某砂岩顺层挖方高边坡治理工程施工期变形特征与工程效果评价

朱彦鹏; 施多邦; 段新国; 吴林平; 王桢; 吕向向; 滕振银

doi:10.16031/j.cnki.issn.1003-8035.202202012

某砂岩顺层挖方高边坡治理工程施工期变形特征与工程效果评价

doi: 10.16031/j.cnki.issn.1003-8035.202202012

朱彦鹏^{1, 2,},
施多邦^{1, 2, ,},
段新国^{1, 2},
吴林平^{1, 2},
王桢³,
吕向向^{1, 2},
滕振银^{1, 2}

1.
兰州理工大学土木工程学院，甘肃兰州　730050
2.
西部土木工程防灾减灾教育部工程研究中心，甘肃兰州　730050
3.
中铁西北科学研究院有限公司，甘肃兰州　730030

基金项目: 国家自然科学基金（51978321）；教育部长江学者创新团队支持计划项目（IRT_17R51）

详细信息

作者简介:
朱彦鹏（1960-），男，甘肃庆阳人，教授，博士生导师，主要从事支挡结构方面的科研工作。E-mail：zhuypl@163.com

通讯作者:
施多邦（1995-），男，甘肃永登人，硕士研究生，主要从事支挡结构方面的研究。E-mail：1791170508@qq.com

中图分类号: P642.22
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出版历程
- 收稿日期: 2022-02-11
- 修回日期: 2022-05-28
- 网络出版日期: 2023-01-12
- 刊出日期: 2023-04-25

Deformation characteristics and engineering effect evaluation of a sandstone bedding excavation high slope treatment project during construction

Yanpeng ZHU^{1, 2
,},
Duobang SHI^{1, 2
, ,},
Xinguo DUAN^{1, 2},
Linping WU^{1, 2},
Zhen WANG³,
Xiangxiang LYU^{1, 2},
Zhenyin TENG^{1, 2}

1.
School of Civil Engineering, Lanzhou University of Technology, Lanzhou, Gansu　730050，China
2.
Western Civil Engineering Disaster Prevention and Mitigation Engineering Research Center, Ministry of Education, Lanzhou, Gansu　730050，China
3.
China Railway Northwest Research Institute Co. Ltd., Lanzhou, Gansu 730030，China

摘要

摘要: 为了研究砂岩顺层挖方高边坡支护工程施工期间及施工后的边坡变形规律和治理工程效果，文章依托北京某边坡支护项目，对边坡在施工过程中的锚索轴力及边坡位移进行监测分析，结果表明：锚索轴力变化主要分为加速损失阶段、波动阶段以及持续稳定趋变阶段；锚索轴力变化可以很好地反映坡体内力的变化情况；坡顶水平位移和竖向沉降的变化，可以反映边坡深层位移的变化规律和边坡的稳定性；框架预应力锚索抗滑桩组合支护体系应用于砂岩顺层挖方高边坡的支护时，具有较好的支护效果。采用有限元分析软件，模拟该砂岩顺层挖方高边坡的开挖支护过程发现：随着边坡的开挖，坡体位移沿着软弱滑动面向坡角发展，边坡稳定性降低。将监测结果与模拟结果对比分析，发现二者的变化趋势基本一致，证明了该边坡的支护体系能有效地控制边坡的变形。研究成果能为以后类似边坡的设计施工提供参考。
- 挖方高边坡 /
- 工程治理效果 /
- 变形趋势分析 /
- 稳定性 /
- 软弱滑动面 /
- 数值模拟
Abstract: In order to study the slope deformation law during and after the construction of the sandstone bed-cut high slope support project and the effect of the treatment project, this paper relies on a slope support project in Beijing to analyze the axial force of the anchor cable and the slope during the construction process. The slope displacement is monitored and analyzed, and the results show that the change of the axial force of the anchor cable is mainly divided into the acceleration loss stage, the fluctuation stage and the continuous stable trend stage; the change of the axial force of the anchor cable can well reflect the change of the internal force of the slope; the change of horizontal displacement and vertical settlement can reflect the change law of the deep displacement of the slope and the stability of the slope, has a better support effect. The finite element analysis software was used to simulate the excavation and support process of the sandstone-layered high slope. It was found that with the excavation of the slope, the displacement of the slope developed along the slope angle of the weak sliding surface, and the stability of the slope decreased. The monitoring results and the simulation results are compared and analyzed, and it is found that the change trends of the two are basically the same, which proves that the slope support system can effectively control the deformation of the slope. The research results can provide reference for the design and construction of similar slopes in the future.
- excavation high slope /
- project management effect /
- deformation trend analysis /
- stability /
- weak sliding surface /
- numerical simulation

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图 1 边坡加固前照片

Figure 1. Photos before slope reinforcement

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图 2 高边坡施工现场照片

Figure 2. Photo of high slope construction site

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图 3 测点立面图布置图

Figure 3. Elevation layout of measuring points

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图 4 监测点剖面布置图

Figure 4. Monitoring point profile layout

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图 5 坡顶锚索轴力时程曲线图

Figure 5. Time-history curve of the axial force of the anchor cable on the slope top

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图 6 坡顶水平位移时程曲线图

Figure 6. Time history curve of horizontal displacement of slope top

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图 7 坡顶沉降位移时程曲线图

Figure 7. Time history curve of slope top settlement and displacement

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图 8 坡顶水平位移与锚索轴力时程关系曲线

Figure 8. The time-history relationship curve between the horizontal displacement of the slope top and the axial force of the anchor cable

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图 9 有限元数值模型

Figure 9. Finite element numerical model

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图 10 前四级支护完毕坡体变形云图

Figure 10. Cloud map of slope deformation after the first four levels of support are completed

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图 11 前六级支护完毕坡体变形云图

Figure 11. Cloud map of slope deformation after the first six levels of support are completed

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图 12 抗滑桩施工完成后坡体变形云图

Figure 12. Cloud map of slope deformation after the completion of anti-sliding pile construction

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图 13 不同工况下边坡稳定性系数

Figure 13. Slope stability coefficient under different working conditions

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图 14 坡顶锚索模拟值与监测值对比分析图

Figure 14. Comparison and analysis diagram of simulated and monitored values of anchor cables on the top of the slope

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图 15 坡顶水平位移模拟值与监测值对比分析图

Figure 15. Comparison and analysis diagram of slope-top horizontal displacement simulation value and monitoring value

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图 16 坡顶沉降模拟值与监测值对比分析图

Figure 16. Comparison analysis diagram of slope-top settlement simulation value and monitoring value

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表 1 支护参数及说明

Table 1. Support parameters and description

坡级	锚索支护参数
八级坡	6Φ15.2，l=26 m，l锚=10 m，设计轴力672 kN
七级坡	6Φ15.2，l=28 m，l锚=10 m，设计轴力672 kN
六级坡	6Φ15.2， l=27 m，l锚=10 m，设计轴力672 kN
五级坡	6Φ15.2，l=22 m，l锚=10 m，设计轴力672 kN
四级坡	8Φ15.2，l=47.5 m， l锚=10 m，设计轴力672 kN
三级坡	8Φ15.2，l=34.5 m，l锚=10 m，设计轴力672 kN
二级坡	8Φ15.2，l=31 m，l锚=10 m，设计轴力672 kN
抗滑桩	8Φ15.2，l=41 m，l锚=10 m，设计轴力672 kN

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表 2 场地土层主要物理力学参数

Table 2. The main physical and mechanical parameters of the soil layer of the site

材料名称	厚度 /m	重度 /（kN·m⁻³）	泊松比	黏聚力 /kPa	内摩擦角 /（°）
碳质砂岩	>80	27.2	0.25	18.0	38.0
滑面	/	24.5	0.30	11.0	28.0
薄弱面	/	20.0	0.25	12.0	30.0

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表 3 结构主要计算参数表

Table 3. Structure main calculation parameter table

参数	抗滑桩	自由段	锚固段	框架梁
重度 /（kN·m⁻³）	25	67.60×10⁶	39×10⁶	25
弹性模量 /（kN·m⁻²）	3.25×10⁷	弹性模量与截面的乘积为 1.42×10⁵ kN	2.06×10⁸	3.25×10⁷
尺寸	3 m×2 m	弹性模量与截面的乘积为 1.42×10⁵ kN	直径0.13 m	0.18 m×0.16 m

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表 4 具体施工步骤

Table 4. Specific construction steps

步骤	说明
工况1	初始地应力分析
工况2	八级坡开挖
工况3	八级坡施工框架预应力锚索
工况4	七级坡开挖
工况5	七级坡施工框架预应力锚索
工况6	六级坡开挖
工况7	六级坡施工框架预应力锚索
工况8	五级坡开挖
工况9	五级坡施工框架预应力锚索
工况10	四级坡开挖
工况11	四级坡施工框架预应力锚索
工况12	三级坡开挖
工况13	三级坡施工框架预应力锚索
工况14	二级坡开挖
工况15	二级坡施工框架预应力锚索抗滑桩施工
工况16	施工抗滑桩预应力锚索
工况17	开挖到坡底

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