双线平行顶管上跨地铁盾构隧道施工环境影响实测分析

doi:10.16183/j.cnki.jsjtu.2022.290

上海交通大学学报 ›› 2023, Vol. 57 ›› Issue (12): 1639-1647.doi: 10.16183/j.cnki.jsjtu.2022.290

所属专题：《上海交通大学学报》2023年“船舶海洋与建筑工程”专题

双线平行顶管上跨地铁盾构隧道施工环境影响实测分析

应宏伟¹^,², 姚言¹, 王奎华¹(), 张昌桔³

1.浙江大学滨海和城市岩土工程研究中心, 杭州 310058
2.河海大学岩土力学与堤坝工程教育部重点实验室, 南京 210024
3.杭州市市政工程集团有限公司, 杭州 310014

收稿日期:2022-07-25 修回日期:2022-09-12 接受日期:2022-09-22 出版日期:2023-12-28 发布日期:2023-12-29
通讯作者: 王奎华,教授,博士生导师;E-mail:zdwkh0618@zju.edu.cn.
作者简介:应宏伟(1971-),教授,博士生导师,主要从事岩土工程的教学和科研工作.
基金资助:
国家自然科学基金项目(51678523);中央高校基本科研业务费资助项目(B200201012);浙江省建设科研项目(2018K025);杭州市建设科研项目(2018027)

Observed Environment Response Caused by Construction of Double-Line Parallel Pipe Jacking Crossing over Metro Shield Tunnels

YING Hongwei¹^,², YAO Yan¹, WANG Kuihua¹(), ZHANG Changju³

1. Research Center of Coastal and Urban Geotechnical Engineering, Zhejiang University, Hangzhou 310058, China
2. Key Laboratory for Geomechanics and Embankment Engineering of the Ministry of Educational, Hohai University, Nanjing 210024, China
3. Hangzhou Municipal Engineering Group Co., Ltd., Hangzhou 310014, China

Received:2022-07-25 Revised:2022-09-12 Accepted:2022-09-22 Online:2023-12-28 Published:2023-12-29

摘要/Abstract

摘要：

基于现场实测数据,详尽分析了某粉砂性地层中近距离双线顶管从上方穿越既有运营地铁隧道过程中的环境影响,包括横向地表沉降分布、沉降随时间发展、地铁隧道上浮等规律.研究发现:单线顶管横向地表沉降曲线呈现为“V”形,双线顶管横向地表沉降曲线为不对称“W”形,且后行顶管轴线上方的地面沉降大于先行顶管;后行顶管施工期间,先行顶管轴线上方地面也产生明显沉降.Peck公式在顶管施工引起的地表沉降曲线预测中适用性较好:案例中对于单线顶管,沉降槽宽度参数为0.79,土体损失率为1.6%;对于双线顶管,先行、后行顶管的沉降槽宽度参数分别为0.74和0.58,前者是后者的1.28倍;先行、后行顶管土体损失率分别为2.41%和3.11%,后者是前者的1.29倍.顶管顶进使下卧地铁隧道的纵向产生“W”形竖向位移分布曲线,顶管穿越完成后隧道的上浮存在滞后性;平行顶管上跨施工对下方地铁盾构隧道的纵向影响范围约为4~6倍顶管管径.后行顶管穿越监测断面时产生的瞬时沉降大于先行顶管;采用全方位高压喷射(MJS)工法预加固隧道上方粉砂土时降低了原状土的渗透性,顶管穿越后地面沉降仍将持续一段时间,可采用指数函数描述瞬时沉降发生后沉降随时间的发展规律.

关键词: 双线平行顶管, 地表沉降, 隧道上浮, 沉降槽, Peck公式

Abstract:

Based on the field measured data of a double-line parallel power pipe jacking upper span subway shield tunnel, the environmental impact of a short-distance double-line pipe jacking in sandy silt stratum in the process of crossing over the existing subway tunnel was analyzed in detail, including the transverse surface settlement distribution, the development of settlement with time, and the floating of subway tunnels. The results show that the horizontal surface settlement curve of single pipe jacking presents a “V” shape, while the horizontal surface settlement curve of double line pipe jacking is an asymmetric “W” shape. The settlement of ground surface above the axis of the later pipe jacking is larger than that of the first pipe jacking. During the construction of the later pipe jacking, the settlement above the axis of the first pipe jacking is also obvious. The Peck formula has a good applicability in predicting surface settlement curve caused by pipe-jacking construction. For single-line pipe-jacking, the width parameter of settlement trough is 0.79, and the ground loss ratio is 1.6%. For double-line pipe jacking, the width parameter of settlement trough of the first and later pipe jacking are 0.74 and 0.58 respectively, and the former is 1.28 times of the latter. The soil loss ratio of the first and the second pipe jacking are 2.41% and 3.11% respectively, and the latter is 1.29 times of the former. Pipe jacking causes the vertical displacement distribution curve of the “W” shape in the longitudinal direction of the underlying subway tunnel. There is a lag in the up-floating of the tunnel after the completion of pipe jacking crossing. The longitudinal influence range of the parallel pipe jacking construction on the subway shield tunnel is about 4~6 times the pipe jacking diameter. The instantaneous settlement generated by the later pipe jacking across the monitoring section is greater than that generated by the first pipe jacking. The permeability of the undisturbed soil is reduced when the silty soil above the tunnel is pre-reinforced by the metro jet system (MJS). The ground settlement will continue for a period of time after the pipe jacking crossing. The exponential function can be used to describe the development of the settlement with time after the instantaneous settlement occurs.

Key words: double-line parallel pipe jacking, ground surface settlement, floating of subway tunnel, settlement trough, the Peck formula

中图分类号:

TU433

应宏伟, 姚言, 王奎华, 张昌桔. 双线平行顶管上跨地铁盾构隧道施工环境影响实测分析[J]. 上海交通大学学报, 2023, 57(12): 1639-1647.

YING Hongwei, YAO Yan, WANG Kuihua, ZHANG Changju. Observed Environment Response Caused by Construction of Double-Line Parallel Pipe Jacking Crossing over Metro Shield Tunnels[J]. Journal of Shanghai Jiao Tong University, 2023, 57(12): 1639-1647.

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地层编号	地层名称	h/m	w/%	a_1-2/ MPa^-1	E_S1-2/MPa	直剪固快		k_h×10⁴/ (cm·s^-1)	k_v×10⁴/ (cm·s^-1)
地层编号	地层名称	h/m	w/%	a_1-2/ MPa^-1	E_S1-2/MPa	c/kPa	φ/(°)	k_h×10⁴/ (cm·s^-1)	k_v×10⁴/ (cm·s^-1)
②-1	黏质粉土	1.6	28.1	0.21	8.75	9.1	27.8	3.1	2.7
②-2	砂质粉土	3.0	26.5	0.17	10.38	7.5	28.8	5.2	4.9
④-1	砂质粉土	8.2	26.1	0.16	10.88	8.0	29.4	4.4	3.6
④-2	砂质粉土	14.0	26.0	0.17	10.64	8.7	27.7	6.5	5.8
④-3	粉土夹黏性土	18.6	28.6	0.21	9.53	10.9	26.5	2.8	1.8
④-5	粉质黏土夹粉土	24.5	34.5	0.43	4.60	24.6	14.3	—	—
⑤-1	淤泥质黏土	33.8	44.2	0.74	3.24	11.7	9.5	—	—

断面	S_max/mm	i/m	K	η/%
DBC-1	34.78	2.60	0.63	1.65
DBC-2	26.89	3.17	0.77	1.56
DBC-3	29.64	3.40	0.82	1.84
DBC-4	31.53	3.35	0.81	1.93
DBC-5	18.14	3.71	0.90	1.23
DBC-6	—	—	—	—
DBC-7	19.2	3.47	0.84	1.22
平均	26.7	3.28	0.79	1.60

断面	S_max,1/mm	S_max,2/mm	i₁/m	i₂/m	K₁	K₂	η₁/%	η₂/%	η_avg/%
DBC-1	56.31	70.41	2.94	2.41	0.71	0.58	3.02	3.10	3.06
DBC-2	44.6	65.34	3.17	2.28	0.77	0.55	2.58	2.72	2.65
DBC-3	49.96	51.21	2.96	2.57	0.71	0.62	2.70	2.40	2.55
DBC-4	55.07	93.83	3.04	2.19	0.73	0.53	3.06	3.75	3.41
DBC-5	37.31	96.44	2.94	2.39	0.71	0.58	2.00	4.21	3.11
DBC-6	28.9	68.01	2.87	2.37	0.69	0.57	1.52	2.94	2.23
DBC-7	29.29	47.56	3.56	2.71	0.86	0.65	1.90	2.35	2.13
平均	43.06	70.4	3.07	2.42	0.74	0.58	2.41	3.11	2.76

双线平行顶管上跨地铁盾构隧道施工环境影响实测分析

Observed Environment Response Caused by Construction of Double-Line Parallel Pipe Jacking Crossing over Metro Shield Tunnels

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