复合地层全断面硬岩隧道掘进机下穿立交桥研究

doi:10.6040/j.issn.1672-3961.0.2020.525

摘要/Abstract

摘要：

针对全断面硬岩隧道掘进机(tunnel boring machine, TBM)在城市中掘进对既有物的变形问题, 依托青岛地铁4号线某区间隧道下穿立交桥的实际工程背景，采用数值计算的方法, 根据实际工程情况建立双隧道下穿立交桥, 综合分析隧道下穿市政桥梁的应变规律, 监测桥梁多点位移, 提出隧道正交下穿桥梁的薄弱点加固措施。结果表明: 右线隧道双向同时开挖与双隧道同时同向开挖对立交桥的影响几乎一致, 左线隧道先开挖后右线隧道开挖, 桥面板部分隆起的部分会随着右线隧道的开挖逐渐发生沉降。先左线隧道开挖后右线隧道开挖对桥面板的影响最大, 容易造成桥梁的不均匀沉降; 隧道开挖导致的桥面板不均匀沉降可对桥墩进行暂时支撑加固, 对桥墩周围环向的土体可进行换填混凝土, 以减小桥墩及桥面板的沉降。

关键词: 地铁隧道, 全断面硬岩隧道掘进机, 数值模拟, 地下工程, 隧道开挖

Abstract:

By using the numerical calculation method, the double tunnel underpass overpass was established according to the actual engineering situation, the strain law of the tunnel underpass municipal bridge was comprehensively analyzed, the multi-point displacement of the bridge was monitored, and the weak point reinforcement measures of the tunnel orthogonal underpass bridge were proposed. The results showed that the influence of the two-way simultaneous excavation of the right tunnel was almost the same as that of the two-way simultaneous excavation of the right tunnel. The left tunnel was excavated first and then the right tunnel was excavated. The uplift part of the bridge deck would gradually subside with the excavation of the right tunnel. It could be seen that the left tunnel excavation first and then the right tunnel excavation had the largest impact on the bridge deck, which was easy to cause the uneven settlement of the bridge. The uneven settlement of bridge deck caused by tunnel excavation could temporarily support and reinforce the piers, and the circumferential soil around the piers could be replaced with concrete to reduce the settlement of the piers and bridge deck.

Key words: subway tunnel, full face hard rock tunnel boring machine, numerical simulation, underground engineering, tunnel excavation

中图分类号:

TU45

王春国. 复合地层全断面硬岩隧道掘进机下穿立交桥研究[J]. 山东大学学报 (工学版), 2021, 51(3): 45-51.

Chunguo WANG. Study on full face hard rock tunnel boring machine through the overpass in composite stratum[J]. Journal of Shandong University(Engineering Science), 2021, 51(3): 45-51.

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地层	密度/(kg·m^-3)	弹性模量/MPa	泊松比	黏聚力/kPa	内摩擦角/(°)
素填土	1800	3	0.20	10	20.0
粉质黏土	2200	60	0.25	26	30.0
强风化花岗岩	2630	36 000	0.25	30 000	48.0
中风化花岗岩	2680	47 000	0.25	35 000	52.0
微风化花岗岩	2750	58 000	0.25	40 000	55.0
C30混凝土	2400	30 000	0.20
C50混凝土	2500	34 500	0.20

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