# Three-Dimensional Numerical Analysis of the Tunnel for Polyaxial State of Stress

Authors: Wenge Qiu; Chao Kong; Kai Liu
Journal: Mathematical Problems in Engineering
 (2015)

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## Abstract

The aim of this study is to have a comprehensive understanding of the mechanical behavior of rock masses around excavation under different value of intermediate principal stress. Numerical simulation was performed to investigate the influence of intermediate principal stress using a new polyaxial strength criterion which takes polyaxial state of stress into account. In order to equivalently substitute polyaxial failure criterion with Mohr-Coulomb failure criterion, a mathematical relationship was established between these two failure criteria. The influence of intermediate principal stress had been analyzed when Mohr-Coulomb strength criterion and polyaxial strength criterion were applied in the numerical simulation, respectively. Results indicate that intermediate principal stress has great influence on the mechanical behavior of rock masses; rock strength enhanced by intermediate principal stress is significant based on polyaxial strength criterion; the results of numerical simulation under Mohr-Coulomb failure criterion show that it does not exert a significant influence on rock strength. Results also indicate that when intermediate principal stress is relatively small, polyaxial strength criterion is not applicable.


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## Body

## 1. Introduction

With respect to underground engineering, rock strength is one of the most important factors that affect stability of underground structure. Among the factors that affect rock strength, cohesion, internal friction angle, fissures, joints, and stress state of rock mass have a significant influence on rock strength [1].When the ratio of the spacing of discontinuities is far smaller than the excavation dimension, the effect that discontinuities exert on excavation is also relatively small. Moreover, this effect brought by discontinuities is deemed to be acting on the whole rock mass and the whole underground structure rather than on partial rock mass and partial supporting structure system. As a result, discontinuity rock mass can be thought of as continuum. At the same time, Mohr-Coulomb failure criterion is presented that only cohesion and internal friction angle are considered to describe strength of rock mass. With the rapid development of numerical simulation brought by superior performance of computer, Mohr-Coulomb failure criterion is widely applied as a simple and practical form in numerical simulation of geotechnical field.Under Mohr-Coulomb failure criterion, major principal stressσ1 can be predicted if minor principal stress σ3 is determined. Major principal stress σ1 is written as(1)σ1=fσ3,k,where k are “material constants” that could depend, among other factors, on rock type and quality, weathering, loading history, or strain [2]. In Mohr-Coulomb failure criterion, both major principal stress σ1 and minor principal stress σ3 are considered. Note that Mohr-Coulomb failure criterion does not take into account intermediate principal stress σ2. According to Wang and Kemeny [3], however, intermediate principal stress σ2 has a significant influence on σ1 even if σ3 equals zero. Senent et al. [2] thought that although enhancement of rock strength by intermediate principal stress σ2 was seriously affected by the defeats in the rock mass, rock mass could also be modeled as homogeneous media with reduced strength property.In general, under both deep-buried and squeezing geoenvironment, rock mass is always in polyaxial stress state, shown in Figure1, where longitudinal stress was intermediate principal stress (σ2). Excavation will bring about stress redistribution in rock mass. σ3/σ1 is called lateral pressure coefficient K; it can influence the failure mode of tunnel during excavation [4]. When K is smaller, the initial damage appears in arch foot and arch; when K is bigger, the initial damage appears in sidewall and arch; tensile damage is the main failure mode. But intermediate principal stress σ2 is not relaxed significantly with advance of excavation [5, 6]. Polyaxial strength criterion has been introduced by Singh et al. [5]. They initiated a large number of studies on the polyaxial constitutive models to prove the applicability of underground engineering in severe squeezing conditions, explaining the differences between what was predicted by traditional elastoplasticity theory and that by observations. Back analysis of the data obtained from field reveals that rock masses around the excavation have a strength enhancement owing to the effect of intermediate principle stress σ2. Singh et al. [5] proposed a semiempirical approach that incorporates the effect of intermediate principal stress σ2 in the conventional formula of Mohr-Coulomb failure criterion by substituting σ3 with the average value of σ2 and σ3 at the second term:(2)Mohr-Coulomb:σ1-σ3=σcr+σ3A,(3)polyaxial criterion:σ1-σ3=σcr+σ3+σ22A,where A=2sin⁡φ/1-sin⁡φ.Figure 1
Stress state of rock mass during tunneling.Yield curves of the two failure criteria onπ-plane are shown in Figure 2.Figure 2
Yield curves onπ-plane.Polyaxial failure criterion has gradually been accepted by scholars and engineers. Scussel and Chandra [7] verified the precision and validity of this failure criterion through actual project [8]. Scussel and Chandra [9] used Fish computer language of Flac3D [10] to establish the constitutive model of polyaxial failure criterion with satisfactory results. However, due to limitations of Fish computer language itself, this failure criterion is not widely applied into the commercial software. When polyaxial failure criterion is applied into commercial software, relatively poor efficiency of calculation is another factor that may explain its unpopularity.This paper begins with the effect of intermediate principal stressσ2 on the behavior of rock masses using Mohr-Coulomb failure criterion in Flac3D. Then, according to the established mathematic relationship between Mohr-Coulomb failure criterion and polyaxial failure criterion, polyaxial failure criterion is equivalently substituted with Mohr-Coulomb failure criterion. As a result, polyaxial failure criterion is introduced in Flac3D. Meanwhile numerical simulation is conducted using polyaxial failure criterion to investigate the effect of intermediate principal stress σ2 on the behavior of rock masses. In the end, comparisons of numerical results between these two failure criteria are made and applicability of these two failure criteria is discussed.


## 2. Analysis ofσ2 Using MOHR-Coulomb Failure Criterion

### 2.1. Description of Numerical Model

The typical example of deep-buried circular tunnel subjected to a hydrostatic in situ stress field shown in Figure3 has been selected. Property of geomaterials is shown in Table 1 [11].Table 1
Property of rock mass.
ϕ
c
P
v
P
h
P
0
30
0.2 MPa
15 MPa
15 MPa
15 MPa
UCS
E
ν
λ
r
i
1.89 MPa
3 Gpa
0.3
1
3.2 mFigure 3
Numerical simulation.
(a)
Front view
(b)
Lateral viewNumerical simulation is performed using Mohr-Coulomb failure criterion ofFlac3D [10]. The X-axis and Y-axis are in the cross section perpendicular to the tunnel longitudinal direction (Z-axis). The model size is 60 m × 60 m × 40 m (X×Y×Z). As shown in Figure 3, the normal (vertical) displacement is fixed at the model base. For the lateral boundary condition, stress boundary is applied. In order to simulate the effect of intermediate principal stress well and eliminate other factors affecting the results, numerical simulation adopts 3D model with full excavation method. During the process of simulation, blasting cycle is 1 m and support system is not installed.The research includes two cases. Case I: intermediate principle stressσ2=15 MPa; case II: intermediate principle stress σ2=10 MPa.


### 2.2. Numerical Results

In order to minimize boundary effect, the central plane (perpendicular to tunnel longitudinal direction,z=-20 m) of the model is selected as the analysis plane. As displacement and size of plastic zone as well as stress distribution can well reflect the effect on the mechanical behavior of rock masses, this research analyzes the results mainly from three aspects mentioned above. In the two cases above, displacement, size of plastic zone, and stress distribution are shown, respectively, in Figures 4~6.Figure 4
Vertical displacement (m).
(a)
σ
2
=
15 MPa
(b)
σ
2
=
10 MPaAs shown in Figures4 and 5, value of crown displacement in Figure 4(a) is approximate to that in Figure 4(b); radius of plastic zone in Figure 5(a) is close to that in Figure 5(b). Specifically, the result indicates that when σ2=10 MPa, displacement of crown and radius of plastic zone are 26.97 cm and 12.64 m, respectively. When σ2=15 MPa, displacement of crown and radius of plastic zone are 27.75 cm and 12.64 m, respectively. As shown in Figure 6, when intermediate principal stresses are 10 MPa and 15 Mpa, respectively, the distribution of tangential stress shares the same characteristics and distribution of radial stress also shares the same characteristics. As a result, effect of intermediate principal stress σ2 on rock strength enhancement is not well reflected by deformation and stress and by area of plastic zone when Mohr-Coulomb failure criterion is applied in the numerical simulation. For squeezing geocondition (when sigma-2 is much bigger), applying Mohr-Coulomb failure criterion to simulate rock strength enhancement brought by σ2 cannot be realized.Figure 5
Plastic zone (m).
(a)
σ
2
=
15 MPa
(b)
σ
2
=
10 MPaFigure 6
Stress distribution of rock mass.


## 2.1. Description of Numerical Model

The typical example of deep-buried circular tunnel subjected to a hydrostatic in situ stress field shown in Figure3 has been selected. Property of geomaterials is shown in Table 1 [11].Table 1
Property of rock mass.
ϕ
c
P
v
P
h
P
0
30
0.2 MPa
15 MPa
15 MPa
15 MPa
UCS
E
ν
λ
r
i
1.89 MPa
3 Gpa
0.3
1
3.2 mFigure 3
Numerical simulation.
(a)
Front view
(b)
Lateral viewNumerical simulation is performed using Mohr-Coulomb failure criterion ofFlac3D [10]. The X-axis and Y-axis are in the cross section perpendicular to the tunnel longitudinal direction (Z-axis). The model size is 60 m × 60 m × 40 m (X×Y×Z). As shown in Figure 3, the normal (vertical) displacement is fixed at the model base. For the lateral boundary condition, stress boundary is applied. In order to simulate the effect of intermediate principal stress well and eliminate other factors affecting the results, numerical simulation adopts 3D model with full excavation method. During the process of simulation, blasting cycle is 1 m and support system is not installed.The research includes two cases. Case I: intermediate principle stressσ2=15 MPa; case II: intermediate principle stress σ2=10 MPa.


## 2.2. Numerical Results

In order to minimize boundary effect, the central plane (perpendicular to tunnel longitudinal direction,z=-20 m) of the model is selected as the analysis plane. As displacement and size of plastic zone as well as stress distribution can well reflect the effect on the mechanical behavior of rock masses, this research analyzes the results mainly from three aspects mentioned above. In the two cases above, displacement, size of plastic zone, and stress distribution are shown, respectively, in Figures 4~6.Figure 4
Vertical displacement (m).
(a)
σ
2
=
15 MPa
(b)
σ
2
=
10 MPaAs shown in Figures4 and 5, value of crown displacement in Figure 4(a) is approximate to that in Figure 4(b); radius of plastic zone in Figure 5(a) is close to that in Figure 5(b). Specifically, the result indicates that when σ2=10 MPa, displacement of crown and radius of plastic zone are 26.97 cm and 12.64 m, respectively. When σ2=15 MPa, displacement of crown and radius of plastic zone are 27.75 cm and 12.64 m, respectively. As shown in Figure 6, when intermediate principal stresses are 10 MPa and 15 Mpa, respectively, the distribution of tangential stress shares the same characteristics and distribution of radial stress also shares the same characteristics. As a result, effect of intermediate principal stress σ2 on rock strength enhancement is not well reflected by deformation and stress and by area of plastic zone when Mohr-Coulomb failure criterion is applied in the numerical simulation. For squeezing geocondition (when sigma-2 is much bigger), applying Mohr-Coulomb failure criterion to simulate rock strength enhancement brought by σ2 cannot be realized.Figure 5
Plastic zone (m).
(a)
σ
2
=
15 MPa
(b)
σ
2
=
10 MPaFigure 6
Stress distribution of rock mass.


## 3. Analysis ofσ2 Using Polyaxial Failure Criterion

### 3.1. Establishment of Mathematic Relationship between Mohr-Coulomb and Polyaxial Criterion

A mathematic relationship between Mohr-Coulomb failure criterion and polyaxial failure criterion is established. This relationship is well reflected by the equivalent mechanical parameters inputted into Mohr-Coulomb failure criterion inFlac3D to equivalently substitute polyaxial failure criterion [11] (equivalent Mohr-Coulomb failure criterion). The established mathematic relationship is written as(4)polyaxial:σ1=Nϕ′σ3+σcr′,(5)Mohr-Coulomb:σ1=Nϕσ3+σcr,where Nϕ=1+sin⁡φ/1-sin⁡φ, Nϕ′=1/1-sin⁡φ, σcr=2ccos⁡φ/1-sin⁡φ, σcr′=UCS+σ2A/2,  A=2sin⁡φ/1-sin⁡φ.Equivalent Mohr-Coulomb failure criterion is expressed as follows:(6)Equivalent Mohr:σ1=Nϕeq′σ3+σcreq′,where Nφ(eq)′=1+sin⁡φ′/1-sin⁡φ′ and σcr(eq)′=2ccos⁡φ′/1-sin⁡φ′.If (3) is equal to (5), (6) and (7) have to be met:(7)Nϕ′=Nϕeq′,(8)σcr′=σcreq′.Equivalent internal friction angle is expressed as(9)φ′=2tan-1sin⁡φ/2-sin⁡φ1+1+sin⁡φ/2-sin⁡φ2.Equivalent cohesion is expressed as(10)c′=UCS+σ2A2B,where A=2sin⁡φ/1-sin⁡φ and B=1-sin⁡φ/2-sin⁡φcos⁡sin-1sin⁡φ/2-sin⁡φ.φ
′, c′ are equivalent internal friction angle and equivalent cohesion, respectively, in equivalent Mohr-Coulomb failure criterion. φ and c are internal friction angle and cohesion, respectively, in Mohr-Coulomb failure criterion.


### 3.2. Description of Numerical Model

Properties of geomaterials are shown in Table2. The numerical simulation employs the equivalent Mohr-Coulomb failure criterion (polyaxial failure criterion). According to the established relationship as shown in (8) and (9) between Mohr-Coulomb failure criterion and polyaxial failure criterion, polyaxial failure criterion can be equivalently substituted in the numerical simulation by inputting equivalent cohesion and equivalent internal friction angle into Mohr-Coulomb failure criterion. This numerical simulation includes six cases: case I: σ2=5 MPa; case II: σ2=10 MPa; case III: σ2=15 MPa; case IV: σ2=20 MPa; case V: σ2=25 MPa; case VI: σ2=50 MPa.Table 2
Equivalent parameters under equivalent Mohr-Coulomb failure criterion.
σ
2
5 Mpa
10 Mpa
15 Mpa
20 Mpa
25 Mpa
50 Mpa
c
eq
2.436 MPa
4.204 MPa
5.972 MPa
7.739 MPa
9.507 MPa
18.346 MPa
φ
eq
19.47°
19.47°
19.47°
19.47°
19.47°
19.47°
Note:c,φ are 0.2 MPa and 30°, respectively, under Mohr-Coulomb failure criterion.The model mainly adopts stress boundary, except the base of the model and boundaries perpendicular toZ-axis, both of which employ the displacement boundary condition. Based on actual requirements, stress boundary is specified on the rest of boundaries as shown in Figure 7. In order to simulate the effect of intermediate principal stress well and eliminate the influence of other factors affecting numerical results, this research adopts 3D (three-dimensional) model with full excavation method. During the simulating process, blasting cycle is 1 m and support system is not installed.Figure 7
Numerical simulation.
(a)
Front view
(b)
Lateral view


### 3.3. Numerical Results

#### 3.3.1. Analysis on Displacement

In the six cases above, crown displacement curve, horizontal convergence curve, and invert uplift curve are shown in Figure8.Figure 8
Displacement with increment of intermediate principal stress.Figure8 shows that deformation value tends to decrease with increment of intermediate principal stress and represents a nonlinear characteristic. When σ2⩾20 MPa, deformation of the rock mass tends to be constant; when σ2⩾20 MPa, rock strength enhancement brought by σ2 is not significant. It is worth noting that since support structure system is not installed during the numerical simulation, minor principal stress σ3 equals 0 MPa on the tunnel surface; it is also worth noting that when the intermediate principal stress σ2⩾20 MPa, displacement controller of the rock mass begins to become minor principal stress σ3 instead of intermediate principal stress σ2.


#### 3.3.2. Analysis on Plastic Zone

The plastic zone with different intermediate principal stress is shown in Figures9~11. Curve of plastic zone radius shares the same characteristics as displacement curve. Figure 12 shows that effect of intermediate principal stress on the area of plastic zone decreases with the increment of intermediate principal stress.Figure 9
Plastic zone,σ2=5 MPa (radius: 6.70 m).Figure 10
Plastic zone,σ2=15 MPa (radius: 4.20 m).Figure 11
Plastic zone,σ2=25 MPa (radius: 3.60 m).Figure 12
Plastic zone radius with increment of intermediate principal stress.


#### 3.3.3. Analysis of Stress Distribution

After excavation, rock masses around the excavation may fall into plastic state if stress of rock is greater than rock strength, resulting in plastic and shear slip or plastic flow of the rock mass. According to rock mechanics [12], when rock masses fall into plastic state, deformation increases without the change of stress. Based on the rock stress redistribution theory of unsupported tunnel, excavation produces a limited stress concentration at tangential direction. In other words, tangential stress σθ continues to increase within a certain distance; if the distance to the tunnel surface is greater than the distance, tangential stress σθ decreases. When σθ reaches the maximum value, the corresponding distance to the tunnel surface represents the maximum size of the plastic zone.The results show that radial stress and tangential stress share the same distribution characteristics. With the increment of intermediate principal stressσ2, the maximum tangential stress also tends to increase, shown in Figures 13~15. Specifically, the maximum tangential stresses are 22.3 MPa (σ2=5 MPa), 23.4 MPa (σ2=10 MPa), 25.1 MPa (σ2=15 MPa), 25.7 MPa (σ2=20 MPa), 28.2 MPa (σ2=25 MPa), and 28.2 MPa (σ2=30 MPa), respectively. Besides, the results indicate that with the increment of intermediate principal stress σ2 area of stress redistribution tends to be smaller gradually.Figure 13
Stress distribution of rock mass (σ2=5 MPa).Figure 14
Stress distribution of rock mass (σ2=15 MPa).Figure 15
Stress distribution of rock mass (σ2=25 MPa).


## 3.1. Establishment of Mathematic Relationship between Mohr-Coulomb and Polyaxial Criterion

A mathematic relationship between Mohr-Coulomb failure criterion and polyaxial failure criterion is established. This relationship is well reflected by the equivalent mechanical parameters inputted into Mohr-Coulomb failure criterion inFlac3D to equivalently substitute polyaxial failure criterion [11] (equivalent Mohr-Coulomb failure criterion). The established mathematic relationship is written as(4)polyaxial:σ1=Nϕ′σ3+σcr′,(5)Mohr-Coulomb:σ1=Nϕσ3+σcr,where Nϕ=1+sin⁡φ/1-sin⁡φ, Nϕ′=1/1-sin⁡φ, σcr=2ccos⁡φ/1-sin⁡φ, σcr′=UCS+σ2A/2,  A=2sin⁡φ/1-sin⁡φ.Equivalent Mohr-Coulomb failure criterion is expressed as follows:(6)Equivalent Mohr:σ1=Nϕeq′σ3+σcreq′,where Nφ(eq)′=1+sin⁡φ′/1-sin⁡φ′ and σcr(eq)′=2ccos⁡φ′/1-sin⁡φ′.If (3) is equal to (5), (6) and (7) have to be met:(7)Nϕ′=Nϕeq′,(8)σcr′=σcreq′.Equivalent internal friction angle is expressed as(9)φ′=2tan-1sin⁡φ/2-sin⁡φ1+1+sin⁡φ/2-sin⁡φ2.Equivalent cohesion is expressed as(10)c′=UCS+σ2A2B,where A=2sin⁡φ/1-sin⁡φ and B=1-sin⁡φ/2-sin⁡φcos⁡sin-1sin⁡φ/2-sin⁡φ.φ
′, c′ are equivalent internal friction angle and equivalent cohesion, respectively, in equivalent Mohr-Coulomb failure criterion. φ and c are internal friction angle and cohesion, respectively, in Mohr-Coulomb failure criterion.


## 3.2. Description of Numerical Model

Properties of geomaterials are shown in Table2. The numerical simulation employs the equivalent Mohr-Coulomb failure criterion (polyaxial failure criterion). According to the established relationship as shown in (8) and (9) between Mohr-Coulomb failure criterion and polyaxial failure criterion, polyaxial failure criterion can be equivalently substituted in the numerical simulation by inputting equivalent cohesion and equivalent internal friction angle into Mohr-Coulomb failure criterion. This numerical simulation includes six cases: case I: σ2=5 MPa; case II: σ2=10 MPa; case III: σ2=15 MPa; case IV: σ2=20 MPa; case V: σ2=25 MPa; case VI: σ2=50 MPa.Table 2
Equivalent parameters under equivalent Mohr-Coulomb failure criterion.
σ
2
5 Mpa
10 Mpa
15 Mpa
20 Mpa
25 Mpa
50 Mpa
c
eq
2.436 MPa
4.204 MPa
5.972 MPa
7.739 MPa
9.507 MPa
18.346 MPa
φ
eq
19.47°
19.47°
19.47°
19.47°
19.47°
19.47°
Note:c,φ are 0.2 MPa and 30°, respectively, under Mohr-Coulomb failure criterion.The model mainly adopts stress boundary, except the base of the model and boundaries perpendicular toZ-axis, both of which employ the displacement boundary condition. Based on actual requirements, stress boundary is specified on the rest of boundaries as shown in Figure 7. In order to simulate the effect of intermediate principal stress well and eliminate the influence of other factors affecting numerical results, this research adopts 3D (three-dimensional) model with full excavation method. During the simulating process, blasting cycle is 1 m and support system is not installed.Figure 7
Numerical simulation.
(a)
Front view
(b)
Lateral view


## 3.3. Numerical Results

### 3.3.1. Analysis on Displacement

In the six cases above, crown displacement curve, horizontal convergence curve, and invert uplift curve are shown in Figure8.Figure 8
Displacement with increment of intermediate principal stress.Figure8 shows that deformation value tends to decrease with increment of intermediate principal stress and represents a nonlinear characteristic. When σ2⩾20 MPa, deformation of the rock mass tends to be constant; when σ2⩾20 MPa, rock strength enhancement brought by σ2 is not significant. It is worth noting that since support structure system is not installed during the numerical simulation, minor principal stress σ3 equals 0 MPa on the tunnel surface; it is also worth noting that when the intermediate principal stress σ2⩾20 MPa, displacement controller of the rock mass begins to become minor principal stress σ3 instead of intermediate principal stress σ2.


### 3.3.2. Analysis on Plastic Zone

The plastic zone with different intermediate principal stress is shown in Figures9~11. Curve of plastic zone radius shares the same characteristics as displacement curve. Figure 12 shows that effect of intermediate principal stress on the area of plastic zone decreases with the increment of intermediate principal stress.Figure 9
Plastic zone,σ2=5 MPa (radius: 6.70 m).Figure 10
Plastic zone,σ2=15 MPa (radius: 4.20 m).Figure 11
Plastic zone,σ2=25 MPa (radius: 3.60 m).Figure 12
Plastic zone radius with increment of intermediate principal stress.


### 3.3.3. Analysis of Stress Distribution

After excavation, rock masses around the excavation may fall into plastic state if stress of rock is greater than rock strength, resulting in plastic and shear slip or plastic flow of the rock mass. According to rock mechanics [12], when rock masses fall into plastic state, deformation increases without the change of stress. Based on the rock stress redistribution theory of unsupported tunnel, excavation produces a limited stress concentration at tangential direction. In other words, tangential stress σθ continues to increase within a certain distance; if the distance to the tunnel surface is greater than the distance, tangential stress σθ decreases. When σθ reaches the maximum value, the corresponding distance to the tunnel surface represents the maximum size of the plastic zone.The results show that radial stress and tangential stress share the same distribution characteristics. With the increment of intermediate principal stressσ2, the maximum tangential stress also tends to increase, shown in Figures 13~15. Specifically, the maximum tangential stresses are 22.3 MPa (σ2=5 MPa), 23.4 MPa (σ2=10 MPa), 25.1 MPa (σ2=15 MPa), 25.7 MPa (σ2=20 MPa), 28.2 MPa (σ2=25 MPa), and 28.2 MPa (σ2=30 MPa), respectively. Besides, the results indicate that with the increment of intermediate principal stress σ2 area of stress redistribution tends to be smaller gradually.Figure 13
Stress distribution of rock mass (σ2=5 MPa).Figure 14
Stress distribution of rock mass (σ2=15 MPa).Figure 15
Stress distribution of rock mass (σ2=25 MPa).


## 3.3.1. Analysis on Displacement

In the six cases above, crown displacement curve, horizontal convergence curve, and invert uplift curve are shown in Figure8.Figure 8
Displacement with increment of intermediate principal stress.Figure8 shows that deformation value tends to decrease with increment of intermediate principal stress and represents a nonlinear characteristic. When σ2⩾20 MPa, deformation of the rock mass tends to be constant; when σ2⩾20 MPa, rock strength enhancement brought by σ2 is not significant. It is worth noting that since support structure system is not installed during the numerical simulation, minor principal stress σ3 equals 0 MPa on the tunnel surface; it is also worth noting that when the intermediate principal stress σ2⩾20 MPa, displacement controller of the rock mass begins to become minor principal stress σ3 instead of intermediate principal stress σ2.


## 3.3.2. Analysis on Plastic Zone

The plastic zone with different intermediate principal stress is shown in Figures9~11. Curve of plastic zone radius shares the same characteristics as displacement curve. Figure 12 shows that effect of intermediate principal stress on the area of plastic zone decreases with the increment of intermediate principal stress.Figure 9
Plastic zone,σ2=5 MPa (radius: 6.70 m).Figure 10
Plastic zone,σ2=15 MPa (radius: 4.20 m).Figure 11
Plastic zone,σ2=25 MPa (radius: 3.60 m).Figure 12
Plastic zone radius with increment of intermediate principal stress.


## 3.3.3. Analysis of Stress Distribution

After excavation, rock masses around the excavation may fall into plastic state if stress of rock is greater than rock strength, resulting in plastic and shear slip or plastic flow of the rock mass. According to rock mechanics [12], when rock masses fall into plastic state, deformation increases without the change of stress. Based on the rock stress redistribution theory of unsupported tunnel, excavation produces a limited stress concentration at tangential direction. In other words, tangential stress σθ continues to increase within a certain distance; if the distance to the tunnel surface is greater than the distance, tangential stress σθ decreases. When σθ reaches the maximum value, the corresponding distance to the tunnel surface represents the maximum size of the plastic zone.The results show that radial stress and tangential stress share the same distribution characteristics. With the increment of intermediate principal stressσ2, the maximum tangential stress also tends to increase, shown in Figures 13~15. Specifically, the maximum tangential stresses are 22.3 MPa (σ2=5 MPa), 23.4 MPa (σ2=10 MPa), 25.1 MPa (σ2=15 MPa), 25.7 MPa (σ2=20 MPa), 28.2 MPa (σ2=25 MPa), and 28.2 MPa (σ2=30 MPa), respectively. Besides, the results indicate that with the increment of intermediate principal stress σ2 area of stress redistribution tends to be smaller gradually.Figure 13
Stress distribution of rock mass (σ2=5 MPa).Figure 14
Stress distribution of rock mass (σ2=15 MPa).Figure 15
Stress distribution of rock mass (σ2=25 MPa).


## 4. Discussions

The relationship between cohesionc and equivalent cohesion c′ and the relationship between internal friction φ and equivalent internal friction φ′ are written as (8) and (9), respectively. According to (8)~(9), equivalent cohesion and equivalent internal friction used in the numerical simulation are shown in Tables 3 and 4, respectively.Table 3
Internal friction angleφ and equivalent internal friction angle φ′.
φ (°)
15
20
25
30
35
40
φ
′ (°)
8.55
11.90
15.54
19.47
23.71
28.27Table 4
Cohesionc and equivalent cohesion c′.
c (MPa)
15
20
25
30
35
40
c
′ (MPa)
2.44
4.20
5.97
7.74
9.51
11.27From (8) and (9), Mohr-Coulomb failure criterion envelope and polyaxial failure criterion envelope on τ-σ coordinate system are shown in Figure 16.Figure 16
Mohr-Coulomb envelope and polyaxial envelope.Figure16 shows that, for polyaxial failure criterion, effect of intermediate principal stress on rock strength is explained that internal friction is reduced and meanwhile cohesion is increased. Equations (2)~(3) indicate that the effect of σ3 under Mohr-Coulomb failure criterion is smaller than that under polyaxial failure criterion, when intermediate principal stress σ2 is =0. As a result, when intermediate principal stress σ2=0 or rock strength enhancement brought by σ2 can be ignored (such as tunnel portal), it is improper that numerical simulation is executed using polyaxial failure criterion. Table 5 shows settlement of the crown and radius of plastic zone when Mohr-Coulomb failure criterion and polyaxial failure criterion are applied, respectively, in the numerical simulation.Table 5
Results of numerical simulation.
Failure criterion
Settlement at crown
Radius of plastic zone
M-C
26.97 cm
12.64 m
Ploy
70.63 cm
24.16 m


## 5. Conclusions

(1)
The results of numerical simulation under Mohr-Coulomb failure criterion show that the intermediate principal stressσ2 does not exert a significant influence on stress redistribution and displacement at crown as well as the size of plastic zone in numerical simulation.
(2)
Intermediate principal stress has a significant enhancement on rock strength. Specifically, greaterσ2 not only significantly reduces the displacement at the crown and excavation disturbance area as well as the size of plastic zone but also improves the bearing capacity of rock mass. Particularly for the squeezing condition, effect of σ2 is significant. As a result, for squeezing geocondition where lateral pressure coefficient K is greater than 0.5 Mohr-Coulomb is not applicable to analyze the mechanical behavior of rock mass.
(3)
For polyaxial failure criterion, effect of intermediate principal stress on rock strength enhancement is explained that internal friction angle is reduced and meanwhile cohesion is increased.
(4)
The effect ofσ3 under Mohr-Coulomb failure criterion is smaller than that under polyaxial failure criterion, when intermediate principal stress σ2 is =0 or is small. As a result, when in tunnel portal (σ2 is much smaller than other principal stresses), using polyaxial failure criterion in numerical simulation is not proper.



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*Source: 301241-2015-09-27.xml*