# Constant Resistance and Yielding Support Technology for Large Deformations of Surrounding Rocks in the Minxian Tunnel

Authors: Jinyan Fan; Zhibiao Guo; Xiaobing Qiao; Zhigang Tao; Fengnian Wang
Journal: Advances in Civil Engineering
 (2020)

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## Abstract

During the excavation of the Minxian tunnel, problems of large deformations of surrounding rocks and failure of support structures appeared frequently, which caused serious influences on construction safety and costs of the tunnel. Based on laboratory analysis of mineral composition and field investigations on deformation characteristics of the surrounding rocks, the large deformation mechanism of surrounding rocks of the tunnel was considered as water-absorbing swelling molecules of carbonaceous slate and stress-induced asymmetric structural deformations of the surrounding rocks. The structural deformations of surrounding rocks mainly include bending deformation, interlayer sliding, and crushing failure of local rock blocks. Then, a new constant resistance and yielding support technology based on the constant resistance and large deformation (CRLD) anchor cable was proposed to control large deformations of surrounding rocks. The field tests and deformation monitoring were carried out. The monitoring results showed that compared with original support measure, the surrounding rock deformations, stresses of primary supports, and permanent lining using new support technology decreased greatly. Among them, the maximum deformation of surrounding rock was only 73 mm. The effects of field application and results of deformation monitoring showed that the new support technology can effectively control large deformations of the surrounding rocks in the Minxian tunnel.


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## Body

## 1. Introduction

In recent years, with the economic development of western China, transportation networks including railway and expressway have been developed rapidly. In order to shorten the transportation distance, there are more and more mountain tunnels due to high altitude and mountainous landform [1–5]. Among them, large deformation of the surrounding rock caused by high in situ stress, weak rock, and poor geological condition is one of the critical and challenging problems, which has serious influence on tunnel construction and stability [6–8]. In case of large deformation cannot be effectively controlled during the construction, the decrease of tunnel section, cracking of shotcrete, failure of support structures, and collapse of surrounding rocks will occur easily.Many studies have been conducted to investigate the control technologies of large deformation of surrounding rock in soft rock tunnels. In order to prevent the large convergences of surrounding rocks in a complex fault zone of the Enasan Tunnel in Japan, Kimura et al. [9] presented a flexible support system consisting of steel pipes forepoling, quickly spraying concrete, steel ribs with sliding sets, steel fibre-reinforced concrete, rock bolts with lengths of 9 m and 13.5 m, allowable radial displacement (30–50 cm), and secondary concrete lining in combination. Zhang and Bai [10] described the control countermeasures for large deformations of the first squeezing tunnel in China, the Jiazhuqing tunnel. Based on the principles of release-restriction combination, a combined support method of long rock bolts + retractable U-type steel frame + double-layered sprayed concrete + bigger allowable deformation + higher stiffness concrete lining was conducted, and the effective control result was obtained. Hoek and Guevara [11] introduced the extreme squeezing deformation problems encountered during the construction of the Yacambu–Quibor tunnel that was excavated in silicified and graphitic phyllites at depths of up to 1270 m below surface under the Andes. The cross section of the tunnel was filled with squeezing rock completely at the sections of maximum deformation. In order to restrict the large squeezing deformation of surrounding rock, a yielding support using steel set with joint gaps was presented, and the good control effect was obtained. Zhang et al. [12] provided comprehensive technical measures including higher support stiffness, double-layered primary support, strengthening of presupport, and increase of preset deformation, and grouting reinforcement for large deformations of the tunnel excavated in weak rocks under high in situ stresses used numerical calculations and field experiments. Ding et al. [13] described the large deformation of two parallel diversion tunnels excavated in ultrathin-layered weak rocks. The deformation behavior and stress distribution characteristics of the surrounding rock masses under original support measures were studied by methods of field monitoring and numerical simulation. And the high prestressed long cables were proposed and tested as effective reinforcement support measures to ensure the tunnel stability. Cao et al. [14] studied the deformation characteristics and control technology of the Laodongshan tunnel where large deformation and failure of primary support occurred during the tunnel excavation. They found that for tunnels constructed in weak rock mass under high in situ stress, the controlling principle of tunnel deformation ought to be based on the combination of stress releasing and support resistance. And a combined support countermeasure including grouting reinforcement, steel tubes advanced support, shaped steel frame, double-layer steel meshes, and secondary lining was proposed and applied successfully in the tunnel.It can be seen from the cases above that the combination of flexible and rigid supports is unified control principle for large deformation problem of the tunnel in the world. That is, flexible support is firstly adopted to release deformation energy of the surrounding rock, and rigid support is then installed to restrict further deformation of surrounding rock. Good results have been obtained by using different control technologies in many tunnels with problems of large deformations of surrounding rocks under this control principle. However, there are still some problems that can be further improved in application of the existing support systems. For example, the existing flexible support technologies (e.g., retractable steel frame, yielding steel sets, or steel fibre concrete) always have high deformation stiffness but small strength so that the supports will not apply sufficient resistance on surrounding rock when they deform with surrounding rock synchronously, which will lead to that deformation of surrounding rock being prone to exceeding the allowable value. On the contrary, the existing rigid support technologies (e.g., traditional rock bolt, heavy steel frame, or sprayed concrete) have high strength but small deformation stiffness, which will lead to failure of the supports when the deformation of surrounding rock is bigger than the allowable value. Moreover, both flexible and rigid supports are usually constructed separately in the field, which reduces effect of their combination. Thus, techniques for controlling large deformation of the soft rock tunnel require further development.In this paper, the Minxian tunnel was presented as a case study to introduce a new control measure for large deformation of soft rock tunnels. Firstly, the deformation characteristics of surrounding rocks using the original support method were summarized in field. Then, the deformation mechanism of surrounding rock of the tunnel was analyzed through laboratory analysis and field investigation. Moreover, a new constant resistance and yielding support technology was proposed and tested on-site. And the first application of energy-absorbing cable with characteristics of constant resistance and large deformation (CRLD) on the control of large deformation of the soft rock tunnel is of particular interest. Finally, the monitoring results show that the large deformation of surrounding rock was effectively controlled by this new support method. This successful case may be a valuable reference for similar tunnels in the future.


## 2. Project Overview

### 2.1. Tunnel Profile

The Minxian tunnel is located in Min county of Dingxi city in Gansu province, China, and it is an important control engineering of the G75 (Lanzhou–Haikou) expressway (Figure1(a)). The tunnel is a 2800 m-long separated twin-tube mountain tunnel (Figure 1(b)). The distance between left and right sides of the tunnel is a minimum of 28 m around the entrance and exit, and other positions are all over 50 m (Figure 1(c)). The maximum overburden depth of the tunnel is 287 m, and the area of cross section is about 110 m2. The blasting technique and mechanical breaking were used for the excavation of the tunnel. The three-step method with 4.8 m in length along longitudinal direction was adopted as the layout of the tunnel face.Figure 1
Profile of the Minxian tunnel. (a) G75 (Lanzhou–Haikou) expressway in China. (b) Topographic map of the Minxian tunnel. (c) Picture of the tunnel entrance.


### 2.2. Geological Conditions

Intense folding and tectonic motions in geological history resulted in complex regional structures in the project area. Under the effects of region dynamics, there are two large reverse faults (F2 and F24) filled with breccia, fault gouge, and crushed rock along the tunnel heading direction (Figure2). The occurrence of F2 is NE47°∠60°, and the width of the fracture zone is about 360 m; F24 is NE43°∠76° and about 200 m. There were still some small faults during the excavation, which caused the angular unconformity of the layered slate and led to asymmetric deformation of the tunnel.Figure 2
Longitudinal profile of the Minxian tunnel.The surrounding rock of the tunnel is mainly dominated by Permian carbonaceous slate with scattered distribution of intercalated siltstone (Figure2). The carbonaceous slate is strongly or medium weathered and a kind of slightly metamorphic rock with developed foliations (Figure 3). Thickness of single carbonaceous slate layer is about 2–5 cm. The rock mass of the tunnel is greatly fragmented under influences of developed foliations and joints (Figure 3). According to the Standard for Engineering Classification of Rock Mass, the surrounding rocks of the tunnel are classified in grade V, the worst rock mass quality.Figure 3
Strongly weathered carbonaceous slate exposed by the tunnel face.The mechanical properties of the carbonaceous slate with different dip angles of the foliation are presented in Table1. It can be seen that the dip angle of foliation has important influences on the mechanical properties of carbonaceous slate. When the angles between the foliation and load are 0° and 90°, UCS values of the carbonaceous slate are about 36 MPa. However, UCS reduces to 2.19 MPa when the angle is 60°. The anisotropic mechanical properties of carbonaceous slate make the failure mechanism of the tunnel complicated.Table 1
Mechanical properties of the carbonaceous slate.
θ (°)UCS (MPa)σt (MPa)C (MPa)E (GPa)μCarbonaceous slate035.743.254.176.540.16602.190.150.202.40—9036.531.222.0429.070.15In order to understand the mineral composition of carbonaceous slate, XRD analysis was carried out. Results indicate that carbonaceous slate is composed of siliceous, argillaceous, iron-carbonaceous minerals and terrigenous clasts, and their relative content in five samples is presented in Table2. It can be seen that main minerals of carbonaceous slate in the Minxian tunnel are quartz, illite, chlorite, and ankerite; and their relative proportions are in the range of 35.2–85%, 6.16–36.72%, 5.7–21.42%, and 0–14.4%, respectively.Table 2
Mineral composition and relative content of carbonaceous slate.
No.Relative mineral content (%)QuartzIlliteChloriteAnkeriteKaolinitePotassium feldsparSideriteHalite1/559.627.329.92.380.92/535.236.7221.423.062.21.43/565.212.286.3214.41.10.84/571.66.1616.644.60.95/5859.35.7The hydraulic fracturing method was adopted to measure in situ stresses of the tunnel by the project department. The minimum horizontal principal stressσ3 was 3.45 MPa, and orientation was S43°E. The maximum horizontal principal stress σ1 was 5.56 MPa, and orientation was N47°E; the angle between σ1and the axial direction of the tunnel was 30–50°. The middle principal stress σ2 was 4.27 MPa, which was approximately equal to the gravity caused by overlying rock mass of the tunnel. The lateral stress coefficient defined as σ1/σ2 is 1.3, and the ratio of σ3/σ1 is 0.62. The bedrock fissure water is the main source of groundwater in the tunnel, and its content is very low. There is little rainfall in dry season and temporary settlement of rainwater in rainy season, which all have few impacts on the tunnel.According to investigations and tests, the geological characteristics of the Minxian tunnel are summarized as shallow buried depth, low in situ stress, simple hydrological conditions, and no risk of water inrush. However, the geological characteristics also contain swelling clay minerals, developed foliations and joints in surrounding rocks, changeable occurrences of strata affected by regional geological movements, and that the surrounding rocks are weathered easily and broken after being exposed.


## 2.1. Tunnel Profile

The Minxian tunnel is located in Min county of Dingxi city in Gansu province, China, and it is an important control engineering of the G75 (Lanzhou–Haikou) expressway (Figure1(a)). The tunnel is a 2800 m-long separated twin-tube mountain tunnel (Figure 1(b)). The distance between left and right sides of the tunnel is a minimum of 28 m around the entrance and exit, and other positions are all over 50 m (Figure 1(c)). The maximum overburden depth of the tunnel is 287 m, and the area of cross section is about 110 m2. The blasting technique and mechanical breaking were used for the excavation of the tunnel. The three-step method with 4.8 m in length along longitudinal direction was adopted as the layout of the tunnel face.Figure 1
Profile of the Minxian tunnel. (a) G75 (Lanzhou–Haikou) expressway in China. (b) Topographic map of the Minxian tunnel. (c) Picture of the tunnel entrance.


## 2.2. Geological Conditions

Intense folding and tectonic motions in geological history resulted in complex regional structures in the project area. Under the effects of region dynamics, there are two large reverse faults (F2 and F24) filled with breccia, fault gouge, and crushed rock along the tunnel heading direction (Figure2). The occurrence of F2 is NE47°∠60°, and the width of the fracture zone is about 360 m; F24 is NE43°∠76° and about 200 m. There were still some small faults during the excavation, which caused the angular unconformity of the layered slate and led to asymmetric deformation of the tunnel.Figure 2
Longitudinal profile of the Minxian tunnel.The surrounding rock of the tunnel is mainly dominated by Permian carbonaceous slate with scattered distribution of intercalated siltstone (Figure2). The carbonaceous slate is strongly or medium weathered and a kind of slightly metamorphic rock with developed foliations (Figure 3). Thickness of single carbonaceous slate layer is about 2–5 cm. The rock mass of the tunnel is greatly fragmented under influences of developed foliations and joints (Figure 3). According to the Standard for Engineering Classification of Rock Mass, the surrounding rocks of the tunnel are classified in grade V, the worst rock mass quality.Figure 3
Strongly weathered carbonaceous slate exposed by the tunnel face.The mechanical properties of the carbonaceous slate with different dip angles of the foliation are presented in Table1. It can be seen that the dip angle of foliation has important influences on the mechanical properties of carbonaceous slate. When the angles between the foliation and load are 0° and 90°, UCS values of the carbonaceous slate are about 36 MPa. However, UCS reduces to 2.19 MPa when the angle is 60°. The anisotropic mechanical properties of carbonaceous slate make the failure mechanism of the tunnel complicated.Table 1
Mechanical properties of the carbonaceous slate.
θ (°)UCS (MPa)σt (MPa)C (MPa)E (GPa)μCarbonaceous slate035.743.254.176.540.16602.190.150.202.40—9036.531.222.0429.070.15In order to understand the mineral composition of carbonaceous slate, XRD analysis was carried out. Results indicate that carbonaceous slate is composed of siliceous, argillaceous, iron-carbonaceous minerals and terrigenous clasts, and their relative content in five samples is presented in Table2. It can be seen that main minerals of carbonaceous slate in the Minxian tunnel are quartz, illite, chlorite, and ankerite; and their relative proportions are in the range of 35.2–85%, 6.16–36.72%, 5.7–21.42%, and 0–14.4%, respectively.Table 2
Mineral composition and relative content of carbonaceous slate.
No.Relative mineral content (%)QuartzIlliteChloriteAnkeriteKaolinitePotassium feldsparSideriteHalite1/559.627.329.92.380.92/535.236.7221.423.062.21.43/565.212.286.3214.41.10.84/571.66.1616.644.60.95/5859.35.7The hydraulic fracturing method was adopted to measure in situ stresses of the tunnel by the project department. The minimum horizontal principal stressσ3 was 3.45 MPa, and orientation was S43°E. The maximum horizontal principal stress σ1 was 5.56 MPa, and orientation was N47°E; the angle between σ1and the axial direction of the tunnel was 30–50°. The middle principal stress σ2 was 4.27 MPa, which was approximately equal to the gravity caused by overlying rock mass of the tunnel. The lateral stress coefficient defined as σ1/σ2 is 1.3, and the ratio of σ3/σ1 is 0.62. The bedrock fissure water is the main source of groundwater in the tunnel, and its content is very low. There is little rainfall in dry season and temporary settlement of rainwater in rainy season, which all have few impacts on the tunnel.According to investigations and tests, the geological characteristics of the Minxian tunnel are summarized as shallow buried depth, low in situ stress, simple hydrological conditions, and no risk of water inrush. However, the geological characteristics also contain swelling clay minerals, developed foliations and joints in surrounding rocks, changeable occurrences of strata affected by regional geological movements, and that the surrounding rocks are weathered easily and broken after being exposed.


## 3. Problems Encountered during Excavation

### 3.1. Original Support Measures

The cross section shape of the tunnel is a three-centered arch. The design width and height are 12 m and 10 m, respectively. Composite support technologies were used for the surrounding rock support of the tunnel (Figure4). The primary supports included heavy HW175 steel frames (40.3 kg/m) at 0.6 m spacing along the longitudinal axis, steel mesh with the diameter of 8 mm steel, 26 cm thickness of C25 sprayed concrete, ordinary rock bolts with 25 mm in diameter, 3.5 m in length, and interval 1.0 m × 1.0 m. In addition, feet-lock anchor pipes with the diameter of 89 mm and length of 3.5 m at the bottom of steel arch were used to control subsidence of the steel frames. The 60 cm-thick reinforced concrete lining was adopted as the permanent support, which was carried out after the surface displacements of surrounding rocks being stable or when the distance from the tunnel face would reach 70 m.Figure 4
Original support measures.


### 3.2. Large Deformations of Surrounding Rocks

When the tunnel was excavated through the fault zone or the heading face approached the maximum buried depth of the tunnel, the deformation of surrounding rock mass increased greatly and continuously. In the mileage range of 235 + 478∼235 + 482 kilometres of the right tunnel, the maximum deformation of surrounding rock appeared at waist, and the cumulative value reached 300 mm during seven days. With the deformation increasing, the sprayed concrete began to crack and steel frames deformed gradually. Two months later, the maximum crown settlement and deformation of sidewall reached 400 mm and 1200 mm, respectively (Figure5). Then, the failed primary supports had to be removed and replaced.Figure 5
Large deformations of surrounding rocks. (a) Crown settlement. (b) Large deformation of surrounding rock at left shoulder.
(a)(b)As can be seen from field surveys, the evolution process of surrounding rock deformations and failure of support structures could be divided into six stages (Figure6): (1) partial collapse of the tunnel face, (2) local deformation of surrounding rock, (3) cracking and falling off of sprayed concrete, (4) distortion of steel frames, (5) large-area failure of shotcrete, and (6) secondary lining cracking.Figure 6
Failure process of the tunnel support system. (a) Tunneling face collapse. (b) Local deformation. (c) Cracking and falling off of sprayed concrete. (d) Distortion of steel frame. (e) Large-area failure of sprayed concrete. (f) Secondary lining cracking.
(a)(b)(c)(d)(e)(f)


### 3.3. Influences on Tunnel Construction

The construction of the tunnel began in March 2016. The advancing distance is 1.2 m in each cycle. When rock mass was hard or unbroken, blasting would be used for the excavation, while jackdrill is used for soft or broken rock mass. From March 2016 to March 2018, the total excavated length was 813 m in the left tunnel. The average velocity was 1.08 m/d during 25 months. However, since the working face approached the fault zone, original support system could not control continuous deformations of surrounding rocks, and failure of primary supports occurred frequently. The replacement ratio of steel frame reached 46% during this period. A total length of 72 m was advanced from April to November 2018. The average velocity was 0.3 m/d during eight months, which slowed progress of the project seriously and increased cost greatly. Moreover, there were a wide range of cracks gradually on the secondary lining (Figure7(a)) due to failure of primary supports and the sustained deformation of the surrounding rock. In order to replace the cracked secondary lining located in the mileage range of 235 + 442∼235 + 480 km (Figure 7(c)), the temporary reinforcement support using steel frame was installed (Figure 7(b)) and the heading face of the left tunnel had to be shut down in December 2018. The total cost of reconstruction of 38 m length reached $1.7 million.Figure 7
Failure and replacement of permanent lining in the left tunnel. (a) Cracking of the lining. (b) Temporary steel frame reinforcement support. (c) Reconstruction of the lining.
(a)(b)(c)


## 3.1. Original Support Measures

The cross section shape of the tunnel is a three-centered arch. The design width and height are 12 m and 10 m, respectively. Composite support technologies were used for the surrounding rock support of the tunnel (Figure4). The primary supports included heavy HW175 steel frames (40.3 kg/m) at 0.6 m spacing along the longitudinal axis, steel mesh with the diameter of 8 mm steel, 26 cm thickness of C25 sprayed concrete, ordinary rock bolts with 25 mm in diameter, 3.5 m in length, and interval 1.0 m × 1.0 m. In addition, feet-lock anchor pipes with the diameter of 89 mm and length of 3.5 m at the bottom of steel arch were used to control subsidence of the steel frames. The 60 cm-thick reinforced concrete lining was adopted as the permanent support, which was carried out after the surface displacements of surrounding rocks being stable or when the distance from the tunnel face would reach 70 m.Figure 4
Original support measures.


## 3.2. Large Deformations of Surrounding Rocks

When the tunnel was excavated through the fault zone or the heading face approached the maximum buried depth of the tunnel, the deformation of surrounding rock mass increased greatly and continuously. In the mileage range of 235 + 478∼235 + 482 kilometres of the right tunnel, the maximum deformation of surrounding rock appeared at waist, and the cumulative value reached 300 mm during seven days. With the deformation increasing, the sprayed concrete began to crack and steel frames deformed gradually. Two months later, the maximum crown settlement and deformation of sidewall reached 400 mm and 1200 mm, respectively (Figure5). Then, the failed primary supports had to be removed and replaced.Figure 5
Large deformations of surrounding rocks. (a) Crown settlement. (b) Large deformation of surrounding rock at left shoulder.
(a)(b)As can be seen from field surveys, the evolution process of surrounding rock deformations and failure of support structures could be divided into six stages (Figure6): (1) partial collapse of the tunnel face, (2) local deformation of surrounding rock, (3) cracking and falling off of sprayed concrete, (4) distortion of steel frames, (5) large-area failure of shotcrete, and (6) secondary lining cracking.Figure 6
Failure process of the tunnel support system. (a) Tunneling face collapse. (b) Local deformation. (c) Cracking and falling off of sprayed concrete. (d) Distortion of steel frame. (e) Large-area failure of sprayed concrete. (f) Secondary lining cracking.
(a)(b)(c)(d)(e)(f)


## 3.3. Influences on Tunnel Construction

The construction of the tunnel began in March 2016. The advancing distance is 1.2 m in each cycle. When rock mass was hard or unbroken, blasting would be used for the excavation, while jackdrill is used for soft or broken rock mass. From March 2016 to March 2018, the total excavated length was 813 m in the left tunnel. The average velocity was 1.08 m/d during 25 months. However, since the working face approached the fault zone, original support system could not control continuous deformations of surrounding rocks, and failure of primary supports occurred frequently. The replacement ratio of steel frame reached 46% during this period. A total length of 72 m was advanced from April to November 2018. The average velocity was 0.3 m/d during eight months, which slowed progress of the project seriously and increased cost greatly. Moreover, there were a wide range of cracks gradually on the secondary lining (Figure7(a)) due to failure of primary supports and the sustained deformation of the surrounding rock. In order to replace the cracked secondary lining located in the mileage range of 235 + 442∼235 + 480 km (Figure 7(c)), the temporary reinforcement support using steel frame was installed (Figure 7(b)) and the heading face of the left tunnel had to be shut down in December 2018. The total cost of reconstruction of 38 m length reached $1.7 million.Figure 7
Failure and replacement of permanent lining in the left tunnel. (a) Cracking of the lining. (b) Temporary steel frame reinforcement support. (c) Reconstruction of the lining.
(a)(b)(c)


## 4. Key Techniques of Constant Resistance and Yielding Support

### 4.1. Deformation Mechanism of the Surrounding Rock

According to results of XRD analysis, there is a certain amount of illite in the mineral composition of the carbonaceous slate. Illite is a kind of swelling mineral, and the mechanism is that crystal cells with certain distances are prone to increasing the volume of crystals by absorbing water molecules [15]. The exposed surrounding rocks to such mineral are usually easy to be weathered, softened, and fissured.As mentioned in Section2.2, when the heading face approached drainage divide of the mountain, the deformation of surrounding rock increased greatly. According to field investigation and statistics, when overburden thickness of the tunnel was less than 200 m, average deformation of surrounding rock is 400 mm, and the maximum deformation value is 850 mm. However, when the overburden thickness is greater than 200 m, the average deformation is 750 mm, and the maximum deformation value is 1200 mm. The results indicate that deformation degree of surrounding rock is related to the buried depth. Moreover, the deformation of surrounding rock has significant asymmetry. There are different deformation values at both sides of the tunnel, even at different positions around the cross section (e.g., vault, shoulders, sidewalls, or arc feet) due to highly developed weak structure surfaces and foliations. As shown in Figure 8, there are mainly three structural failure types in the Minxian tunnel: (1) The thin rock slabs of carbonaceous slate are bent under the radial concentrated stress when the normal direction of the rock slabs is in line with the radial direction of the tunnel. (2) When the normal direction of strata is perpendicular to the radial direction of the tunnel, interlayer sliding occurs under the radial concentrated stress due to the smooth bedding surface. (3) Crushing failure of local rock blocks and key positions around the tunnel happens under uneven and high circumferential concentrated stress, which causes lumps off-falling or collapse of the tunnel face.Figure 8
Three failure types of surrounding rocks in the tunnel. (a) Thin rock slab bending. (b) Interlayer shearing. (c) Local failure of rock blocks.To sum up, the large deformation mechanism of surrounding rock of the Minxian tunnel can be determined as water-absorbing swelling molecules of soft rock and stress-induced asymmetric structural deformation of surrounding rock.


### 4.2. Control Principles

Referring to the current research results for large deformation of the soft rock tunnel in the world and aiming at the deformation mechanism of surrounding rock in the Minxian tunnel, the control principles of new support measures are present as follows: (1) In order to prevent local unstable positions on surface of surrounding rock from lumps off-falling and collapsing and the exposed rock mass from water-absorbing swelling and weathering, the exposed surface of surrounding rock should be closed in time. (2) In order to utilize the self-sustaining capacity of surrounding rock as much as possible, the integrity, stiffness, and strength of jointed rock mass should be improved. (3) In order to reduce loads acting on support system, the accumulated deformation energy in the surrounding rock should be released moderately. (4) In order to limit continuous deformation of surrounding rock, the working resistance of the support system should be increased.


### 4.3. Constant Resistance and Large Deformation (CRLD) Anchor Cable

As mentioned in Introduction, the current flexible support technologies always have high deformation stiffness but small support strength. However, the rigid support technologies have high strength but small deformation stiffness, and both flexible and rigid supports are usually constructed separately, which reduces effect of their combination. In order to combine the yielding and rigid characteristics together better, He et al. [16] developed a novel energy-absorbing bolt (cable) possessing ultrahigh energy-absorbing capacity and high constant resistance, namely, “He bolt” or “constant resistance and large deformation (CRLD) anchor cable.”Figure9 shows the structure diagram of the CRLD cable (Figure 9(a)) and the real product picture (Figure 9(b)). It consists of a stranded steel wire, a lockset device, a steel tray, and a constant resistance body including a piston-like cone installed on the stranded steel wire and a sleeve pipe with its inner diameter slightly smaller than the diameter of the large-end diameter of the cone.Figure 9
CRLD anchor cable. (a) Structure diagram. (b) Real product picture.
(a)(b)The working principle of the CRLD anchor cable is shown in Figure10. When the external load caused by the surrounding rock deformation is smaller than working resistance of CRLD anchor cable, the tunnel is stable and the steel wire gives rise to elastic deformation. With the increase of surrounding rock deformation, the external load will be equal to working resistance of the CRLD anchor cable that is dependent on the elastic property of the sleeve pipe, structure of the cone body, and friction properties of the interface between the cone and sleeve pipe. Then the sleeve pipe will slip along the movement direction of surrounding rock deformation. The slippage of sleeve pipe is actually the process of energy releasing of surrounding rock and elongation and energy absorbing of the CRLD anchor cable. During the process of slippage, the working resistance of the CRLD anchor cable remains constant. It is noted that the working resistance of the CRLD anchor cable (i.e., threshold of constant resistance body sliding) is smaller than elastic limit of the stranded steel wire, which makes only the steel wire to deform elastically under the external load.Figure 10
Working principle of the CRLD anchor cable. (a) Pretightening state. (b) Working state. (c) Ultimate state.


### 4.4. Key Techniques

The improved combined support method based on the CRLD anchor cables was proposed to control large deformation of the surrounding rock in the Minxian tunnel. Four arrangement designs including different steel types and anchor cable spacing were preliminarily identified and conducted in field, respectively. According to the field testing results, an optimal support scheme was determined. The section layout of the selected support technology is shown in Figure11, and the details are described as follows.Figure 11
The new constant resistance and yielding support technology. (a) First section. (b) Second section.
(a)(b)


#### 4.4.1. Advanced Support

In view of the jointed rock mass, in order to prevent the collapse of rock mass around the tunnel face, the front canopy using the steel pipe was adopted as the advanced support with 3.0 m in length, 42 mm in diameter, a ring spacing of 0.3 m, and a longitudinal pitch of 1.2 m.


#### 4.4.2. Quickly Spraying Concrete

According to the control principle (1) mentioned in Section4.2, 30 mm-thick shotcrete was sprayed immediately on surface of exposed surrounding rock mass after the cross section of the tunnel being excavated (Figure 12(b)), which could improve the stabilization of rock blocks on surface of surrounding rock and effectively prevent weathering of exposed rock mass.Figure 12
Field construction pictures of the new support technology. (a) Outfit of CRLD cable system. (b) Finished CRLD anchor cables. (c) I20 steel frames. (d) Sprayed concrete with a thickness of 26 cm.
(a)(b)(c)(d)


#### 4.4.3. Short CRLD Anchor Cable

Under the influence of excavation unloading and stress concentration, the rock mass around the tunnel is more broken, and the bearing capacity reduces greatly. In order to understand state of the surrounding rock, the acoustic testing method was used to examine the range of excavation disturbance [17]. The distance between two testing points is 0.5 m, and the maximum testing depth of each borehole is 30 m. A typical test result is shown in Figure 13. It can be seen that the acoustic velocity fluctuates greatly in the range of 1000 m/s to 3000 m/s, which indicates that the surrounding rock has a high degree of nonuniformity and breakage. According to the obtained cores and acoustic test results, the surrounding rock can be divided into four zones: (1) concrete lining, from surface to 1.5 m, has an average acoustic velocity of 1500 m/s; (2) fractured zone, from 1.5 m to 4 m, has an average acoustic velocity of 1185 m/s; (3) plastic zone, from 4 m to 10 m, has an average acoustic velocity of 1586 m/s; and (4) undisturbed zone (deeper than 10 m) has an average acoustic velocity of 1808 m/s.Figure 13
Acoustic wave testing result.According to control principle (2), short CRLD anchor cables with 7.0 m in length, 1.2 m in longitudinal spacing, and 1.0 m in circumferential spacing were installed immediately on the designed cross section after the previous shotcrete being finished (Figure12(b)). The 300 kN pretightening force was applied to impose the initial constraints on the surrounding rock. On the one hand, the short CRLD cables can anchor several thin rock slabs together to form thick composite slab, which will improve the bending stiffness of the shallow surrounding rock greatly. On the other hand, the combination of short CRLD cables can form a bearing arc zone around the cross section of the tunnel, which will increase the self-bearing capacity of the shallow surrounding rock significantly.


#### 4.4.4. Long CRLD Anchor Cable

According to the acoustic test results, the range of excavation disturbance zone can be considered to be within 10 m from the surface of the surrounding rock. In order to control the stability of surrounding rock within the relaxation zone, the strength of rock mass in deep stable zone must be mobilized. Thus, long CRLD anchor cables with 12.3 m length, 1.2 m longitudinal spacing, and 2.0 m circumferential spacing were constructed on the next cross section with 0.6 m spacing along tunneling direction (Figure12(b)). The pretightening force was also 300 kN. Meanwhile, several reinforced long CRLD anchor cables were installed on left or right shoulder of the first step according to the dip direction of the surrounding rocks to improve the deformation stiffness of key positions. The group of long CRLD anchor cables can not only absorb the deformation energy of rock mass and release the stress of surrounding rock through slippage of sleeve pipe, but also apply constant resistance to the surrounding rock to limit its continuous deformation at the same time.


#### 4.4.5. Preset Deformation and Double-Layered Rigid Supports

According to the control principle (3), in order to release deformation energy of surrounding rock, an appropriate amount of deformation should be allowed. The preset deformation between surrounding rock and next rigid support was 20–30 cm.According to the control principle (4), the passive rigid support should be used to provide higher support strength. The double-layered rigid supports were then constructed. The I20a steel frame was adopted as the first layer rigid support with 0.6 m spacing (Figure12(c)). 26 cm-thick shotcrete was used as the second layer of the rigid support, and the field effect after spraying is shown in Figure 12(d).


#### 4.4.6. Permanent Lining

The permanent lining should be constructed once the convergence deformation of surrounding rock tended to be stable. The waterproof cloth was installed, and 50 cm-thick steel reinforced concrete lining was then casted (Figure14).Figure 14
Permanent lining. (a) 50 cm reinforced concrete lining. (b) Finished tunnel.
(a)(b)


## 4.1. Deformation Mechanism of the Surrounding Rock

According to results of XRD analysis, there is a certain amount of illite in the mineral composition of the carbonaceous slate. Illite is a kind of swelling mineral, and the mechanism is that crystal cells with certain distances are prone to increasing the volume of crystals by absorbing water molecules [15]. The exposed surrounding rocks to such mineral are usually easy to be weathered, softened, and fissured.As mentioned in Section2.2, when the heading face approached drainage divide of the mountain, the deformation of surrounding rock increased greatly. According to field investigation and statistics, when overburden thickness of the tunnel was less than 200 m, average deformation of surrounding rock is 400 mm, and the maximum deformation value is 850 mm. However, when the overburden thickness is greater than 200 m, the average deformation is 750 mm, and the maximum deformation value is 1200 mm. The results indicate that deformation degree of surrounding rock is related to the buried depth. Moreover, the deformation of surrounding rock has significant asymmetry. There are different deformation values at both sides of the tunnel, even at different positions around the cross section (e.g., vault, shoulders, sidewalls, or arc feet) due to highly developed weak structure surfaces and foliations. As shown in Figure 8, there are mainly three structural failure types in the Minxian tunnel: (1) The thin rock slabs of carbonaceous slate are bent under the radial concentrated stress when the normal direction of the rock slabs is in line with the radial direction of the tunnel. (2) When the normal direction of strata is perpendicular to the radial direction of the tunnel, interlayer sliding occurs under the radial concentrated stress due to the smooth bedding surface. (3) Crushing failure of local rock blocks and key positions around the tunnel happens under uneven and high circumferential concentrated stress, which causes lumps off-falling or collapse of the tunnel face.Figure 8
Three failure types of surrounding rocks in the tunnel. (a) Thin rock slab bending. (b) Interlayer shearing. (c) Local failure of rock blocks.To sum up, the large deformation mechanism of surrounding rock of the Minxian tunnel can be determined as water-absorbing swelling molecules of soft rock and stress-induced asymmetric structural deformation of surrounding rock.


## 4.2. Control Principles

Referring to the current research results for large deformation of the soft rock tunnel in the world and aiming at the deformation mechanism of surrounding rock in the Minxian tunnel, the control principles of new support measures are present as follows: (1) In order to prevent local unstable positions on surface of surrounding rock from lumps off-falling and collapsing and the exposed rock mass from water-absorbing swelling and weathering, the exposed surface of surrounding rock should be closed in time. (2) In order to utilize the self-sustaining capacity of surrounding rock as much as possible, the integrity, stiffness, and strength of jointed rock mass should be improved. (3) In order to reduce loads acting on support system, the accumulated deformation energy in the surrounding rock should be released moderately. (4) In order to limit continuous deformation of surrounding rock, the working resistance of the support system should be increased.


## 4.3. Constant Resistance and Large Deformation (CRLD) Anchor Cable

As mentioned in Introduction, the current flexible support technologies always have high deformation stiffness but small support strength. However, the rigid support technologies have high strength but small deformation stiffness, and both flexible and rigid supports are usually constructed separately, which reduces effect of their combination. In order to combine the yielding and rigid characteristics together better, He et al. [16] developed a novel energy-absorbing bolt (cable) possessing ultrahigh energy-absorbing capacity and high constant resistance, namely, “He bolt” or “constant resistance and large deformation (CRLD) anchor cable.”Figure9 shows the structure diagram of the CRLD cable (Figure 9(a)) and the real product picture (Figure 9(b)). It consists of a stranded steel wire, a lockset device, a steel tray, and a constant resistance body including a piston-like cone installed on the stranded steel wire and a sleeve pipe with its inner diameter slightly smaller than the diameter of the large-end diameter of the cone.Figure 9
CRLD anchor cable. (a) Structure diagram. (b) Real product picture.
(a)(b)The working principle of the CRLD anchor cable is shown in Figure10. When the external load caused by the surrounding rock deformation is smaller than working resistance of CRLD anchor cable, the tunnel is stable and the steel wire gives rise to elastic deformation. With the increase of surrounding rock deformation, the external load will be equal to working resistance of the CRLD anchor cable that is dependent on the elastic property of the sleeve pipe, structure of the cone body, and friction properties of the interface between the cone and sleeve pipe. Then the sleeve pipe will slip along the movement direction of surrounding rock deformation. The slippage of sleeve pipe is actually the process of energy releasing of surrounding rock and elongation and energy absorbing of the CRLD anchor cable. During the process of slippage, the working resistance of the CRLD anchor cable remains constant. It is noted that the working resistance of the CRLD anchor cable (i.e., threshold of constant resistance body sliding) is smaller than elastic limit of the stranded steel wire, which makes only the steel wire to deform elastically under the external load.Figure 10
Working principle of the CRLD anchor cable. (a) Pretightening state. (b) Working state. (c) Ultimate state.


## 4.4. Key Techniques

The improved combined support method based on the CRLD anchor cables was proposed to control large deformation of the surrounding rock in the Minxian tunnel. Four arrangement designs including different steel types and anchor cable spacing were preliminarily identified and conducted in field, respectively. According to the field testing results, an optimal support scheme was determined. The section layout of the selected support technology is shown in Figure11, and the details are described as follows.Figure 11
The new constant resistance and yielding support technology. (a) First section. (b) Second section.
(a)(b)


### 4.4.1. Advanced Support

In view of the jointed rock mass, in order to prevent the collapse of rock mass around the tunnel face, the front canopy using the steel pipe was adopted as the advanced support with 3.0 m in length, 42 mm in diameter, a ring spacing of 0.3 m, and a longitudinal pitch of 1.2 m.


### 4.4.2. Quickly Spraying Concrete

According to the control principle (1) mentioned in Section4.2, 30 mm-thick shotcrete was sprayed immediately on surface of exposed surrounding rock mass after the cross section of the tunnel being excavated (Figure 12(b)), which could improve the stabilization of rock blocks on surface of surrounding rock and effectively prevent weathering of exposed rock mass.Figure 12
Field construction pictures of the new support technology. (a) Outfit of CRLD cable system. (b) Finished CRLD anchor cables. (c) I20 steel frames. (d) Sprayed concrete with a thickness of 26 cm.
(a)(b)(c)(d)


### 4.4.3. Short CRLD Anchor Cable

Under the influence of excavation unloading and stress concentration, the rock mass around the tunnel is more broken, and the bearing capacity reduces greatly. In order to understand state of the surrounding rock, the acoustic testing method was used to examine the range of excavation disturbance [17]. The distance between two testing points is 0.5 m, and the maximum testing depth of each borehole is 30 m. A typical test result is shown in Figure 13. It can be seen that the acoustic velocity fluctuates greatly in the range of 1000 m/s to 3000 m/s, which indicates that the surrounding rock has a high degree of nonuniformity and breakage. According to the obtained cores and acoustic test results, the surrounding rock can be divided into four zones: (1) concrete lining, from surface to 1.5 m, has an average acoustic velocity of 1500 m/s; (2) fractured zone, from 1.5 m to 4 m, has an average acoustic velocity of 1185 m/s; (3) plastic zone, from 4 m to 10 m, has an average acoustic velocity of 1586 m/s; and (4) undisturbed zone (deeper than 10 m) has an average acoustic velocity of 1808 m/s.Figure 13
Acoustic wave testing result.According to control principle (2), short CRLD anchor cables with 7.0 m in length, 1.2 m in longitudinal spacing, and 1.0 m in circumferential spacing were installed immediately on the designed cross section after the previous shotcrete being finished (Figure12(b)). The 300 kN pretightening force was applied to impose the initial constraints on the surrounding rock. On the one hand, the short CRLD cables can anchor several thin rock slabs together to form thick composite slab, which will improve the bending stiffness of the shallow surrounding rock greatly. On the other hand, the combination of short CRLD cables can form a bearing arc zone around the cross section of the tunnel, which will increase the self-bearing capacity of the shallow surrounding rock significantly.


### 4.4.4. Long CRLD Anchor Cable

According to the acoustic test results, the range of excavation disturbance zone can be considered to be within 10 m from the surface of the surrounding rock. In order to control the stability of surrounding rock within the relaxation zone, the strength of rock mass in deep stable zone must be mobilized. Thus, long CRLD anchor cables with 12.3 m length, 1.2 m longitudinal spacing, and 2.0 m circumferential spacing were constructed on the next cross section with 0.6 m spacing along tunneling direction (Figure12(b)). The pretightening force was also 300 kN. Meanwhile, several reinforced long CRLD anchor cables were installed on left or right shoulder of the first step according to the dip direction of the surrounding rocks to improve the deformation stiffness of key positions. The group of long CRLD anchor cables can not only absorb the deformation energy of rock mass and release the stress of surrounding rock through slippage of sleeve pipe, but also apply constant resistance to the surrounding rock to limit its continuous deformation at the same time.


### 4.4.5. Preset Deformation and Double-Layered Rigid Supports

According to the control principle (3), in order to release deformation energy of surrounding rock, an appropriate amount of deformation should be allowed. The preset deformation between surrounding rock and next rigid support was 20–30 cm.According to the control principle (4), the passive rigid support should be used to provide higher support strength. The double-layered rigid supports were then constructed. The I20a steel frame was adopted as the first layer rigid support with 0.6 m spacing (Figure12(c)). 26 cm-thick shotcrete was used as the second layer of the rigid support, and the field effect after spraying is shown in Figure 12(d).


### 4.4.6. Permanent Lining

The permanent lining should be constructed once the convergence deformation of surrounding rock tended to be stable. The waterproof cloth was installed, and 50 cm-thick steel reinforced concrete lining was then casted (Figure14).Figure 14
Permanent lining. (a) 50 cm reinforced concrete lining. (b) Finished tunnel.
(a)(b)


## 4.4.1. Advanced Support

In view of the jointed rock mass, in order to prevent the collapse of rock mass around the tunnel face, the front canopy using the steel pipe was adopted as the advanced support with 3.0 m in length, 42 mm in diameter, a ring spacing of 0.3 m, and a longitudinal pitch of 1.2 m.


## 4.4.2. Quickly Spraying Concrete

According to the control principle (1) mentioned in Section4.2, 30 mm-thick shotcrete was sprayed immediately on surface of exposed surrounding rock mass after the cross section of the tunnel being excavated (Figure 12(b)), which could improve the stabilization of rock blocks on surface of surrounding rock and effectively prevent weathering of exposed rock mass.Figure 12
Field construction pictures of the new support technology. (a) Outfit of CRLD cable system. (b) Finished CRLD anchor cables. (c) I20 steel frames. (d) Sprayed concrete with a thickness of 26 cm.
(a)(b)(c)(d)


## 4.4.3. Short CRLD Anchor Cable

Under the influence of excavation unloading and stress concentration, the rock mass around the tunnel is more broken, and the bearing capacity reduces greatly. In order to understand state of the surrounding rock, the acoustic testing method was used to examine the range of excavation disturbance [17]. The distance between two testing points is 0.5 m, and the maximum testing depth of each borehole is 30 m. A typical test result is shown in Figure 13. It can be seen that the acoustic velocity fluctuates greatly in the range of 1000 m/s to 3000 m/s, which indicates that the surrounding rock has a high degree of nonuniformity and breakage. According to the obtained cores and acoustic test results, the surrounding rock can be divided into four zones: (1) concrete lining, from surface to 1.5 m, has an average acoustic velocity of 1500 m/s; (2) fractured zone, from 1.5 m to 4 m, has an average acoustic velocity of 1185 m/s; (3) plastic zone, from 4 m to 10 m, has an average acoustic velocity of 1586 m/s; and (4) undisturbed zone (deeper than 10 m) has an average acoustic velocity of 1808 m/s.Figure 13
Acoustic wave testing result.According to control principle (2), short CRLD anchor cables with 7.0 m in length, 1.2 m in longitudinal spacing, and 1.0 m in circumferential spacing were installed immediately on the designed cross section after the previous shotcrete being finished (Figure12(b)). The 300 kN pretightening force was applied to impose the initial constraints on the surrounding rock. On the one hand, the short CRLD cables can anchor several thin rock slabs together to form thick composite slab, which will improve the bending stiffness of the shallow surrounding rock greatly. On the other hand, the combination of short CRLD cables can form a bearing arc zone around the cross section of the tunnel, which will increase the self-bearing capacity of the shallow surrounding rock significantly.


## 4.4.4. Long CRLD Anchor Cable

According to the acoustic test results, the range of excavation disturbance zone can be considered to be within 10 m from the surface of the surrounding rock. In order to control the stability of surrounding rock within the relaxation zone, the strength of rock mass in deep stable zone must be mobilized. Thus, long CRLD anchor cables with 12.3 m length, 1.2 m longitudinal spacing, and 2.0 m circumferential spacing were constructed on the next cross section with 0.6 m spacing along tunneling direction (Figure12(b)). The pretightening force was also 300 kN. Meanwhile, several reinforced long CRLD anchor cables were installed on left or right shoulder of the first step according to the dip direction of the surrounding rocks to improve the deformation stiffness of key positions. The group of long CRLD anchor cables can not only absorb the deformation energy of rock mass and release the stress of surrounding rock through slippage of sleeve pipe, but also apply constant resistance to the surrounding rock to limit its continuous deformation at the same time.


## 4.4.5. Preset Deformation and Double-Layered Rigid Supports

According to the control principle (3), in order to release deformation energy of surrounding rock, an appropriate amount of deformation should be allowed. The preset deformation between surrounding rock and next rigid support was 20–30 cm.According to the control principle (4), the passive rigid support should be used to provide higher support strength. The double-layered rigid supports were then constructed. The I20a steel frame was adopted as the first layer rigid support with 0.6 m spacing (Figure12(c)). 26 cm-thick shotcrete was used as the second layer of the rigid support, and the field effect after spraying is shown in Figure 12(d).


## 4.4.6. Permanent Lining

The permanent lining should be constructed once the convergence deformation of surrounding rock tended to be stable. The waterproof cloth was installed, and 50 cm-thick steel reinforced concrete lining was then casted (Figure14).Figure 14
Permanent lining. (a) 50 cm reinforced concrete lining. (b) Finished tunnel.
(a)(b)


## 5. Monitoring of Deformations and Stresses

### 5.1. Monitoring Scheme

A complete monitoring scheme can provide basic data for implementation of tunnel support and check whether the new measure is effective. The section at Chainage km 235 + 495 of the right tunnel was arranged as the monitoring station. The monitoring data include first contact stress (FCS) between surrounding rock and rigid support, second contact stress (SCS) between primary support and permanent lining through seven earth pressure cells, and surface displacement (SD) of surrounding rock. Attitude of strata and seven monitoring points are shown in Figure15.Figure 15
Monitoring scheme of the new support technology. (a) Monitoring section (km 235 + 495) and points. (b) An earth pressure cell. (c) Installation of the first contact stress sensor. (d) Installation of the second contact stress sensor.
(a)(b)(c)(d)


### 5.2. Surface Displacements

A total of 78 days were measured until the permanent lining being constructed. Among them, there is a period of downtime for 30 days. The monitoring results of seven points are shown in Figure16. The total convergence deformation of surrounding rocks decreased significantly under the control of new yielding support with constant resistance. The deformations of all monitoring points were within 100 mm after the surrounding rock being stable. It means that this new support measure can effectively control large deformation of surrounding rock in the Minxian tunnel. The maximum deformation appeared at the right shoulder since the angle between the CRLD anchor cable and strata inclination was smallest. On the contrary, almost minimum deformation occurred at the left shoulder due to the larger angle and flexural rigidity. The excavation of three steps and bottom arch has a great influence on deformation of surrounding rock, which resulted in the deformation rate reaching 6–20 mm/d because every construction behavior will cause certain disturbance to the surrounding rock and break the existing balanced state.Figure 16
Monitoring curves of surface displacements vs. times using new support technology.After removing the impact of downtime, it can be estimated that the surrounding rock was in a period of rapid deformation within 20 days after the construction of primary supports (no permanent lining). The average movement rate of surrounding rock was 5–10 mm/d. The surrounding rock was in a period of slow deformation in range of 20–35 days, and the average deformation rate of surrounding rock was 3–5 mm/d. The deformation of surrounding rock tends to be stable after 35 days, corresponding to 40 m delay distance between the monitoring section and the tunnel face.


### 5.3. First Contact Stresses

In order to understand support effect of the new measures better, comparison of FCS monitoring curves under two support methods was conducted (Figure17). It is noted that the monitoring curve of the original support was provided by the project department [17]. The maximum FCS appeared at the right shoulder of the tunnel using the original support method, and its value was 0.303 MPa because this position had the maximum deformation of surrounding rock due to bending of layered strata. However, under the opposite dip direction of strata, the maximum FCS also occurred at the right shoulder of the tunnel using the new support system, and its value was 0.255 MPa since this position had the maximum deformation of surrounding rock due to interlayer sliding. As mentioned in Section 5.2, the anchor effect was influenced by the angle between CRLD anchor cable and strata inclination. Compared with the original support, the maximum FCS of new support was reduced by 16%. The distribution law of FCSes was consistent with deformation of surrounding rocks, that is, larger surrounding rock deformation, greater FCS. Stress was more easily disturbed by various construction behaviors. Thus, the stability time of FCSes was longer than surrounding rock deformation. It took 141 days for the stabilization of the maximum FCS.Figure 17
Monitoring curves of FCSes vs. times using (a) original and (b) new support technologies.
(a)(b)


### 5.4. Second Contact Stresses

The monitoring curves of SCSes using original and new support methods are shown in Figure18. It is noted that the monitoring curve of original support was provided by the project department [17].Figure 18
Monitoring curves of SCSes vs. times using (a) original and (b) new support technologies.
(a)(b)The current maximum SCS using original support measure was 0.239 MPa, and the value was still unstable. According to the development trend of curves (Figure18(a)), it can be estimated that the stabilized maximum SCS will appear at the right shoulder of the tunnel. The stabilized maximum SCS using the new support method occurred at right sidewall, and its value was 0.226 MPa. The SCSes reduced greatly after using new support technologies.The SCSes increased rapidly in the early stage (0–10 days) after casting concrete due to the influence of hydration heat. Since the concrete at bottom of the lining was denser than at the top, there was bigger hydration thermal stress at bottom of the lining. Therefore, the SCS of the vault was smaller than other points although its deformation and FCS were greater. Different construction behavior had different effects on SCSes. When the working jumbo for the lining pouring was removed, the SCSes decreased suddenly due to the unloading effect. However, excavation of bottom inverted arch and construction of the next lining resulted in increasing SCSes. When the distance between monitoring station and tunnel face was more than 128–140 m, the SCSes tended to be stable gradually, corresponding to 60–70 days after the lining being poured.


## 5.1. Monitoring Scheme

A complete monitoring scheme can provide basic data for implementation of tunnel support and check whether the new measure is effective. The section at Chainage km 235 + 495 of the right tunnel was arranged as the monitoring station. The monitoring data include first contact stress (FCS) between surrounding rock and rigid support, second contact stress (SCS) between primary support and permanent lining through seven earth pressure cells, and surface displacement (SD) of surrounding rock. Attitude of strata and seven monitoring points are shown in Figure15.Figure 15
Monitoring scheme of the new support technology. (a) Monitoring section (km 235 + 495) and points. (b) An earth pressure cell. (c) Installation of the first contact stress sensor. (d) Installation of the second contact stress sensor.
(a)(b)(c)(d)


## 5.2. Surface Displacements

A total of 78 days were measured until the permanent lining being constructed. Among them, there is a period of downtime for 30 days. The monitoring results of seven points are shown in Figure16. The total convergence deformation of surrounding rocks decreased significantly under the control of new yielding support with constant resistance. The deformations of all monitoring points were within 100 mm after the surrounding rock being stable. It means that this new support measure can effectively control large deformation of surrounding rock in the Minxian tunnel. The maximum deformation appeared at the right shoulder since the angle between the CRLD anchor cable and strata inclination was smallest. On the contrary, almost minimum deformation occurred at the left shoulder due to the larger angle and flexural rigidity. The excavation of three steps and bottom arch has a great influence on deformation of surrounding rock, which resulted in the deformation rate reaching 6–20 mm/d because every construction behavior will cause certain disturbance to the surrounding rock and break the existing balanced state.Figure 16
Monitoring curves of surface displacements vs. times using new support technology.After removing the impact of downtime, it can be estimated that the surrounding rock was in a period of rapid deformation within 20 days after the construction of primary supports (no permanent lining). The average movement rate of surrounding rock was 5–10 mm/d. The surrounding rock was in a period of slow deformation in range of 20–35 days, and the average deformation rate of surrounding rock was 3–5 mm/d. The deformation of surrounding rock tends to be stable after 35 days, corresponding to 40 m delay distance between the monitoring section and the tunnel face.


## 5.3. First Contact Stresses

In order to understand support effect of the new measures better, comparison of FCS monitoring curves under two support methods was conducted (Figure17). It is noted that the monitoring curve of the original support was provided by the project department [17]. The maximum FCS appeared at the right shoulder of the tunnel using the original support method, and its value was 0.303 MPa because this position had the maximum deformation of surrounding rock due to bending of layered strata. However, under the opposite dip direction of strata, the maximum FCS also occurred at the right shoulder of the tunnel using the new support system, and its value was 0.255 MPa since this position had the maximum deformation of surrounding rock due to interlayer sliding. As mentioned in Section 5.2, the anchor effect was influenced by the angle between CRLD anchor cable and strata inclination. Compared with the original support, the maximum FCS of new support was reduced by 16%. The distribution law of FCSes was consistent with deformation of surrounding rocks, that is, larger surrounding rock deformation, greater FCS. Stress was more easily disturbed by various construction behaviors. Thus, the stability time of FCSes was longer than surrounding rock deformation. It took 141 days for the stabilization of the maximum FCS.Figure 17
Monitoring curves of FCSes vs. times using (a) original and (b) new support technologies.
(a)(b)


## 5.4. Second Contact Stresses

The monitoring curves of SCSes using original and new support methods are shown in Figure18. It is noted that the monitoring curve of original support was provided by the project department [17].Figure 18
Monitoring curves of SCSes vs. times using (a) original and (b) new support technologies.
(a)(b)The current maximum SCS using original support measure was 0.239 MPa, and the value was still unstable. According to the development trend of curves (Figure18(a)), it can be estimated that the stabilized maximum SCS will appear at the right shoulder of the tunnel. The stabilized maximum SCS using the new support method occurred at right sidewall, and its value was 0.226 MPa. The SCSes reduced greatly after using new support technologies.The SCSes increased rapidly in the early stage (0–10 days) after casting concrete due to the influence of hydration heat. Since the concrete at bottom of the lining was denser than at the top, there was bigger hydration thermal stress at bottom of the lining. Therefore, the SCS of the vault was smaller than other points although its deformation and FCS were greater. Different construction behavior had different effects on SCSes. When the working jumbo for the lining pouring was removed, the SCSes decreased suddenly due to the unloading effect. However, excavation of bottom inverted arch and construction of the next lining resulted in increasing SCSes. When the distance between monitoring station and tunnel face was more than 128–140 m, the SCSes tended to be stable gradually, corresponding to 60–70 days after the lining being poured.


## 6. Conclusions

In this paper, a case study on control measures of large deformation in the Minxian tunnel was introduced and the following conclusions can be drawn:(1)
Through laboratory analysis of mineral composition and field investigation on deformation characteristics of surrounding rocks, the large deformation mechanism of surrounding rocks of the Minxian tunnel was considered as molecules water-absorbing swelling of carbonaceous slate and stress-induced asymmetric structural deformations of surrounding rocks(2)
The new constant resistance and yielding support countermeasures were proposed and applied in the tunnel field. The technologies included front canopy, quickly spraying concrete, short and long constant-resistance and large deformation (CRLD) anchor cables, preset deformation, I20a steel frames, and permanent lining.(3)
Filed monitoring results showed that the stabilized maximum deformation of surrounding rock was very small (73 mm) after using new support measures. The deformation of surrounding rock tended to be stable after 35 days, corresponding to 40 m delay distance between the monitoring cross section and the tunnel face. It was proved that large deformations of surrounding rocks in the Minxian tunnel could be effectively controlled, which can provide a reference for similar future projects.



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*Source: 8850686-2020-09-28.xml*