Control technologies for the deformation of a tunnel excavated in steeply inclined layered phyllite under high geo-stress

Guo, Xiaolong; Tan, Zhiying; Zhu, Yongquan; Meng, Fanbao; Liu, Zhichun; Sun, Xingliang

doi:10.1007/s12517-022-09540-2

Cited by 7 publications

(2 citation statements)

References 28 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…Chen et al [27] demonstrated that the supporting structure of the layered surrounding rock tunnel experienced significant axial force and bending moment, respectively, in the direction parallel to bedding and perpendicular to bedding. Guo et al [28] confirmed that a two-step method incorporating an inverted arch can effectively mitigate the deformation of steeply inclined layered surrounding rock tunnels based on field test methods. Wu et al [5] found that the distribution of surrounding rock pressure in phyllite surrounding rock tunnels was uneven, and the primary support and secondary lining were mainly subjected to compressive stress.…”

Section: Introductionmentioning

confidence: 95%

A Field Study to Measure the Surrounding Stress of Rock and Supporting Structure of a Steep Tunnel with a Combination of Hard and Soft Rock Layers under Plate Compression

Zhang,

Hu,

et al. 2024

Buildings

View full text Add to dashboard Cite

Tunnels excavated in a combination of hard and soft rock strata with high ground stress are prone to large deformations, collapse, and other disasters. The Yongfeng Tunnel, a reconstruction and expansion of the G544 line, suffered severe high ground stress from plate compression. This paper studied the surrounding rock pressure and supporting structure stress characteristics of tunnels with a combination of hard and soft rock strata with high ground stress by using earth pressure cells, surface strain gauges, and embedded strain gauges to test all stress related to the surrounding rock, primary support, and secondary lining. It was found that the contact pressure (P1) between the initial support and the surrounding rock and the contact pressure (P2) between the initial support of the leading tunnel were distributed in the direction of vertical stratification, while the contact pressures (P1 and P2) of the lagging tunnel were different due to the excavation unloading of the leading tunnel. The maximum stress positions of the initial support of the leading tunnel and the lagging tunnel were located in the left arch waist and the vault, respectively. However, the maximum stress position of the secondary lining was generally located on the side wall. The research results presented herein can guide future tunnel construction projects.

show abstract

Section: Introductionmentioning

confidence: 95%

A Field Study to Measure the Surrounding Stress of Rock and Supporting Structure of a Steep Tunnel with a Combination of Hard and Soft Rock Layers under Plate Compression

Zhang,

Hu,

et al. 2024

Buildings

View full text Add to dashboard Cite

show abstract

“…Fang et al [15] used the nite di erence software FLAC 3D to simulate tunnel excavation and support under di erent excavation methods, studied the deformation characteristics of the surrounding rock under various working conditions, and discussed the control e ect of surrounding rock deformation under di erent bolt support schemes. Utilizing the convergence constraint method, Guo et al [16] studied the deformation characteristics of phyllite by combining rock tests with eld tests. ey found that measures such as optimizing the crosssectional pro le, strengthening support rigidity, and simplifying the excavation steps can e ectively control the surrounding rock deformation in steeply inclined layered phyllite stratum under high geo-stress.…”

Section: Introductionmentioning

confidence: 99%

Study on Instability Mechanism and Support Scheme of the Tunnel Face in Carbonaceous Phyllite Stratum under High Geo‐Stress

Song

et al. 2022

Advances in Civil Engineering

View full text Add to dashboard Cite

The tunnel face collapses easily during tunnel construction in weak surrounding rock under high geo-stress. Identifying the instability mechanism of the face and proposing targeted control measures are of great importance to prevent the collapse of the face. Using the setting of the carbonaceous phyllite stratum of the Baima tunnel, a FLAC3D-PFC3D coupled model is used to analyze the influential factors on the stability of the face and optimize the original support scheme. The results show that the instability of the face is rooted in the collapse of the rock above the face, and the bench method with short cycle footage is more conducive to the stability of the face. Compared with single support mode of advanced small pipes, the combined support scheme of long bolts and small pipes can better control the displacement of the surrounding rock and prevent the collapse of the tunnel face. The numerical simulation and field surrounding rock monitoring results verify the rationality of the excavation method, the cycle footage, and the support system. This finding will be of great significance to guide design and construction in weak surrounding rock.

show abstract

Stability Analysis and Deformation Control of Tunnel with Extremely Weak Surrounding Rocks Caused by Strike-Slip Fault Activity

Chen,

Yan,

Zhou

et al. 2023

Rock Mech Rock Eng

View full text Add to dashboard Cite

Control technologies for the deformation of a tunnel excavated in steeply inclined layered phyllite under high geo-stress

Cited by 7 publications

References 28 publications

A Field Study to Measure the Surrounding Stress of Rock and Supporting Structure of a Steep Tunnel with a Combination of Hard and Soft Rock Layers under Plate Compression

A Field Study to Measure the Surrounding Stress of Rock and Supporting Structure of a Steep Tunnel with a Combination of Hard and Soft Rock Layers under Plate Compression

Study on Instability Mechanism and Support Scheme of the Tunnel Face in Carbonaceous Phyllite Stratum under High Geo‐Stress

Stability Analysis and Deformation Control of Tunnel with Extremely Weak Surrounding Rocks Caused by Strike-Slip Fault Activity

Contact Info

Product

Resources

About