刚性与柔性桩承式路堤竖向承载特性分析

张乾青; 李振宝; 马彬; 李亮亮; 李庶安; 吴建群

doi:10.11779/CJGE202106002

刚性与柔性桩承式路堤竖向承载特性分析 English Version

1.
山东大学岩土与结构工程研究中心,山东　济南　250061
2.
山东正元建设工程有限责任公司,山东　济南　250100
3.
山东高速股份有限公司,山东　济南　250014
4.
汤始建华建材（山东）有限公司,山东　淄博　256401

基金项目:

国家自然科学基金项目 51778345

山东省自然科学杰出青年基金项目 JQ201811

山东省重点研发计划项目 2019GSF109006

山东大学齐鲁青年学者项目

山东省泰山学者青年专家项目 tsqn202103163

详细信息

作者简介:
张乾青(1983—),男,教授,博士,博士生导师,主要从事桩基工程与基坑工程等方面的教学和科研工作。E-mail: zjuzqq@163.com

中图分类号: TU47
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出版历程
- 收稿日期: 2020-09-11
- 网络出版日期: 2022-12-02
- 刊出日期: 2021-05-31

Vertical bearing behavior of rigid and flexible piles in pile-supported embankment

1.
Geotechnical and Structural Engineering Research Center, Shandong University, Jinan 250061, China
2.
Shandong Zhengyuan Construction Engineering Co., Ltd., Jinan 250100, China
3.
Shandong Hi-speed Company Limited, Jinan 250014, China
4.
Tangshijianhua Building Materials (Shandong) Co., Ltd., Zibo 256401, China

摘要

摘要: 基于软弱地基高速公路桩承式路堤现场试验,获得了预应力高强混凝土管桩和高压旋喷桩承载特性随时间的变化规律。现场试验与数值模拟结果对比分析验证了有限元模型界面单元和本构模型选取的有效性。采用有限元数值模拟软件分析了预应力高强混凝土管桩在不同阶段的承载特性,研究了桩长、桩径和面积置换率对桩承式路堤性能的影响,获得了桩承式路堤中刚性桩的设计优化参数。数值计算结果表明,桩帽可显著提高桩体承载力,且桩帽尺寸与桩间距比值对路堤沉降有显著影响,其比值为0.67～0.74时路堤沉降可得到有效控制。
- 软弱地基 /
- 刚性桩 /
- 有限元数值模拟 /
- 现场试验 /
- 承载特性
Abstract: The field tests on the pile-supported embankment of an express way in soft soil area are performed to capture the performance of pre-stressed high-strength concrete pipe piles and high-pressure jet grouting piles with time. The rationality of the selection of interface element and constitutive model used in the finite element numerical simulation software is verified according to the comparison between simulated and field test results. The bearing behavior of the pre-stressed high-strength concrete pipe piles under different construction stages is then analyzed by using the finite element numerical simulation software, and a parametric study is made to assess the influences of pile length, pile diameter and area replacement ratio on the performances of the pile-supported embankment. The optimization parameters of the rigid piles in the pile-supported embankment are obtained. The numerical results show that the bearing capacity of piles can be increased due to the loads shared by the pile cap. The ratio of pile cap size to pile spacing has a significant impact on the embankment settlement, and the embankment settlement can be effectively controlled when the ratio is 0.67 to 0.74.
- soft foundation /
- rigid pile /
- finite element numerical simulation /
- field test /
- bearing behavior

HTML全文

图 1 现场土层物理性质

Figure 1. Physical properties of in-situ soil

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图 2 路堤填土施工顺序

Figure 2. Construction sequence of embankment fill

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图 3 监测元件布设

Figure 3. Layout of monitoring instruments

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图 4 单点沉降仪原理图

Figure 4. Schematic diagram of single point settlement instrument

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图 5 实测竖向应力–时间曲线

Figure 5. Measured vertical stress-time curves

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图 6 桩土应力比随时间变化

Figure 6. Variation of pile-soil stress ratio with time

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图 7 实测桩土沉降

Figure 7. Measured settlements of pile and soil

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图 8 路堤模型示意图

Figure 8. Numerical model of embankment

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图 9 桩土沉降的计算值和实测值

Figure 9. Calculated and measured settlements of piles and soil

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图 10 桩土竖向应力的计算值和实测值

Figure 10. Calculated and measured vertical stress of piles and soil

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图 11 桩承载力随时间变化

Figure 11. Variation of bearing capacity of piles with time

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图 12 桩承载力分布情况

Figure 12. Distribution of bearing capacity of piles

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图 13 PHC管桩的面积置换率

Figure 13. Area replacement rate of PHC pile

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图 14 桩土沉降影响因素分析

Figure 14. Analysis on influence factors of pile-soil settlement

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图 15 面积置换率和桩长对沉降的DOI

Figure 15. DOI of area replacement and pile length on settlement

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表 1 数值模拟中土体参数

Table 1 Parameters of soils used in numerical simulation

材料	模型	$γ$ $γ$ /(kN·m^-3)	E/MPa	$μ$ $μ$	c/kPa	φ/(°)	ψ/(°)	e₀	M	$λ$ $λ$	e₁	κ	k /(10^-4m·d^-1)
填土	MC	19.5	20	0.30	15	30	0	—	—	—		—	—
碎石	MC	25.0	25	0.30	10	25	0	—	—	—		—	—
黏土	MCC	17.5	—	0.35	1.1			0.591	1.1	0.142	0.85	0.020	5.2
黏土	MCC	19.0	—	0.32	1.1			0.627	1.1	0.142	0.85	0.015	4.8
黏土	MCC	20.0	—	0.32	1.2			0.652	1.2	0.150	0.88	0.02	4.5
PHC	E	25.0	40000	0.15
JGC	E	28.0	30000	0.20
注： $γ$ $γ$ 为重度,E为杨氏模量, $μ$ $μ$ 为泊松比,c为黏聚力,ψ为内摩擦角,φ为膨胀角,e₀为初始孔隙比,M为临界状态应力比, $λ$ $λ$ 为压缩指数,e₁为单位压力下土体孔隙比,κ为回弹指数,k为渗透系数。

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