Deformation and mechanical model of temporary support sidewall in tunnel cutting partial section

Luo, Yanbin; Chen, Jianxun; Huang, Pei Yan; Tang, Mingqing; Xiong, Qiao; Q, Liu

doi:10.1016/j.tust.2016.09.007

Cited by 58 publications

(21 citation statements)

References 9 publications

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“…Tunnels are deemed to perform much better than surface structures during earthquakes [1][2][3][4][5], and their seismic capacities improve with the increase of embedment depths [6,7]. However, the observations after earthquakes with an acceleration larger than 0.2 g found that severe damage occurred in tunnels due to strong earthquake shaking [8,9].…”

Section: Introductionmentioning

confidence: 99%

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Numerical Modeling of Seismic Responses and Seismic Measures of Tunnel Crossing a Fault Zone: A Case Study

Lin

Xian

Yao

et al. 2020

Advances in Materials Science and Engineering

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e investigation shows that Longxi Tunnel, across a fault zone, was severely damaged during the 2008 Wenchuan earthquake, China. In this paper, the dynamic time history analysis method is used to study the seismic response characteristics of Longxi Tunnel and the aseismic effect of seismic measures. e interfaces of the fault are simulated by bonded interfaces. e results show that high earthquake intensity, high in situ stress, and fault zone are the main reasons for damage of Longxi Tunnel. e inconsistent motion response between the normal surrounding rocks and surrounding rocks within the fault zone resulted in the damage of Longxi Tunnel, and the maximum displacement difference reaches 50 cm. With the seismic measure by setting shake absorb layer and seismic joints, the tunnel has better performance: the maximum peak internal force of the tunnel structure is reduced by about 26% and the acceleration is reduced by 30%. Seismic measures should not only be considered within fault zones but also extend to adjacent surrounding rocks. In this study, the fault seismic measures of Longxi Tunnel should be no less than 4.0 times the tunnel diameter.

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Section: Introductionmentioning

confidence: 99%

“…Longxi Tunnel in Dujiangyan-Wenchuan highway was a representative seismic damaged tunnel ( Figure 1). e tunnel mainly experiences three types of damage: (1) longitudinal lining crack, (2) inclined lining crack, and (3) local lining failure. e lining cracks are about 2-3 mm wide, distributing around the fault.…”

Section: Introductionmentioning

confidence: 99%

Numerical Modeling of Seismic Responses and Seismic Measures of Tunnel Crossing a Fault Zone: A Case Study

Lin

Xian

Yao

et al. 2020

Advances in Materials Science and Engineering

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“…And a circular shed with diameter of 20 m was equipped to decrease the impact of climate. Meanwhile, with the aim of understanding how the free face impact on the behavior of water infiltration, a pilot tunnel in the soil trough was excavated to simulate existential tunnel, which was supported by steel plates and wooden poles [42][43][44]. The experiment lasted for 65 days.…”

Section: Experimental Designmentioning

confidence: 99%

Field Experiment on Soaking Characteristics of Collapsible Loess

Wang

Xie

Qiu

et al. 2017

Advances in Materials Science and Engineering

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In collapsible loess area, migration of soil moisture often causes the temporal discontinuity and spatial nonuniformity of collapsibility, which leads to great damage for infrastructures. Therefore, the research on water infiltration is the key to solving the problem of collapsibility. The aim of this paper is to investigate the spatiotemporal evolution of infiltration characteristics of collapsible loess. A field soaking experiment was conducted on collapsible loess in western China, in which a soaking pool with diameter of 15 m was built. Time-Domain-Reflectometry (TDR) system and soil sampling were employed to measure the water content within the depth of 12 m. Then the saturation isograms were drawn for visualization of the process of infiltration. Also, a pilot tunnel was excavated to investigate how the free face can affect the infiltration behaviors. The experimental results revealed the characteristics of infiltration in both horizontal and vertical directions. Moreover, the response of free face on infiltration behaviors was also found. These findings of research could provide the data for the infiltration laws of unsaturated loess and thereby provide the basis for integrated treatment of collapsible loess.

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“…The force of the pipe-roof is definite, and the action between the upper soil and the pipe-roof is not considered. It assumes that the pipe-roof is the straight beam acting on the Pasternak elastic foundation, and the uniform load ( ) of the covering soil acts on the pipe-roof in the excavation section [23]. Owing to the deformation of the rock mass, which begins with the range in front of the tunnel face, the maximum relaxation range of the rock mass is within the range of the fracture plane in front of the tunnel face.…”

Section: Building the Analytical Modelmentioning

confidence: 99%

“…At tunnel exit, the tunnel face starts from inside to outside of the tunnel, the far end of pipe-roof is restrained by the guiding wall, and the corresponding constrained condition at the far end of pipe-roof can be idealized as a fixed support as shown at the point in Figure 2(b). At tunnel entrance, the tunnel face starts from outside to inside of the tunnel, and the constrained condition at the point is usually idealized as a hinged support [23].…”

Section: Building the Analytical Modelmentioning

confidence: 99%

Analysis of Pipe-Roof in Tunnel Exiting Portal by the Foundation Elastic Model

Luo

Chen

Bao³

et al. 2017

Mathematical Problems in Engineering

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The Pasternak double-parameter elastic foundation model of pipe-roof during the construction of tunnel exits is first established. Based on the portal project of Hanjiashan highway tunnel, an inclinometer is adopted to measure the settlement deformation of a pipe-roof and demonstrates the deformation law in tunnel exiting portals. The formulas for calculating the deflection and internal forces are derived to analyze the deformation of the pipe-roof in each excavation stage, and the results are compared with field monitoring data. Finally, the influences of excavation height, excavation footage, and stiffness of the pipe-roof on the support effect are investigated. Analysis indicates that the longitudinal settlement curve shows a groove distribution, which can be divided into five stages: micro, rapid, continuous, resilience, and stable deformation. Moreover, the subsidence rate reaches its maximum at the tunnel face. The influence of tunnel excavation on the deformation mainly has a range of 1.5 times the excavation height. To control the deflection of the pipe-roof, excavation height should be controlled in the range of 3.5 m, excavation footage should be controlled in the range of 1-1.4 m, and the diameter and thickness of the selected pipe-roof should be in the ranges of 89-159 mm and 5-8 mm, respectively.

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Deformation and mechanical model of temporary support sidewall in tunnel cutting partial section

Cited by 58 publications

References 9 publications

Numerical Modeling of Seismic Responses and Seismic Measures of Tunnel Crossing a Fault Zone: A Case Study

Numerical Modeling of Seismic Responses and Seismic Measures of Tunnel Crossing a Fault Zone: A Case Study

Field Experiment on Soaking Characteristics of Collapsible Loess

Analysis of Pipe-Roof in Tunnel Exiting Portal by the Foundation Elastic Model

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