富水地层洞内“钻孔桩+旋喷桩”组合型结构施工力学及变形特征

宋海山; 李珠妍; 丁春福; 李立云

doi:10.20265/j.cnki.issn.1007-2993.2024-0336

富水地层洞内“钻孔桩+旋喷桩”组合型结构施工力学及变形特征

doi: 10.20265/j.cnki.issn.1007-2993.2024-0336

1.
中交路桥建设有限公司，北京　100120
2.
北京工业大学建筑工程学院，北京　100124

基金项目: 国家重点研发计划资助（2023YFC3009300；2023YFC3009302）

详细信息

作者简介:
宋海山，男，1981年生，硕士，高级工程师，主要从事地铁施工技术方面的研究。E-mail：714710023@qq.com

通讯作者:
李立云，男，1973年生，博士，教授，博士生导师，主要从事岩土与地下工程防灾减灾方面的研究。E-mail：lly@bjut.edu.cn

中图分类号: U455
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- 被引次数: 0
出版历程
- 收稿日期: 2024-07-22
- 修回日期: 2025-03-02
- 录用日期: 2025-04-09
- 刊出日期: 2025-10-10

Mechanics and deformation characteristics of bored pile and rotary jet grouting pile composite structure for tunnel in water-rich stratum

1.
Road & Bridge International Co., Ltd., Beijing 100120, China
2.
College of Architecture and Civil Engineering, Beijing University of Technology, Beijing 100124, China

摘要

摘要: 为探讨“钻孔灌注桩+旋喷桩”组合型结构在PBA隧道施工中的适用性，揭示其力学效应，依托北京轨道交通13号线东三路站—天通苑东站暗挖区间工程实例，针对承压富水地层中“钻孔桩+旋喷桩”组合型结构围护下的PBA隧道施工全过程进行了数值仿真，分析了关键施工步序下该组合型结构的内力、变形情况以及其施工过程对地表沉降和地层塑性区的影响，探讨了桩径、桩身插入比和桩间咬合量对其力学表现的影响。结果表明：（1）施作“钻孔桩+旋喷桩”组合型结构阶段对地表沉降槽和地层塑性区的影响不大；（2）“钻孔桩+旋喷桩”组合型结构在暗挖隧道施工中主要出现朝向隧道内侧的水平侧移，整体侧移量沿深度方向呈二次曲线形态，最大侧移出现在旋喷桩中部及钻孔灌注桩上部，底板以下侧移较小；（3）主洞开挖之后，钻孔灌注桩及旋喷桩的轴力较均匀地分布在整个主洞开挖临空段，轴力和弯矩值在底板以下急剧缩减，最大轴力及弯矩均位于底板附近。
- “钻孔桩+旋喷桩”组合型结构 /
- 隧道暗挖施工 /
- 力学响应 /
- 流固耦合效应
Abstract: To explore the applicability of the "bored pile+jet grouting pile" composite structure in the construction of PBA tunnel and reveal its mechanical effect, based on the engineering example of the underground excavation section of Dongsanlu Station to Tiantongyuan East Station of Beijing Rail Transit Line 13, the numerical simulation of the whole construction process of PBA tunnel under the support of the composite structure in confined water rich strata was carried out. The internal force and deformation of the composite structure under the key construction steps and the influence of its construction process on the surface settlement and formation of the plastic zone were analyzed, and the effects of pile diameter, pile insertion ratio, and pile interlocking on its mechanical performance were discussed. The results show that: (1) The construction stage of the composite structure has little effect on the surface settlement trough and formation plastic zone; (2) The composite structure mainly appears horizontal lateral displacement towards the inner side of the tunnel during the construction of the tunnel. The overall lateral displacement is in the form of a quadratic curve along the depth direction. The maximum lateral displacement occurs in the middle of the jet grouting pile and the upper part of the bored pile, and the lateral displacement below the bottom plate is small; (3) After the excavation of the main tunnel, the axial forces of bored piles and jet grouting piles are evenly distributed in the free section of the excavation of the main tunnel, the axial forces and bending moments are sharply reduced below the bottom plate, and the maximum axial forces and bending moments are located near the bottom plate.
- "bored pile+jet grouting pile" composite structure /
- tunnel excavation construction /
- mechanical response /
- fluid-structure coupling effect

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图 1 工程位置

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图 2 暗挖隧道区间平面布置图

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图 3 区间正线1-1断面图（单位：mm）

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图 4 工程地质剖面

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图 5 双层组合结构布置及施工流程

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图 6 结构部分网格划分

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图 7 围护结构水平位移云图

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图 8 关键步序下围护结构侧移曲线

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图 9 关键步序下围护结构内力

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图 10 地表纵向中断面沉降曲线

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图 11 关键步序下地层塑性区分布图

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表 1 岩土物理力学参数表

土层编号	土层名称	天然容重 γ/（kN·m⁻³）	泊松比	黏聚力 c/kPa	内摩擦角 φ/（°）	压缩模量 E_s/MPa
①	杂填土	18.0	0.35	5	10	12.5
③	细砂	20.0	0.22	0	32	41.5
④	粉质黏土	20.5	0.30	23	15	30.0
⑤₃	中砂	20.5	0.22	0	36	50.0
⑤₄	圆砾	21.0	0.20	0	34	55.0
⑦	粉质黏土	20.2	0.27	30	16	39.3

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表 2 支护结构物理力学参数表^[6]

结构名称	单元类型	弹性模量E/GPa	重度γ/（kN·m⁻³）	泊松比
初支	2D板单元	28.0	24.5	0.22
二衬	实体单元	31.5	25.0	0.25
冠梁	实体单元	31.5	25.0	0.25
旋喷桩	1D梁单元	19.0	21.5	0.20
钻孔灌注桩	1D梁单元	31.5	25.0	0.25

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表 3 数值模拟施工步序

施工步序	步序详情
FS	初始渗流场分析，激活土体及初始水位
IS	初始应力场分析，位移清零
CS1	管棚注浆，开挖前导洞超前注浆
CS2-CS25	导洞开挖支护，同步超前注浆
CS26	导洞开挖完成
CS27	“钻孔桩+旋喷桩”围护结构施作
CS28	冠梁及拱脚初支施作
CS29	导洞墙背回填
CS30	围护结构及冠梁施作完成，回填完成
CS31-CS62	分步激活渗流面水头边界进行稳态分析，同时进行主洞开挖支护
CS63	主洞开挖支护完成
CS64-CS67	分段拆除临时支护，施作二衬结构
CS68	主洞二衬完成

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表 4 极差分析结果

目标参量	桩身最大侧移/mm			桩身最大轴力/kN			桩身最大弯矩/（kN·m）
影响因素	A	B	C	A	B	C	A	B	C
$ \stackrel{-}{{\mathit{K}}_{1}} $	10.88	10.28	10.10	640.16	668.05	679.71	75.35	86.69	80.50
$ \stackrel{-}{{\mathit{K}}_{2}} $	10.42	10.09	10.11	671.46	676.17	676.73	90.11	88.97	83.42
$ \stackrel{-}{{\mathit{K}}_{3}} $	9.55	9.88	9.94	685.46	680.04	678.97	88.22	89.75	88.92
$ \stackrel{-}{{\mathit{K}}_{4}} $	9.09	9.70	9.81	726.46	699.25	688.12	97.00	85.29	97.86
极差R	1.79	0.58	0.30	86.30	31.20	11.39	21.65	4.46	17.36
注：影响因素A，B，C分别为桩径、桩身插入比、桩间咬合量。

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