京广铁路K1219路基土质边坡深层滑移失稳机制与整治对策

周孝鑫; 谭钦文; 林志果; 刘坡拉

doi:10.19509/j.cnki.dzkq.2022.0212

京广铁路K1219路基土质边坡深层滑移失稳机制与整治对策

doi: 10.19509/j.cnki.dzkq.2022.0212

1.
中铁第四勘察设计院集团有限公司, 武汉 430063
2.
中国地质大学(武汉)工程学院, 武汉 430074

基金项目:

国家自然科学基金青年基金项目 42007268

详细信息

作者简介:
周孝鑫(1988-), 男, 高级工程师, 主要从事岩土工程勘察设计工作。E-mail: xinxin7687@126.com

中图分类号: TU457
计量
- 文章访问数: 512
- PDF下载量: 59
- 被引次数: 0
出版历程
- 收稿日期: 2022-05-18

Deep sliding instability mechanism and remediation measures: The subgrade soil slope along the Jingguang Railway at K1219

1.
China Railway Siyuan Survey and Design Group Co. Ltd., Wuhan 430063, China
2.
Faculty of Engineering, China University of Geosciences(Wuhan), Wuhan 430074, China

摘要

摘要:
为研究土质边坡深层滑移失稳机制, 以京广铁路下行线K1219+000处路基边坡失稳为例, 通过现场调查测绘、工程地质钻探、原位试验和室内试验、深部位移监测和数值模拟等手段, 详细研究了该土质边坡变形破坏特征、地质力学过程和失稳模式。结果表明: 路基边坡表面裂缝宽度及深度呈坡顶至坡脚逐渐变浅变窄, 变形具有一定的旋转性, 牵引式特征明显, 属于深层滑移拉裂式失稳; 土质边坡经历了因坡脚开挖、抽水引起的应力场和渗流场重新分布阶段、雨水入渗软化导致下滑力不断增大而滑面逐渐迁移扩大加深阶段以及支挡结构抗力失效阶段3个地质力学过程, 其失稳模式包括浅层滑移、浅层滑面向深层迁移、动荷载触发深层滑移失稳3个阶段。在此基础上, 综合确定了滑面位置, 并通过反演方法确定了滑面力学参数。研究采用了刚架式双排抗滑桩的整治方案, 通过理论计算和数值分析, 边坡变形与抗滑桩变形基本一致, 且与监测结果整体吻合, 这表明土质边坡深层失稳理论分析准确且计算的力学参数科学, 整治对策稳妥、可靠。
- 路基 /
- 土质边坡 /
- 深层滑移 /
- 失稳机制 /
- 整治对策 /
- 京广铁路
Abstract:
To explore the deep sliding instability mechanism of a soil slope, taking the subgrade slope instability at K1219+000 of the downward line of the Beijing-Guangzhou railway as an example, the deformation and failure characteristics, geomechanical process and instability causes of the soil slope are detailedly studied. The results show that the width and depth of cracks on the surface of the subgrade slope gradually become shallow and narrow from the top of the slope to the toe of the slope, and the deformation has a certain rotation, with obvious traction characteristics, which belongs to deep sliding and splitting instability. The soil slope has experienced three geomechanical processes: the redistribution of the stress field and seepage field caused by slope toe excavation and pumping, the increasing sliding force caused by rainwater infiltration softening and the deepening of the sliding surface, and the failure of retaining structure resistance. The mechanism of slope instability includes the stage of shallow sliding, the stage of shallow sliding surface moving to the deep layer, and the stage of deep sliding instability triggered by the dynamic load.On this basis, the position of the sliding surface is comprehensively determined and the mechanical parameters of the slip surface are determined by the inversion method. The regulation scheme of rigid frame double row anti-slide piles is adopted. Through theoretical calculation and numerical analysis, the deformation of slope and anti-slide piles are consistent with the deformation monitoring results, which indicates that the theoretical analysis of deep instability of soil slope is accurate and the calculation of mechanical parameters is scientific, and the measures are proven stable and reliable.
- subgrade /
- soil slope /
- deep sliding /
- instability mechanism /
- treatment remediation measure /
- Jingguang Railway

HTML全文

图 1 研究区区域位置

Figure 1. Regional location of the study area

下载: 全尺寸图片幻灯片

图 2 路基边坡工程地质平面及剖面图

(图a中数值为标高，单位为m)

Figure 2. Engineering geological plan and profile of the subgrade soil slope

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图 3 滑坡变形特征

a.滑坡南侧翼缘L1裂缝；b.滑坡南侧翼缘接触网下挫；c.滑坡北侧翼缘L2裂缝；d.滑坡中上部L3裂缝；e.滑坡中部L4裂缝；f.滑坡中部L5、L6裂缝

Figure 3. Deformation characteristics of landslides

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图 4 土质边坡失稳破坏特征

a.路基整体下挫；b.轨枕脱空、铁轨变形、接触网倾斜；c.坡脚护岸桩整体倾倒

Figure 4. Characteristics of soil slope instability

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图 5 边坡深层滑移失稳过程示意图

a.应力重分布阶段; b.下滑力增大引起滑移面迁移深切阶段; c.深层滑移失稳阶段

Figure 5. Processes of the soil slope with deep sliding instability

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图 6 深层滑移面位置示意图

Figure 6. Position of the deep sliding surface

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图 7 边坡变形速率随时间变化图

Figure 7. Deformation rate of the slope varies with time

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图 8 边坡深层失稳整治方案

Figure 8. Treatment of slopes with deep instability

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图 9 列车荷载作用下边坡数值模拟水平变形

Figure 9. Numerical simulation of slope horizontal deformation under train load

下载: 全尺寸图片幻灯片

图 10 桩前土方阶段开挖边坡变形监测

Figure 10. Deformation monitoring of the soil slope at the excavation stage

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图 11 抗滑桩变形监测和数值模拟曲线

Figure 11. Deep displacement monitoring and numerical simulation curves of the anti-slide piles

下载: 全尺寸图片幻灯片

表 1 边坡各层主要物理力学参数

Table 1. Important physical and mechanical parameters of the slope

地层	重度/(kN·m^-1)	IL液性指数	黏聚力c/kPa	内摩擦角φ/(°)	灵敏度
①-0素填土	18.0	/	4.0	20.0	/
①-1填筑土	19.0	/	20.0	15.0	/
②粉质黏土	18.7	0.62	14.0	8.0	3.3
③淤泥质黏土	17.4	1.07	11.0	6.0	4.6
④粉质黏土	19.6	0.55	22.0	12.0	/
⑤粉质黏土	20.3	0.20	30.0	14.0	/
⑥细砂、砾石土	21.0	/	/	32.0	/

下载: 导出CSV

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