# Analysis on Loose Circle of Surrounding Rock of Large Deformation Soft-Rock Tunnel

Authors: Rui Wang; Yiyuan Liu; Xianghui Deng; Yu Zhang; Xiaodong Huang; Xiao Ding
Journal: Advances in Civil Engineering
 (2020)

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## Abstract

With the rapid development of tunnel construction in China, deep buried and long tunnel projects are emerging in areas with complex engineering geological conditions and harsh environment, and thus large deformation of tunnels under conditions of high in situ stress and soft rock becomes increasingly prominent and endangers engineering safety. Therefore, it is of great significance to control the deformation and improve the stability of surrounding rock by analyzing the thickness and distribution law of loose circle according to the unique mechanical properties and failure mechanism of surrounding rock of large deformation soft-rock tunnel. Based on unified strength theory, this paper deduces the radius calculation formula of the loose circle by considering the influence of intermediate principal stress. Furthermore, the theoretical calculations and field tests of the loose circle in the typical sections of grade II and III deformation of Yuntunbao tunnel are carried out, and the thickness and distribution law of loose circle of surrounding rock of large deformation soft-rock tunnel is revealed. The results show that the formula based on the unified strength criterion is applicable for a large deformation tunnel in soft rock.


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## Body

## 1. Introduction

With the development of transportation facilities in western mountainous areas of China, more and more tunnels are built in soft rock areas with high in situ stress. Soft rock is featured by low strength and strong expansibility [1–3], so it is easy to produce large deformation due to high in situ stress extrusion or improper technical measures, which will affect the stability of surrounding rock [4–8]. The deformation is usually characterized by large deformation, fast deformation rate, long duration, various failure forms, and large damage scope, bringing about considerable losses to the project [9–11]. When the tunnel is built in this kind of environment, problems such as large rheology and large displacement are constantly emerging, which will lead to serious underground excavation accidents under complex geological conditions [12–14]. Because the stress redistribution after tunnel excavation will form a ring-shaped fracture zone within a certain range in its section space, that is, the loose circle of surrounding rock [15], of which the distribution range and law have a great influence on the stability of surrounding rock [16–19]. The larger the loose circle is, the worse the stability of surrounding rock is, and the more difficult the tunnel support is. So it is of great significance to study systematically the thickness and distribution law of loose circle of surrounding rock of large deformation soft-rock tunnel for controlling the deformation and improving the stability of surrounding rock.So far, theoretical analysis and field measurement are mainly adopted in the study of a loose circle of surrounding rock both at home and abroad. Currently, the theoretical research of the radius of the loose circle is mainly in the theory of elastoplastic mechanics and numerical simulation. Dube et al. [20] determined the radius of the “broken zone” by using the graphic method based on the elastic-plastic analysis. Later on, Whitaker determined the size of the loose circle and the amount of convergence generated by the method of mathematical simulation through the data of the laboratory. Based on the “Convergence-Confinement” method, Serrano et al. [21] obtained the mathematical expression to determine the radius of the loose circle. Li et al. [22] used the theory of elastic-plastic mechanics to deduce the analytical solutions of stress, displacement, and range of plastic zone in different stages and explained the stress and displacement of surrounding rock in practical engineering. Xia et al. [23] used the finite element method to regress the peak value of the effective stress of the element and revealed the range of the surrounding rock loose circle through numerical simulation. By using the acoustic detector, the changing law of the loose circle under the blasting dynamic load of the tunnel in front of the coal mine driving was obtained. Yu et al. [24] used the maximum axial force of bolt to determine the scope of surrounding rock loose area and plastic area theoretically and put forward the calculation formula of the radius of the plastic area and loose area after the surrounding rock deformation stopped.For the field test of the radius of the loose circle, many experts and scholars have studied a lot. Toshio Maejima et al. [25] described an evaluation of the loose circle based on monitored stress of rock. At the same time, in observational design and construction procedures, by monitoring the loosening behavior and correctly predicting and analyzing the subsequent behavior of the cavern, the cavern supporting system was optimized. Golebiowski [26] presented using the GPR method for the location of the loose circle in the river embankments. The changeable-offset profiling he proposed in the paper gave wider possibilities in GPR detection of the loose circle distribution in levees than standard, zero-offset, reflection profiling. Czaja [27] determined the methodology of GPR measurements in flood embankments investigation by investigating the nonuniformity of the loose and saturated zones in the flood dike. Hong Dinhpuc [28] studied the excavation damaged zone of the hydropower station EDZ by using the geophysical testing method (acoustic wave and digital borehole camera technology). The results show that the damage of caverns surrounding rock masses is usually induced by the redistribution of stress undisturbed rock mass in the caverns excavation process. Huotari-Halkosaari [29] integrated geophysical and geological research methods to provide information for possible faults and weak zones near the new metro line. For detection of loose zones located in the flood levee, Golebiowski Tomislaw and Malysa Tomasz [30] carried out with the use of short-offset reflection profiling technique, and radargrams were subjected to standard signal processing.In summary, the thickness of the loose circle of surrounding rock is greatly affected by the buried depth of surrounding rock, initial in situ stress, and support parameters; especially in the large deformation tunnel of soft rock, the thickness of the loose circle is also greatly different. Therefore, it is essential to determine the radius of the loose circle by combining theory with the field test. However, the researches on the radius of the loose circle of large deformation soft rock are still in a relatively scarce stage at present. Based on the systematic classification of large deformations, the thickness formula of the loose circle in surrounding rock of large deformation soft-rock tunnel is derived based on unified strength criterion, and then the thickness and distribution law of loose circle of Yuntunbao tunnel is analyzed with field acoustic wave test.


## 2. Concept and Classification of Large Deformation of Soft Rock

Large deformation of soft rock is caused by the fact that the displacement of surrounding rock cannot be effectively restrained by conventional supporting structure and construction method after the deep buried or expansible surrounding rock meets water, which leads to the deformation far exceeding the allowable range in the code or the reserved range in design (some scholars defined it as the deformation exceeding 3% of tunnel diameter), and it does not converge for a long time, and even causes large-scale plastic failure.The large deformation of surrounding rock has obvious characteristics of fluid-plastic deformation and shows progressive expansion characteristic and obvious time effect. It often leads to the destruction of the tunnel support structure, such as cracking and falling of primary support concrete, distortion, and even breaking of the steel frame, causing great difficulties in construction.Surrounding rocks of large deformation in the soft rock are V-grade. However, there are still significant differences in crown settlement and surrounding convergence values between different tunnels or different sections of the same tunnel. Therefore, it is necessary to systematically classify large deformation of soft rock for the accurate design of tunnel construction method, supporting type, lining type, and thickness and effectively guaranteeing the construction safety and reducing project cost.Experts and scholars at home and abroad generally divided the classification standard of large deformation of soft rock into two stages: design and construction. In the design stage, one or more factors, such as deformation amount (Ua), relative deformation amount (Ua/a), strength-stress ratio (Rb/σv), and initial in situ stress (σv), are taken as the index to initially determine the classification standard. Moreover, corresponding design measures for prevention and control are put forward. In the construction stage, the classification standard is further refined and the deformation management standard is put forward according to site geological conditions and construction deformation. At present, the most representative classification standard in China is shown in Table 1.Table 1
Representative classification standards for large deformation of soft rocks in China.
Experts and scholarsGradeClassification indexσv (MPa)Rb/σvUa (cm)Ua/a (%)China railway erju construction [31]I5∼100.33∼0.2—4∼7II10∼150.2∼0.125—7∼10III>15<0.125—>10Xu Linsheng et al. [31]I——15∼301.5∼3II——30∼503∼5III——>50>5Zhang Zhidao [31]I———3∼6II———6∼10III———>10Liu Zhichun et al. [31]I5∼100.5∼0.25—3∼5II10∼150.25∼0.15—5∼8III>15<0.15—>8Li Guoliang et al. [31]I—0.25∼0.15—1.5∼3II—0.15∼0.1—3∼5III—<0.1—>5The internal cause of large deformation of soft-rock tunnel is that the initial stress field has higher tectonic stress and lower rock mass strength. That is, the Strength-Stress ratio (Rb/σv) is relatively small, showing the most intuitive appearance of large deformation. Therefore, the Strength-Stress ratio (Rb/σv) and deformation amount of surrounding rock (Ua) are used as indexes to classify large deformation in this paper. Referring to the existing quantitative standards at home and abroad, the classification standard of large deformation of soft rock is shown in Table 2.Table 2
Classification standard for large deformation of soft rock.
Surrounding rock classificationIIIIIIStrength-stress ratio (Rb/σmax)0.5∼0.250.15∼0.25<0.15Deformation amount (cm)20∼4040∼60>60Large deformation degreeSlightly large deformationMedium-large deformationSevere large deformation


## 3. Theoretical Calculation of Loose Circle of Surrounding Rock of Large Deformation Soft-Rock Tunnel

Most large deformation soft-rock tunnels have higher tectonic stress, sometimes even greater than gravity stress. Therefore, the influence of intermediate principal stress on rock mass strength and stress state should be considered in the elastic-plastic analysis. Although the traditional Mohr-Coulomb strength criterion and Hoek–Brown strength criterion have been matured in the elastic-plastic calculation of loose circle of the surrounding rock, it failed to consider the influence of intermediate principal stress, leading to inaccurate analysis results. The unified strength criterion not only takes the influence of intermediate principal stress into account but could also degenerate into Mohr-Coulomb strength criterion and Hoek–Brown strength criterion, and thus it is widely used in the engineering field. Therefore, the unified strength criterion is adopted for the theoretical calculation of the thickness of the loose circle of large deformation soft-rock tunnel.


### 3.1. Calculation Model

In the elastic-plastic stress analysis of circular tunnels, solving the plane strain problems, the basic assumptions of the mechanical model are as follows: (1) the tunnel section is equivalent to a circular one with infinite length; (2) the initial in situ stressP is hydrostatic pressure; that is, the lateral pressure coefficient is 1; (3) the surrounding rock is homogeneous, isotropic, and incompressible, and the body force effect is not taken into account. The stress state of the surrounding rock is shown in Figure 1.Figure 1
Stress diagram of elastic-plastic surrounding rock state.


### 3.2. Elastoplastic Analysis of Thickness of Surrounding Rock Loose Circle

The unified strength criterion is expressed as follows:(1)F=σθ1−sinφ1+sinφ−11+bbσ2+σr=2ccosφ1+sinφ,σ2≤12σθ+σr+sinφ2σθ−σr,(2)F′=σθ+bσ21+b1−sinφ1+sinφ−σr=2ccosφ1+sinφ,σ2≥12σθ+σr+sinφ2σθ−σr.where c is the cohesive force of surrounding rock; φ the internal friction angle of surrounding rock; σ2 the intermediate principal stress; σr the radial stress; σθ the tangential stress; b the influence coefficient of intermediate principal stress, which represents the coefficient of principal shear stress and normal stress of relevant surface on the degree of influence on material destroy, and the value range is 0≤b≤1. The formula [29] for calculation of b is shown as follows:(3)b=1+α−BB−1,B=σtτs,α=σtσc,where σc is the compressive strength of geotechnical materials; σt the tensile strength; τs the shear strength.For plane strain problems, when the material enters the plastic state, the longitudinal axial stress is the intermediate principal stressσ2, which approximately takes the average value of radial stress σr and tangential stress σθ. Therefore, the intermediate principal stress in equation (1) can be expressed as follows:(4)σ2=m2σr+σθ,where m is the intermediate principal stress coefficient, and the value range is 0<m≤1. According to the Levy–Miss hypothesis, for incompressible plastic materials, m=1.Substituting equation (4) into equation (1), we have the following:(5)σθ−σr2−σθ+σr221+bsinφ2+b1+sinφ=21+bccosφ2+b1+sinφ,in that way, sinφt=21+bsinφ/2+b1+sinφ, ct=21+bccosφ/2+b1+sinφ⋅1/cosφt, so equation (5) can be simplified as follows:(6)F=σθ−σr2−σθ+σr2sinφt=ctcosφt,


#### 3.2.1. Basic Equation

The equilibrium equation under axisymmetric condition can be expressed as follows:(7)dσrdr+σr−σθr=0,The geometric equation is shown as follows:(8)εr=dudr,εθ=ur,where r is the distance from any point of the surrounding rock to the center of the circle; u the radial displacement.


#### 3.2.2. Elastic Region Analysis

Under the axisymmetric stress condition, the stress in the elastic region can be obtained by stress boundary condition and single-valued condition of displacement:(9)σre=P01−r02r2+σRr02r2,σθe=P01+r02r2−σRr02r2,In addition,(10)σθe+σre=2P0,where r0 is the excavating radius of the tunnel; σR the radial stress at the elastoplastic interface.


#### 3.2.3. Plastic Region Analysis

Equation (5) can be reorganized as follows:(11)σθp=1+sinφt1−sinφtσrp+2ctcosφt1−sinφt.By substituting equation (11) into equation (7), it can be arranged as follows:(12)1−sinφt2sinφtln2sinφt1−sinφtσrp+2ctcosφt1−sinφt=lnr+C0,where C0 is integral constant.Based on the boundary conditions, asr=r0, then σrp=Pi. And, therefore,(13)C0=1−sinφt2sinφtln2sinφt1−sinφtσrp+2ctcosφt1−sinφt−lnr0.By substituting equation (13) into equation (12), the equation can be expressed as follows:(14)σrp=Pi+ctcotφtrr02sinφt/1−sinφt−ctcotφt.By substituting equation (14) into equation (11), thus the expression for σθp can be obtained as follows:(15)σθp=1+sinφt1−sinφtPi+ctcotφtrr02sinφt/1−sinφt−ctcotφt.Equations (14) and (15) are the expressions of stress in the plastic region of the surrounding rock of the tunnel.


#### 3.2.4. Solution of Radius of Plastic Region and Loose Circle

At the elastic-plastic interface, that is,r=Rp, both σr and σθ satisfy the equation of state for both elastic and plastic regions, then σθe=σθp, σre=σrp. Based on equation (10), there is σθp+σrp=2P0. And combining equation (14) with equation (15), the following equation can be obtained:(16)σθp+σrp|r=Rp=21−sinφtPi+ctcotφtrr02sinφt/1−sinφt−2ctcotφt=2P0.The radiusRp of the plastic region and the radial stress σR at the elastic-plastic interface can be obtained with equation (16), as follows:(17)Rp=r01−sinφtP0+ctcotφtPi+ctcotφt1−sinφt/2sinφt,σR=P01−sinφt−ctcosφt.According to the definition of the loose circle, the tangential stress of surrounding rock is equal to initial in situ stress on the boundary of the loose circle, that is,σθ=P0. Thus, equation (15) can be simplified as follows:(18)σθp=1+sinφt1−sinφtPi+ctcotφtrr02sinφt/1−sinφt−ctcotφt=P0.The radiusR0 of the loose circle is solved through the above formulas, and it can be expressed in the following form:(19)R0=r0P0+ctcotφt1−sinφtPi+ctcotφt1+sinφt1−sinφt/2sinφt.Formula (19) shows that the radius R0 of the loose circle is related to the tunnel excavating radius r0, rock mass strength c and φ, intermediate principal stress b, initial in situ stress field P0, and support reaction Pi.


## 3.1. Calculation Model

In the elastic-plastic stress analysis of circular tunnels, solving the plane strain problems, the basic assumptions of the mechanical model are as follows: (1) the tunnel section is equivalent to a circular one with infinite length; (2) the initial in situ stressP is hydrostatic pressure; that is, the lateral pressure coefficient is 1; (3) the surrounding rock is homogeneous, isotropic, and incompressible, and the body force effect is not taken into account. The stress state of the surrounding rock is shown in Figure 1.Figure 1
Stress diagram of elastic-plastic surrounding rock state.


## 3.2. Elastoplastic Analysis of Thickness of Surrounding Rock Loose Circle

The unified strength criterion is expressed as follows:(1)F=σθ1−sinφ1+sinφ−11+bbσ2+σr=2ccosφ1+sinφ,σ2≤12σθ+σr+sinφ2σθ−σr,(2)F′=σθ+bσ21+b1−sinφ1+sinφ−σr=2ccosφ1+sinφ,σ2≥12σθ+σr+sinφ2σθ−σr.where c is the cohesive force of surrounding rock; φ the internal friction angle of surrounding rock; σ2 the intermediate principal stress; σr the radial stress; σθ the tangential stress; b the influence coefficient of intermediate principal stress, which represents the coefficient of principal shear stress and normal stress of relevant surface on the degree of influence on material destroy, and the value range is 0≤b≤1. The formula [29] for calculation of b is shown as follows:(3)b=1+α−BB−1,B=σtτs,α=σtσc,where σc is the compressive strength of geotechnical materials; σt the tensile strength; τs the shear strength.For plane strain problems, when the material enters the plastic state, the longitudinal axial stress is the intermediate principal stressσ2, which approximately takes the average value of radial stress σr and tangential stress σθ. Therefore, the intermediate principal stress in equation (1) can be expressed as follows:(4)σ2=m2σr+σθ,where m is the intermediate principal stress coefficient, and the value range is 0<m≤1. According to the Levy–Miss hypothesis, for incompressible plastic materials, m=1.Substituting equation (4) into equation (1), we have the following:(5)σθ−σr2−σθ+σr221+bsinφ2+b1+sinφ=21+bccosφ2+b1+sinφ,in that way, sinφt=21+bsinφ/2+b1+sinφ, ct=21+bccosφ/2+b1+sinφ⋅1/cosφt, so equation (5) can be simplified as follows:(6)F=σθ−σr2−σθ+σr2sinφt=ctcosφt,


### 3.2.1. Basic Equation

The equilibrium equation under axisymmetric condition can be expressed as follows:(7)dσrdr+σr−σθr=0,The geometric equation is shown as follows:(8)εr=dudr,εθ=ur,where r is the distance from any point of the surrounding rock to the center of the circle; u the radial displacement.


### 3.2.2. Elastic Region Analysis

Under the axisymmetric stress condition, the stress in the elastic region can be obtained by stress boundary condition and single-valued condition of displacement:(9)σre=P01−r02r2+σRr02r2,σθe=P01+r02r2−σRr02r2,In addition,(10)σθe+σre=2P0,where r0 is the excavating radius of the tunnel; σR the radial stress at the elastoplastic interface.


### 3.2.3. Plastic Region Analysis

Equation (5) can be reorganized as follows:(11)σθp=1+sinφt1−sinφtσrp+2ctcosφt1−sinφt.By substituting equation (11) into equation (7), it can be arranged as follows:(12)1−sinφt2sinφtln2sinφt1−sinφtσrp+2ctcosφt1−sinφt=lnr+C0,where C0 is integral constant.Based on the boundary conditions, asr=r0, then σrp=Pi. And, therefore,(13)C0=1−sinφt2sinφtln2sinφt1−sinφtσrp+2ctcosφt1−sinφt−lnr0.By substituting equation (13) into equation (12), the equation can be expressed as follows:(14)σrp=Pi+ctcotφtrr02sinφt/1−sinφt−ctcotφt.By substituting equation (14) into equation (11), thus the expression for σθp can be obtained as follows:(15)σθp=1+sinφt1−sinφtPi+ctcotφtrr02sinφt/1−sinφt−ctcotφt.Equations (14) and (15) are the expressions of stress in the plastic region of the surrounding rock of the tunnel.


### 3.2.4. Solution of Radius of Plastic Region and Loose Circle

At the elastic-plastic interface, that is,r=Rp, both σr and σθ satisfy the equation of state for both elastic and plastic regions, then σθe=σθp, σre=σrp. Based on equation (10), there is σθp+σrp=2P0. And combining equation (14) with equation (15), the following equation can be obtained:(16)σθp+σrp|r=Rp=21−sinφtPi+ctcotφtrr02sinφt/1−sinφt−2ctcotφt=2P0.The radiusRp of the plastic region and the radial stress σR at the elastic-plastic interface can be obtained with equation (16), as follows:(17)Rp=r01−sinφtP0+ctcotφtPi+ctcotφt1−sinφt/2sinφt,σR=P01−sinφt−ctcosφt.According to the definition of the loose circle, the tangential stress of surrounding rock is equal to initial in situ stress on the boundary of the loose circle, that is,σθ=P0. Thus, equation (15) can be simplified as follows:(18)σθp=1+sinφt1−sinφtPi+ctcotφtrr02sinφt/1−sinφt−ctcotφt=P0.The radiusR0 of the loose circle is solved through the above formulas, and it can be expressed in the following form:(19)R0=r0P0+ctcotφt1−sinφtPi+ctcotφt1+sinφt1−sinφt/2sinφt.Formula (19) shows that the radius R0 of the loose circle is related to the tunnel excavating radius r0, rock mass strength c and φ, intermediate principal stress b, initial in situ stress field P0, and support reaction Pi.


## 3.2.1. Basic Equation

The equilibrium equation under axisymmetric condition can be expressed as follows:(7)dσrdr+σr−σθr=0,The geometric equation is shown as follows:(8)εr=dudr,εθ=ur,where r is the distance from any point of the surrounding rock to the center of the circle; u the radial displacement.


## 3.2.2. Elastic Region Analysis

Under the axisymmetric stress condition, the stress in the elastic region can be obtained by stress boundary condition and single-valued condition of displacement:(9)σre=P01−r02r2+σRr02r2,σθe=P01+r02r2−σRr02r2,In addition,(10)σθe+σre=2P0,where r0 is the excavating radius of the tunnel; σR the radial stress at the elastoplastic interface.


## 3.2.3. Plastic Region Analysis

Equation (5) can be reorganized as follows:(11)σθp=1+sinφt1−sinφtσrp+2ctcosφt1−sinφt.By substituting equation (11) into equation (7), it can be arranged as follows:(12)1−sinφt2sinφtln2sinφt1−sinφtσrp+2ctcosφt1−sinφt=lnr+C0,where C0 is integral constant.Based on the boundary conditions, asr=r0, then σrp=Pi. And, therefore,(13)C0=1−sinφt2sinφtln2sinφt1−sinφtσrp+2ctcosφt1−sinφt−lnr0.By substituting equation (13) into equation (12), the equation can be expressed as follows:(14)σrp=Pi+ctcotφtrr02sinφt/1−sinφt−ctcotφt.By substituting equation (14) into equation (11), thus the expression for σθp can be obtained as follows:(15)σθp=1+sinφt1−sinφtPi+ctcotφtrr02sinφt/1−sinφt−ctcotφt.Equations (14) and (15) are the expressions of stress in the plastic region of the surrounding rock of the tunnel.


## 3.2.4. Solution of Radius of Plastic Region and Loose Circle

At the elastic-plastic interface, that is,r=Rp, both σr and σθ satisfy the equation of state for both elastic and plastic regions, then σθe=σθp, σre=σrp. Based on equation (10), there is σθp+σrp=2P0. And combining equation (14) with equation (15), the following equation can be obtained:(16)σθp+σrp|r=Rp=21−sinφtPi+ctcotφtrr02sinφt/1−sinφt−2ctcotφt=2P0.The radiusRp of the plastic region and the radial stress σR at the elastic-plastic interface can be obtained with equation (16), as follows:(17)Rp=r01−sinφtP0+ctcotφtPi+ctcotφt1−sinφt/2sinφt,σR=P01−sinφt−ctcosφt.According to the definition of the loose circle, the tangential stress of surrounding rock is equal to initial in situ stress on the boundary of the loose circle, that is,σθ=P0. Thus, equation (15) can be simplified as follows:(18)σθp=1+sinφt1−sinφtPi+ctcotφtrr02sinφt/1−sinφt−ctcotφt=P0.The radiusR0 of the loose circle is solved through the above formulas, and it can be expressed in the following form:(19)R0=r0P0+ctcotφt1−sinφtPi+ctcotφt1+sinφt1−sinφt/2sinφt.Formula (19) shows that the radius R0 of the loose circle is related to the tunnel excavating radius r0, rock mass strength c and φ, intermediate principal stress b, initial in situ stress field P0, and support reaction Pi.


## 4. Engineering Application

### 4.1. Engineering Situation

The newly built Yuntunbao Tunnel is the dominant engineering of the Chengdu–Lanzhou Railway Dedicated Passenger Line located near Anguan Village, Anhong Township, Songpan County, Aba Prefecture, Sichuan Province. The tunnel with a length of 22,923.419 m starts at the mileage DK213 + 350 at the entrance and ends at the mileage DK236 + 390 at the exit. It is a superlong single-tunnel double-track tunnel. The excavation span is 15.3 m and height 13.99 m, and the inner contour arch wall is a single-center circle with a radius of 8.5 m. The clearance section is shown in Figure2. The tunnel is divided into seven transverse tunnels and one outlet work area for construction. No. 7 transverse tunnel passes through the Shidaguan arc structure belt, and it is located in the front arc area of the Jiaochang mountain-shape structural belt. The tunnel runs roughly in parallel with the Minjiang fault zone, and it is seriously affected by regional faults, with the development of small and medium-sized folds, rock fragmentation, and joint development. After geological surveying and mapping and drilling, some unfavorable geological effects such as landslides and debris flows exist in the tunnel site, and high stress with maximum principal stress of 10 MPa exists in the deep burying section. The bulk of surrounding rock is carbonaceous phyllite, mainly composed of sericite, chlorite, and quartz. The fine-grained scales have crystalline texture, low strength, thin-layer, poor integrity, and powder after excavation. Large deformation of soft rock occurs during construction, even serious invasion of initial support and distortion, and fracture of structural steel frames, among which the section DK234 + 190∼DK234 + 350 is the most serious, as shown in Figure 3.Figure 2
Tunnel clearance section.Figure 3
Failure form of initial support. (a) Severe beyond-limit deformation of initial support. (b) Distortion of structural steel frames.
(a)(b)


### 4.2. Theoretical Calculation

The conclusion that the tunnel section with large deformation is V-grade surrounding rock can be obtained based on-site geological survey and laboratory test. According to theCode for Design of Railway Tunnel (TB 10003-2016) and geological conditions, the initial support design parameters of the Yuntunbao Tunnel are shown in Table 3.Table 3
Initial support parameters table.
Surrounding rock gradeC30 shotcrete (cm)Mesh reinforcement (cm)Anchor (cm)Steel frames (cm)V25ϕ8@20 × 20L = 400,ϕ22@120 × 100I20b@80The large deformation of Yuntunbao Tunnel is classified according to Table2, and theoretical calculation of surrounding rock loose circle is carried out on large deformation grade II DK234 + 205 section and large deformation grade III DK234 + 318 section of soft rock in No. 7 transverse tunnel, in order to make a profound study about the influence of large deformation of soft rock on the loose circle of Yuntunbao Tunnel. The relevant mechanical parameters of surrounding rock based on field tests are shown in Table 4. Gravity stress is taken as initial in situ stress. According to the Code for Design of Railway Tunnel (TB 10003-2016), the vertical surrounding rock pressure at the arch of the deep-buried tunnel is calculated by formula q=γ×0.45×2s−1×1+iB−5, and the horizontal pressure is calculated by the uniform load formula e=λq. From the measured results, it is known that there is high in situ stress in this section, so λ=1.2. Meanwhile, the relative mechanical parameters of surrounding rock in Table 4, such as compressive strength σc, compressive strength σt, and shear strength τs, are introduced into formula (3), and the influence coefficient of intermediate principal stress b is obtained. The related calculation results are shown in Table 5.Table 4
Relevant mechanical parameters of surrounding rock.
Cross section mileageCohesionc (kPa)Internal friction angleφ (°)Bulk densityγ (kN/m³)Compressive strengthσc (MPa)Compressive strengthσt (MPa)Shear strengthτs (MPa)DK234 + 2053132224.980.770.68DK234 + 3183033224.830.760.67Table 5
Calculation table of surrounding rock pressure.
Cross section mileageLarge deformation gradeAreaBuried depthh (m)Excavation heightHt (m)Lateral pressure coefficientλInfluence coefficient of intermediate principal stressbInitial in situ stress P(kPa)Surrounding rock pressure P(kPa)DK234 + 205II-gradeVault20013.991.20.1684400321.552Side wall5280385.682DK234 + 318III-gradeVault25013.991.20.1715500321.552Side wall6600385.682Formula (19) shows that the radius of loose circle R0 is related to the excavation radius of tunnel r0, rock mass strength c and φ, intermediate principal stress b, and initial in situ stress field P0 are related to support reaction Pi. In practical engineering, the excavation radius, lithology, and initial stress state of the tunnel have been determined, and the thickness of the loose circle can only be affected by changing the support reaction Pi. Therefore, the thickness of the loose circle caused by different bearing capacity ratios of the initial support structure in surrounding rock pressure is calculated separately. The calculation results of the thickness of the loose circle of the typical section are shown in Table 6, and the curve is drawn, as shown in Figure 4.Table 6
The calculation values of loose circles of grade II and III large deformation section (m).
Cross section mileageAreaThickness of loose circle at different bearing capacity ratios of the support structureR0010%20%30%40%50%60%70%80%90%100%DK234 + 205Vault24.0818.0214.6412.3910.759.478.457.616.896.275.73Side wall26.5919.1915.3512.8811.119.768.687.807.056.415.85DK234 + 318Vault24.6618.5215.1512.9211.3010.049.038.207.496.886.34Side wall27.0620.0015.8113.3711.6310.319.258.387.647.016.45Figure 4
The curve of theoretical calculation of loose circle. (a) DK234+205 section. (b) DK234+318 section.
(a)(b)From Table6 and Figure 4, it can be concluded that(1)
The higher the large deformation grade of soft rock, the worse the quality of surrounding rock and the thicker the loose circle.(2)
As a whole, there is little difference in the distribution of the loose circles of surrounding rock of tunnel on cross sections. Still, due to the influence of high in situ stress on the initial in situ stress field, the phenomenon that loose circle of the side wall is slightly larger than that of the vault.(3)
With the increase of support resistancePi(i.e., the ratio of support structure bearing capacity increases), the theoretical calculation radius of loose circle decreases gradually.


### 4.3. Field Test

#### 4.3.1. Test Scheme

RSM-SY5 (T) nonmetallic acoustic wave test detector produced by Zhongyan in Wuhan was used to test the loose circle of surrounding rock. DK234 + 205 section of grade II soft rock with large deformation and DK234 + 318 section of grade III soft rock with large deformation were selected for testing. Both sections were selected from the No.7 cross tunnel of the Yuntunbao tunnel. Considering the surrounding rock condition, cross section area, reliability of data, operability, and cost of test, four test holes are laid on each test section, located on the left and right sides of the sidewall 2 m and 5 m away from the track surface of the tunnel. The diameter and depth of the test holes are 40 mm and 10 m, respectively, which are perpendicular to the excavation face. The locations of test holes are shown in Figure 5.Figure 5
Hole layout.The field test is divided into five steps [32]: ① drilling; ② cleaning; ③ putting a probe into the testing hole; ④ injection; ⑤ moving measuring rod and starting the test, pulling out the rod by 0.5 m at a time until the whole rod is consumed to complete the test. Part of the operation process of the engineering site is shown in Figure 6.Figure 6
Field test of the loose circle. (a) Drilling holes, (b) installing probes, (c) collecting data.
(a)(b)(c)


#### 4.3.2. Analysis of Test Results

The longitudinal wave velocity of surrounding rock at different depths is measured in typical sections. The hole depth-wave velocity curves of each measuring point are plotted, as shown in Figure7.Figure 7
Hole depth-wave velocity curve of sections. (a) DK234 + 205 section. (b) DK234 + 318 section.
(a)(b)In Figure7, the position where longitudinal wave velocity of rock has catastrophe occurrences is taken as the boundary of the loose circle, so the loose circle of the sidewall (points a and d) of DK234 + 205 section of grade II soft rock with large deformation ranging from 7 m to 7.5 m, the loose circle of the vault (points b and c) ranging from 6.5 m to 7 m, the loose circle of the sidewall (points a and d) of grade III soft rock with large deformation ranging from 7.5 m to 8 m, and the loose circle of the vault (points b and c) is 7.7 m to 7. 5 m, as shown in Table 7.Table 7
Measured values of loose circles and surrounding rock pressures of typical section (m).
Cross section mileageTest itemsHole location1234DK234 + 205Loose circle (m)7∼7.56.5∼76.5∼77∼7.5Surrounding rock pressure (kPa)304.7259.3241.2288.4DK234 + 318Loose circle (m)7.5∼87∼7.57∼7.57.5∼8Surrounding rock pressure (kPa)322.6279.1251.3307.7From Table7, the pressure of surrounding rock measured at each measuring point is about 80% of the theoretical value of surrounding rock pressure, and the values of thickness of loose circle measured at section DK234 + 205 of grade II and section DK234 + 318 of grade III soft rock with large deformation are basically consistent with the theoretical calculation values when supporting structure bears 80% of surrounding rock pressure. It shows that the theoretical calculation results are reliable, and according to the existing construction scheme, the surrounding rock stress has been released by 20% when the initial support construction is completed. At the same time, by monitoring and measuring, the peripheral convergence of section DK234 + 205 of grade II and section DK234 + 318 of grade III soft rock with large deformation is 475 mm and 662 mm, respectively, which are far beyond the standard and should be classified as large deformation. The main cause of large deformation is due to the supporting structure, which is not constructed in time and the insufficient length of the bolt which cannot provide enough support reaction.


## 4.1. Engineering Situation

The newly built Yuntunbao Tunnel is the dominant engineering of the Chengdu–Lanzhou Railway Dedicated Passenger Line located near Anguan Village, Anhong Township, Songpan County, Aba Prefecture, Sichuan Province. The tunnel with a length of 22,923.419 m starts at the mileage DK213 + 350 at the entrance and ends at the mileage DK236 + 390 at the exit. It is a superlong single-tunnel double-track tunnel. The excavation span is 15.3 m and height 13.99 m, and the inner contour arch wall is a single-center circle with a radius of 8.5 m. The clearance section is shown in Figure2. The tunnel is divided into seven transverse tunnels and one outlet work area for construction. No. 7 transverse tunnel passes through the Shidaguan arc structure belt, and it is located in the front arc area of the Jiaochang mountain-shape structural belt. The tunnel runs roughly in parallel with the Minjiang fault zone, and it is seriously affected by regional faults, with the development of small and medium-sized folds, rock fragmentation, and joint development. After geological surveying and mapping and drilling, some unfavorable geological effects such as landslides and debris flows exist in the tunnel site, and high stress with maximum principal stress of 10 MPa exists in the deep burying section. The bulk of surrounding rock is carbonaceous phyllite, mainly composed of sericite, chlorite, and quartz. The fine-grained scales have crystalline texture, low strength, thin-layer, poor integrity, and powder after excavation. Large deformation of soft rock occurs during construction, even serious invasion of initial support and distortion, and fracture of structural steel frames, among which the section DK234 + 190∼DK234 + 350 is the most serious, as shown in Figure 3.Figure 2
Tunnel clearance section.Figure 3
Failure form of initial support. (a) Severe beyond-limit deformation of initial support. (b) Distortion of structural steel frames.
(a)(b)


## 4.2. Theoretical Calculation

The conclusion that the tunnel section with large deformation is V-grade surrounding rock can be obtained based on-site geological survey and laboratory test. According to theCode for Design of Railway Tunnel (TB 10003-2016) and geological conditions, the initial support design parameters of the Yuntunbao Tunnel are shown in Table 3.Table 3
Initial support parameters table.
Surrounding rock gradeC30 shotcrete (cm)Mesh reinforcement (cm)Anchor (cm)Steel frames (cm)V25ϕ8@20 × 20L = 400,ϕ22@120 × 100I20b@80The large deformation of Yuntunbao Tunnel is classified according to Table2, and theoretical calculation of surrounding rock loose circle is carried out on large deformation grade II DK234 + 205 section and large deformation grade III DK234 + 318 section of soft rock in No. 7 transverse tunnel, in order to make a profound study about the influence of large deformation of soft rock on the loose circle of Yuntunbao Tunnel. The relevant mechanical parameters of surrounding rock based on field tests are shown in Table 4. Gravity stress is taken as initial in situ stress. According to the Code for Design of Railway Tunnel (TB 10003-2016), the vertical surrounding rock pressure at the arch of the deep-buried tunnel is calculated by formula q=γ×0.45×2s−1×1+iB−5, and the horizontal pressure is calculated by the uniform load formula e=λq. From the measured results, it is known that there is high in situ stress in this section, so λ=1.2. Meanwhile, the relative mechanical parameters of surrounding rock in Table 4, such as compressive strength σc, compressive strength σt, and shear strength τs, are introduced into formula (3), and the influence coefficient of intermediate principal stress b is obtained. The related calculation results are shown in Table 5.Table 4
Relevant mechanical parameters of surrounding rock.
Cross section mileageCohesionc (kPa)Internal friction angleφ (°)Bulk densityγ (kN/m³)Compressive strengthσc (MPa)Compressive strengthσt (MPa)Shear strengthτs (MPa)DK234 + 2053132224.980.770.68DK234 + 3183033224.830.760.67Table 5
Calculation table of surrounding rock pressure.
Cross section mileageLarge deformation gradeAreaBuried depthh (m)Excavation heightHt (m)Lateral pressure coefficientλInfluence coefficient of intermediate principal stressbInitial in situ stress P(kPa)Surrounding rock pressure P(kPa)DK234 + 205II-gradeVault20013.991.20.1684400321.552Side wall5280385.682DK234 + 318III-gradeVault25013.991.20.1715500321.552Side wall6600385.682Formula (19) shows that the radius of loose circle R0 is related to the excavation radius of tunnel r0, rock mass strength c and φ, intermediate principal stress b, and initial in situ stress field P0 are related to support reaction Pi. In practical engineering, the excavation radius, lithology, and initial stress state of the tunnel have been determined, and the thickness of the loose circle can only be affected by changing the support reaction Pi. Therefore, the thickness of the loose circle caused by different bearing capacity ratios of the initial support structure in surrounding rock pressure is calculated separately. The calculation results of the thickness of the loose circle of the typical section are shown in Table 6, and the curve is drawn, as shown in Figure 4.Table 6
The calculation values of loose circles of grade II and III large deformation section (m).
Cross section mileageAreaThickness of loose circle at different bearing capacity ratios of the support structureR0010%20%30%40%50%60%70%80%90%100%DK234 + 205Vault24.0818.0214.6412.3910.759.478.457.616.896.275.73Side wall26.5919.1915.3512.8811.119.768.687.807.056.415.85DK234 + 318Vault24.6618.5215.1512.9211.3010.049.038.207.496.886.34Side wall27.0620.0015.8113.3711.6310.319.258.387.647.016.45Figure 4
The curve of theoretical calculation of loose circle. (a) DK234+205 section. (b) DK234+318 section.
(a)(b)From Table6 and Figure 4, it can be concluded that(1)
The higher the large deformation grade of soft rock, the worse the quality of surrounding rock and the thicker the loose circle.(2)
As a whole, there is little difference in the distribution of the loose circles of surrounding rock of tunnel on cross sections. Still, due to the influence of high in situ stress on the initial in situ stress field, the phenomenon that loose circle of the side wall is slightly larger than that of the vault.(3)
With the increase of support resistancePi(i.e., the ratio of support structure bearing capacity increases), the theoretical calculation radius of loose circle decreases gradually.


## 4.3. Field Test

### 4.3.1. Test Scheme

RSM-SY5 (T) nonmetallic acoustic wave test detector produced by Zhongyan in Wuhan was used to test the loose circle of surrounding rock. DK234 + 205 section of grade II soft rock with large deformation and DK234 + 318 section of grade III soft rock with large deformation were selected for testing. Both sections were selected from the No.7 cross tunnel of the Yuntunbao tunnel. Considering the surrounding rock condition, cross section area, reliability of data, operability, and cost of test, four test holes are laid on each test section, located on the left and right sides of the sidewall 2 m and 5 m away from the track surface of the tunnel. The diameter and depth of the test holes are 40 mm and 10 m, respectively, which are perpendicular to the excavation face. The locations of test holes are shown in Figure 5.Figure 5
Hole layout.The field test is divided into five steps [32]: ① drilling; ② cleaning; ③ putting a probe into the testing hole; ④ injection; ⑤ moving measuring rod and starting the test, pulling out the rod by 0.5 m at a time until the whole rod is consumed to complete the test. Part of the operation process of the engineering site is shown in Figure 6.Figure 6
Field test of the loose circle. (a) Drilling holes, (b) installing probes, (c) collecting data.
(a)(b)(c)


### 4.3.2. Analysis of Test Results

The longitudinal wave velocity of surrounding rock at different depths is measured in typical sections. The hole depth-wave velocity curves of each measuring point are plotted, as shown in Figure7.Figure 7
Hole depth-wave velocity curve of sections. (a) DK234 + 205 section. (b) DK234 + 318 section.
(a)(b)In Figure7, the position where longitudinal wave velocity of rock has catastrophe occurrences is taken as the boundary of the loose circle, so the loose circle of the sidewall (points a and d) of DK234 + 205 section of grade II soft rock with large deformation ranging from 7 m to 7.5 m, the loose circle of the vault (points b and c) ranging from 6.5 m to 7 m, the loose circle of the sidewall (points a and d) of grade III soft rock with large deformation ranging from 7.5 m to 8 m, and the loose circle of the vault (points b and c) is 7.7 m to 7. 5 m, as shown in Table 7.Table 7
Measured values of loose circles and surrounding rock pressures of typical section (m).
Cross section mileageTest itemsHole location1234DK234 + 205Loose circle (m)7∼7.56.5∼76.5∼77∼7.5Surrounding rock pressure (kPa)304.7259.3241.2288.4DK234 + 318Loose circle (m)7.5∼87∼7.57∼7.57.5∼8Surrounding rock pressure (kPa)322.6279.1251.3307.7From Table7, the pressure of surrounding rock measured at each measuring point is about 80% of the theoretical value of surrounding rock pressure, and the values of thickness of loose circle measured at section DK234 + 205 of grade II and section DK234 + 318 of grade III soft rock with large deformation are basically consistent with the theoretical calculation values when supporting structure bears 80% of surrounding rock pressure. It shows that the theoretical calculation results are reliable, and according to the existing construction scheme, the surrounding rock stress has been released by 20% when the initial support construction is completed. At the same time, by monitoring and measuring, the peripheral convergence of section DK234 + 205 of grade II and section DK234 + 318 of grade III soft rock with large deformation is 475 mm and 662 mm, respectively, which are far beyond the standard and should be classified as large deformation. The main cause of large deformation is due to the supporting structure, which is not constructed in time and the insufficient length of the bolt which cannot provide enough support reaction.


## 4.3.1. Test Scheme

RSM-SY5 (T) nonmetallic acoustic wave test detector produced by Zhongyan in Wuhan was used to test the loose circle of surrounding rock. DK234 + 205 section of grade II soft rock with large deformation and DK234 + 318 section of grade III soft rock with large deformation were selected for testing. Both sections were selected from the No.7 cross tunnel of the Yuntunbao tunnel. Considering the surrounding rock condition, cross section area, reliability of data, operability, and cost of test, four test holes are laid on each test section, located on the left and right sides of the sidewall 2 m and 5 m away from the track surface of the tunnel. The diameter and depth of the test holes are 40 mm and 10 m, respectively, which are perpendicular to the excavation face. The locations of test holes are shown in Figure 5.Figure 5
Hole layout.The field test is divided into five steps [32]: ① drilling; ② cleaning; ③ putting a probe into the testing hole; ④ injection; ⑤ moving measuring rod and starting the test, pulling out the rod by 0.5 m at a time until the whole rod is consumed to complete the test. Part of the operation process of the engineering site is shown in Figure 6.Figure 6
Field test of the loose circle. (a) Drilling holes, (b) installing probes, (c) collecting data.
(a)(b)(c)


## 4.3.2. Analysis of Test Results

The longitudinal wave velocity of surrounding rock at different depths is measured in typical sections. The hole depth-wave velocity curves of each measuring point are plotted, as shown in Figure7.Figure 7
Hole depth-wave velocity curve of sections. (a) DK234 + 205 section. (b) DK234 + 318 section.
(a)(b)In Figure7, the position where longitudinal wave velocity of rock has catastrophe occurrences is taken as the boundary of the loose circle, so the loose circle of the sidewall (points a and d) of DK234 + 205 section of grade II soft rock with large deformation ranging from 7 m to 7.5 m, the loose circle of the vault (points b and c) ranging from 6.5 m to 7 m, the loose circle of the sidewall (points a and d) of grade III soft rock with large deformation ranging from 7.5 m to 8 m, and the loose circle of the vault (points b and c) is 7.7 m to 7. 5 m, as shown in Table 7.Table 7
Measured values of loose circles and surrounding rock pressures of typical section (m).
Cross section mileageTest itemsHole location1234DK234 + 205Loose circle (m)7∼7.56.5∼76.5∼77∼7.5Surrounding rock pressure (kPa)304.7259.3241.2288.4DK234 + 318Loose circle (m)7.5∼87∼7.57∼7.57.5∼8Surrounding rock pressure (kPa)322.6279.1251.3307.7From Table7, the pressure of surrounding rock measured at each measuring point is about 80% of the theoretical value of surrounding rock pressure, and the values of thickness of loose circle measured at section DK234 + 205 of grade II and section DK234 + 318 of grade III soft rock with large deformation are basically consistent with the theoretical calculation values when supporting structure bears 80% of surrounding rock pressure. It shows that the theoretical calculation results are reliable, and according to the existing construction scheme, the surrounding rock stress has been released by 20% when the initial support construction is completed. At the same time, by monitoring and measuring, the peripheral convergence of section DK234 + 205 of grade II and section DK234 + 318 of grade III soft rock with large deformation is 475 mm and 662 mm, respectively, which are far beyond the standard and should be classified as large deformation. The main cause of large deformation is due to the supporting structure, which is not constructed in time and the insufficient length of the bolt which cannot provide enough support reaction.


## 5. Conclusions

Based on unified strength criterion, in this paper, there is the deduction of the formula for calculating the radius of the loose circle of surrounding rock in the tunnel, theoretical calculation, and field test of surrounding rock loose circle for typical sections of grade II and III soft rock with large deformation which is carried out in Yuntunbao Tunnel and analyzes the distribution range and law of loose circle of surrounding rock in large deformation tunnel of soft rock. The main conclusions are as follows:(1)
Based on the objective fact that high in situ stress exists in large deformation tunnel in soft rock, a formula for calculating the radius of the loose circle is derived with unified strength criterion and considering the influence of intermediate principal stress on the stress state of surrounding rock.(2)
In a large deformation tunnel of soft rock, with the upgrade of large deformation, the quality of surrounding rock becomes worse. Supporting resistance decreases and the thickness of the loose circle increases continuously. Moreover, due to the influence caused by high in situ stress, the distribution of the loose circle on the cross section is larger than that on side wall of the arch.(3)
The field measurement results of the loose circle of surrounding rock in the Yuntunbao tunnel are close to the theoretical calculation values when the supporting structure bears 80% of surrounding rock pressure. The thickness of the loose circle of the vault and the sidewall of grade II large deformation section is from 6.5 m to 7.0 m and 7.0 m to 7.5 m, respectively, and that of grade III large deformation section is from 7.0 m to 7.5 m and 7.5 m to 8.0 m, respectively. It shows that the formula for calculating the radius of the loose circle based on the unified strength criterion is applicable for a large deformation tunnel in soft rock.(4)
The peripheral convergences of grade II large deformation section and grade III large deformation section of Yuntunbao Tunnel reach 475 mm and 662 mm, respectively, which are far above the limit and should be classified as large deformation. The length of the bolt can be optimized according to the thickness of the loose circle, so as to provide sufficient support reaction, which controls the displacement of surrounding rock and ensures the safety of the structure.



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*Source: 8842976-2020-11-17.xml*