地震作用下碎石桩场地侧向位移规律研究

罗增文; 苏卓林; 贾科敏; 许成顺

doi:10.11899/zzfy20230217

地震作用下碎石桩场地侧向位移规律研究

doi: 10.11899/zzfy20230217

1.
南宁市勘测设计院集团有限公司, 南宁 530022
2.
北京工业大学, 城市与工程安全减灾教育部重点实验室, 北京 100124

基金项目: 国家自然科学基金面上项目（52078016）

详细信息

作者简介:
罗增文，男，生于1977年。高级工程师。主要从事建筑结构设计、地基基础设计研究工作。E-mail：4691152@qq.com

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- 文章访问数: 88
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出版历程
- 收稿日期: 2022-08-30
- 刊出日期: 2023-06-30

Study on Lateral Spreading of Gravel Piles Ground under Earthquake

1.
China Nanning Survey and Design Institute Group Co. LTD, Nanning 530022, China
2.
Laboratory of Urban and Engineering Safety and Disaster Reduction, Ministry of Education, Beijing University of Technology, Beijing 100124, China

摘要

摘要: 基于OpenSees有限元软件建立液化场地-碎石桩动力相互作用模型和液化自由场地模型，将两类模型的场地孔隙水压力和侧向位移反应进行对比分析，揭示碎石桩加固液化场地机理及规律，并分析场地倾角和碎石桩渗透系数对碎石桩抵抗液化自由场地侧向位移的影响规律。研究结果表明，渗透性较高的碎石桩可加快孔隙水压力的消散，减弱场地液化程度，进而减小场地侧向位移；当场地倾角较大时，随着场地倾角的持续增大，碎石桩抵抗液化自由场地侧向位移的效果逐渐减弱；碎石桩渗透系数较小时，提高碎石桩渗透系数可显著减小液化场地侧向位移，当渗透系数增至一定程度时，碎石桩渗透系数对液化场地侧向位移的影响较小。
- 液化场地 /
- 碎石桩 /
- 地震作用 /
- 侧向位移 /
- 数值模拟
Abstract: Based on the OpenSees Finite Element Software, a liquefied site-gravel pile dynamic interaction model and a liquefied free field model were established. The pore water pressure and lateral displacement responses of the two types of models were compared and analyzed to reveal the reinforcement mechanism and law of the gravel pile in the liquefied site. The effects of the site inclination and the gravel pile permeability coefficient on the resistance of the gravel pile to lateral displacement of the liquefied free field were also analyzed. The research results show that gravel piles with higher permeability can accelerate the dissipation of pore water pressure, reduce the degree of site liquefaction, and therefore decrease the lateral displacement of the site. When the site inclination is high, the effect of the gravel pile on resisting the lateral displacement of the liquefied free field gradually weakens with the continuous increase of the site inclination. When the permeability coefficient of the gravel pile is low, increasing the permeability coefficient of the gravel pile can significantly reduce the lateral displacement of the liquefied site. When the permeability coefficient reaches a certain level, the influence of the permeability coefficient of the gravel pile on the lateral displacement of the liquefied site becomes small.
- Liquefiable site /
- Gravel piles /
- Earthquake effects /
- Numerical simulation /
- Lateral displacement

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图 1 液化场地-桩有限元模型

Figure 1. Finite element model of liquefiable site-pile

下载: 全尺寸图片幻灯片

图 2 加速度时程曲线

Figure 2. Acceleration time history

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图 3 地震波傅里叶谱

Figure 3. Fourier spectrum of seismic waves

下载: 全尺寸图片幻灯片

图 4 孔隙水压力时程曲线

Figure 4. Pore water pressure time history curve

下载: 全尺寸图片幻灯片

图 5 孔隙水压力云图

Figure 5. Pore water pressure cloud diagram

下载: 全尺寸图片幻灯片

图 6 场地侧向位移

Figure 6. Site level residual displacement

下载: 全尺寸图片幻灯片

图 7 液化场地-碎石桩有限元模型

Figure 7. Liquefiable site - finite element model of multi grave pile

下载: 全尺寸图片幻灯片

图 8 场地侧向位移随场地倾角变化曲线

Figure 8. The curve of lateral displacement of the site with changes in site inclination angle

下载: 全尺寸图片幻灯片

图 9 自由场地与碎石桩场地地表侧向位移比值随场地倾角变化曲线

Figure 9. The curve of the ratio of lateral displacement of the free field to that of the gravel pile field with changes in site inclination angle

下载: 全尺寸图片幻灯片

图 10 场地侧向位移随碎石桩渗透系数变化曲线

Figure 10. The curve of lateral displacement of the site with changes in the permeability coefficient of gravel piles

下载: 全尺寸图片幻灯片

图 11 自由场地与碎石桩场地地表侧向位移的比值随碎石桩渗透系数变化曲线

Figure 11. The curve of the ratio of lateral displacement of the free field to that of the gravel pile field with changes in the permeability coefficient of gravel piles

下载: 全尺寸图片幻灯片

图 12 孔隙水压力云图

Figure 12. Pore water pressure cloud diagram

下载: 全尺寸图片幻灯片

表 1 模型材料参数

Table 1. Model material parameters

参数	松砂	密砂	碎石桩
密度/（t·m⁻³）	1.7	2.0	2.14
参考剪切模量$ \text{/kPa} $	60 000	110 000	128 000
参考体积模量$ \text{/kPa} $	160 000	240 000	240 000
摩擦角ɸ/rad	31.0	35.0	43.3
八面体峰值应变	0.1	0.1	0.1
参考围压/kPa	101	101	101
压力系数	0.5	0.5	0.5
剪胀角ɸ_PT/rad	31.0	26.0	36.5
剪缩参数c1	0.087	0.028	0.028
剪缩参数c3	0.180	0.005	0.005
剪胀参数d1	0	0	0
剪胀参数d2	0.17	0.17	0.17
屈服面数	20	20	20
渗透系数/（ m·s⁻¹）	0.000 50	0.000 01	0.100 00

下载: 导出CSV

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