双排桩加固土坡离心模型变形破坏特征

Figure 7. Deformation and failure features of centrifuge models for soil slope reinforced by double-row piles

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图 8 前后排桩单位长度上桩后滑坡推力理论与实测值比较

Figure 8. Comparison between theoretical and measured landslide thrusts per unit length behind front- and rear-row piles

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表 1 排间土体竖向土拱效应分区特征

Table 1 Characteristics of zoning of vertical soil arching effects between double-row piles

分区	竖向小主应力拱示意图	最大主应力σ₁偏转角θ_A，θ_c，θ_M	圆弧半径R
Ⅰ区		${\theta _A} = {\text{arctan}}\left[ {\frac{{{N_{\text{s}}} - 1 + \sqrt {{{({N_{\text{s}}} - 1)}^2} - 4{N_{\text{s}}}{{\tan }^2}{\delta _{\text{f}}}} }}{{2\tan {\delta _{\text{f}}}}}} \right]$ ${\theta _C} = {\text{π }} - \arctan \left[ {\frac{{{N_{\text{s}}} - 1 + \sqrt {{{({N_{\text{s}}} - 1)}^2} - 4{N_{\text{s}}}{{\tan }^2}{\delta _r}} }}{{2\tan {\delta _r}}}} \right]$	$R = \frac{{{B_0}\cos \beta }}{{\cos {\theta _A} - \cos {\theta _C}}}$
Ⅱ区		${\theta _A}{\text{ = arctan}}\left[ {\frac{{{N_{\text{s}}} - 1 + \sqrt {{{\left( {{N_{\text{s}}} - 1} \right)}^2} - 4{N_{\text{s}}}{{\tan }^2}{\delta _{\text{f}}}} }}{{2\tan {\delta _{\text{f}}}}}} \right]$ ${\theta _M} = \frac{{\text{π }}}{4} - \frac{{{\varphi _{\text{s}}}}}{2} + \alpha$	$R = \frac{{{B_z}\sin ({\theta _M} - \beta )}}{{\sin ({\theta _M} - {\theta _A})}}$
注：N_s= tan²(45°+φ_s/2)

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表 2 模型土体物理力学参数

Table 2 Physical and mechanical parameters of model soil mass

重度γ/(kg·m^-3)	峰值内聚力c_p/kPa	峰值内摩擦角φ_p/(°)	弹性抗力系数K/(MPa·m^-1)
19.1	37.85	23.22	10

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表 3 前后排桩桩后总滑坡推力理论值与实测值比较

Table 3 Comparison between theoretical and measured total landslide thrusts behind front- and rear-row piles

参数	模型1		模型2
参数	前排桩	后排桩	前排桩	后排桩
桩后土体位移/mm	7	20.11	21	26.86
桩后总滑坡推力实测值/kN	4377.98	7453	7487.67	7874.96
桩后总滑坡推力理论值/kN	4399.84	7372.46	7451.33	8381.02
误差/%	0.01	1.08	0.01	6.42

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