# Research on Failure Mechanism and Parameter Sensitivity of Zonal Disintegration in Deep Tunnel

Authors: Xutao Zhang; Qiang Gao; Shicai Cui; Changrui Duan
Journal: Advances in Civil Engineering
 (2019)

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## Abstract

With the increase of excavation depth, the zonal disintegration phenomenon appears in the deep rock mass, which is quite different from the failure mode of shallow tunnel. In order to analyse the failure mechanism of this phenomenon, an elastoplastic softening damage model was put forward based on the softening damage characteristics of deep rock mass. The constitutive equations, the equilibrium equations, and the failure criterion were deduced. The theoretical solutions of radial displacement and radial stresses and tangential stresses of deep surrounding rock mass were calculated. The distribution law of zonal disintegration in deep tunnel was obtained. The theoretical solutions presented an oscillating mode. The theoretical calculated widths of fracture zones were in good agreement with the in situ test data. Besides, the sensitivity of different parameters to fracture morphology was calculated and analysed. The results show that the relative loading strength has a controlling role in the zonal disintegration morphology, followed by the cohesion force and deformation modulus, and the internal friction angle is the least. This study reveals the morphological characteristics and influencing factors of zonal disintegration, which provides a basis for the prediction and support control of fracture modes.


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## Body

## 1. Introduction

With the increasing demand for deep underground space utilization and various resource developments, significant nonlinear deformation and failure occurs in the surrounding rock of the tunnel. Many zonal disintegration phenomena [1–3] were found during the monitoring of deep rock mass engineering (Figure 1), and many experts and scholars have studied this phenomenon.Figure 1
Talmyrskii Mine in depth of 1050 m.Different test methods were used to study the mechanism of zonal disintegration: the cement mortar was used as the model test material, and the zonal disintegration phenomenon was observed [4] (Figure 2). The failure characteristics of the zonal disintegration in the deep surrounding rock were analysed by the geomechanical model tests [5]. Many experts have studied the fragmentation phenomenon by numerical simulation [6, 7]. At present, many theories about the rupture of surrounding rock have been proposed: the occurrence of rupture of surrounding rock is related to the magnitude of the geostress and the strength of the rock [8]; the surrounding rock of the deep roadway will be subject to zonal rupture under the influence of continuous tensile and brittle fracture [9–11].Figure 2
Zonal disintegration phenomena obtained by model test.The current research studies mainly focus on the formation mechanism of zonal disintegration, and less attention is paid to fracture morphology caused by intrinsic factors of surrounding rock. The fracture morphology contains the number and the depth of the fracture zones and will affect the stability of the surrounding rock. So, the sensitivity of intrinsic factors determined to the zonal disintegration morphology should be sorted, and then its influence on the stability of surrounding rock can be analysed.An elastoplastic model and failure criterion was put forward based on the damage property of rock mass. The morphology of zonal disintegration was obtained through theoretical calculation. Then, the sensitivity of different parameters to the fracture morphology was analysed. This study reveals the morphological characteristics and influencing factors of zonal disintegration, which provides a basis for the prediction and support control of fracture modes.


## 2. The Calculation of Elastoplastic Displacement Field and Stress Field in Deep Rock Mass

### 2.1. Elastoplastic Softening Damage Model

For rock masses, the usual yield criterion is the Mohr–Coulomb yield criterion (Figure3). According to the yield criterion, the shear strength of the rock mass τ depends on the normal stress σ on the shear slip plane and the shear strength can be expressed as(1)τ=σtanφ+c,where c is cohesive force, φ is internal friction angle.Figure 3
Envelop of Mohr circles of principle stresses.According to classical elastic theory,(2)σ=σ1+σ32−σ1−σ32sinφ,τ=σ1−σ32cosφ.After substituting equation (2) into the yield criterion formula and the yield criterion formula can be written as(3)σ1−Aσ3=σc,where A=1+sinφ/1−sinφ, σc=2ccosφ/1−sinφ, and the physical meaning of σc is the uniaxial compressive strength of rock.The surrounding rock under high geostress conditions exhibits certain ductility. After exceeding the peak strength, the rock masses are presented the strain softening characteristics [12], as shown in Figure 4.Figure 4
Relation curve of differential stress and axial strain of rock in deep.Figure4 shows the stress-strain curves of deep rock masses under high stress conditions, where σf is peak stress, εf is peak strain, and εu is ultimate strain. According to the postpeak strain softening mechanical properties of rock under deep high geostress conditions, the stress-strain relationship is simplified (Figure 5) [13].Figure 5
Stress-strain curve with softening.In Figure5, the OA segment is simplified as a linear elastic zone, in which E is the elastic modulus; the AC segment is the plastic bearing zone [14], in which the AB segment is the prepeak plastic hardening segment, in which E0 is the deformation modulus; and the BC segment is the postpeak plastic damage softening segment, in which M is the softening modulus, ε1′ is the deformation in the direction of the principal stress of the postpeak plastic softening section, and ε1″ is the irreversible deformation produced by the prepeak plastic hardening section; the CD section is the plastic flow area and σ0 is the residual stress strength.The total irreversible deformation throughout the plastic deformation process is written as(4)ε1p=ε1′+ε1″.The microcracks begin to propagate near the yield point, and the volumetric strain of rock increases as well (Figure6). Therefore, the damage threshold of rock is at the yield point [15]. d is introduced to describe the surrounding rock damage, and the mechanic characteristics of damaged rock under the high geostress are described with the following damage evolution law [16]:(5)d=dε1=0,ε1<εf,εuε1ε1−εfεu−εf,εf≤ε1<εu,1,ε1≥εu.Figure 6
Damage strain curve.The evolution law hypothesizes that there is no damage at the elastic segment, and the rock masses enter damage state when yielding to plasticity.The relationship between the principal stresses in the plastic softening section is(6)σ1−Aσ3=σc−Mε1′1−d=σc−Mε1″1−dξ=σc+Mε3′1−dβ,where β is postpeak Poisson ratio, β=−ε3′/ε1′; ξ is modulus parameters, and ξ=M/E0.So, the irreversible deformation can be expressed as(7)ε1p=ε1′+ε1″=ε1′1+ξ=σc−σ1+Aσ31−d1+ξM,ε3p=ε3′+ε3″=−ε1′β+υξ=−σc−σ1+Aσ31−dβ+υξM.The strain at the elastic section is(8)ε1e=1−υ2Eσ1−υ1−υσ3,ε3e=1−υ2Eσ3−υ1−υσ1.The total strain is written as(9)ε1=ε1e+ε1p=1−υ2E−1+ξMσ1+−1+υυE+1−d1+ξAMσ3+1−d1+ξσcM,ε3=ε3e+ε3p=−1+υυE+1−dβ+ξυMσ1+1−υ2E−1−dβ+ξυAMσ3+−1−dβ+ξυσcM.The plastic constitutive formula can be expressed as follows:(10)σ1=k1ε1+m1ε3+n1,σ3=k2ε1+m2ε3+n2,where(11)k1=b2a1b2−a2b1,m1=−b1a1b2−a2b1,n1=b1c2−b2c1a1b2−a2b1,k2=−a2a1b2−a2b1,m2=a1a1b2−a2b1,n2=a2c1−a1c2a1b2−a2b1,a1=1−υ2E−1−d1+ξM,b1=−1+υυE+1−d1+ξAM,c1=1−d1+ξσcM,a2=−1+υυE+1−dβ+ξυM,b2=1−υ2E−1−dβ+ξυAM,c2=−1−dβ+ξυσcM.


### 2.2. Elastoplastic Stress Field of Surrounding Rock in Circular Tunnel

Taking the deep circular horizontal tunnel as an example, the stress state of the rocks around the tunnel is analysed. The surrounding rock in the deep tunnel is abstracted as a thick-walled cylinder model. The pressure on the outer wall of the cylinder isP0 , the radius is b, the excavation radius of the tunnel is a, and the radius of the plastic bearing zone in the surrounding rock is r12 (Figure 7).Figure 7
Forces on circular tunnel.Due to the axial symmetry of the thick-walled cylinder model, it is more convenient to analyse it in the polar coordinate systemr,θ, and the displacement at any position in the surrounding rock is represented by u. Further analysis shows that there are two nonzero items εr and εθ in the strain tensor εij, so the simplified geometric equation is written as(12)εr=dudr,εθ=ur.The constitutive equations (8) and (10) are expressed in cylindrical coordinates as follows:(i)
The elastic zone(13)σθe=λ+2Gur+λdudr,σre=λur+λ+2Gdudr.(ii)
The plastic bearing zone(14)σθp=k1ur+m1dudr+n1,σrp=k2ur+m2dudr+n2.(1)
Stress solution in plastic bearing zoneAssuming that physical strength is neglected, the equivalent equation is written as(15)∂σrp∂r+σrp−σθpr=0.After substituting equation (14) into equation (15), the equivalent equation can be expressed as follows:(16)d2updr2+Bprdupdr+Cpr2up=Dpr,where Bp=k2+m2−m1/m2, Cp=−k1/m2, Dp=n1−n2/m2.Plastic zone displacementup can be calculated as(17)up=r−WDpBp−WpWp+1rWp+1+C1p2Wp−Bp+1r2Wp−Bp+1+C2p=DpBp+Cpr+C1p2Wp−Bp+1rWp−Bp+1+C2pr−Wp,where Wp=Bp−1+Bp−12−4Cp/2, C1p and C2p is undetermined coefficients.After substituting equation (17) into the plastic constitutive equation, the stresses can be expressed as follows:(18)σθp=J1pC1prWp−Bp+K1pC2pr−Wp−1+L1p,σrp=J2pC1prWp−Bp+K2pC2pr−Wp−1+L2p,where(19)J1p=k1+m1Wp−m1Bp+m12Wp−Bp+1,K1p=k1+m1,L1p=k1+m1Bp+CpDp+n1,J2p=k2+m2Wp−m2Bp+m22Wp−Bp+1,K2p=k2+m2,L2p=k2+m2Bp+CpDp+n2.The inner boundary (r=a) of the plastic bearing zone satisfies the following boundary conditions:(20)σrpr=a=0.(2)
Stress solution in elastic zoneThe equilibrium equation for the elastic zone can also be expressed as(21)∂σre∂r+σre−σθer=0.After substituting equation (13) into equation (21), the equivalent equation can be expressed as follows:(22)d2uedr2+1rduedr−1r2ue=0.Elastic zone displacementue can be calculated as(23)ue=C1er+C2er−1,where C1e and C2e are undetermined coefficients.After substituting equation (23) into the elastic constitutive equation, the stresses can be expressed as follows:(24)σθe=2λ+GC1e+2GC2er−2,σre=2λ+GC1e−2GC2er−2.The outer boundary (r=b) of the plastic bearing zone satisfies the following boundary conditions:(25)σrer=b=P0.At the elastoplastic boundary (r=r12), the stresses satisfied the yield criterion shown in equation (3), so the following boundary conditions are satisfied as(26)σθ−Aσrr=r12=σc,σrer=r12=σrpr=r12,σθer=r12=σθpr=r12.After substituting the boundary conditions (20), (25), and (26) into equations (18) and (24), respectively, the values of the determined parameters C1p, C2p, C1e, C2e and the range of the plastic loading zone r12 can be calculated, and then the elastoplastic stress field of entire circular tunnel can be calculated.


### 2.3. Determination of Fracture Zones and Nonfracture Zones

As shown in Figure8, the tangential strain εθ=0 and the stress σθ=σr in the elastic region away from the tunnel. In the plastic zone near the tunnel, the stresses satisfied equation (26) at the boundary between the plastic bearing zone and elastic zone. The strength of the rock mass is determined by the bite force, bonding force, and friction of the rock mass.Figure 8
Zonal disintegration of surrounding rock of tunnel after excavation.In the plastic bearing zone, with the increase of deformation, the unevenness on the sliding surface is flattened, and the bite force gradually decreases, so the strength of the rock body gradually decreases to residual strengthσ0 at the boundary r=r23 of the plastic flow zone. The residual strength is determined by the bond strength and friction of the rock mass. At this boundary, the stress condition is satisfied as follows:(27)σθ−Aσr=σ0.When the elastoplastic stress field of the surrounding rock in the deep circular tunnel is obtained, the boundary conditions equation (27) can be used to determine the fracture zone and nonfracture zone of the deep rock mass. Assuming that the stresses of the deep rock mass in the plastic bearing zone satisfied equation (27), the rock mass enters the plastic flow zone and ruptured phenomenon occurs, resulting in the first fracture zone with a concomitant decrease in tangential stress and radial stress. The radial displacement also increases. The stresses wave continues to propagate to the interior. When the redistribution stresses of the surrounding rock satisfied equation (27) again, the stresses are further released and a second fracture zone is obtained. This cycle continues until the redistribution stresses condition cannot meet the boundary. The fracture zone created by each stresses’ release is generally a certain distance away from the new excavation boundary, and this zone forms a nonfracture zone. As the location of the fracture zone is far from the inner boundary of the tunnel, the stress field is gradually reduced, the destruction of the surrounding rock is gradually stopped, and the rock body gradually stabilizes, and thus, the phenomenon that the fracture zones and the nonfracture zones appear alternately, shown in Figure 7.In the range of the plastic bearing zone, substituting equation (18) into equation (12), an expression for the radius r23 of the plastic flow zone is obtained:(28)J1p−AJ2pC1pr23Wp−Bp+K1p−AK2pC2pr23−Wp−1+L1p−AL2p−σ0=0.Through the above solution, the radiusr23 of the plastic flow zone can be obtained, and then the distribution of the surrounding rock zonal disintegration in the circular tunnel can be obtained.


## 2.1. Elastoplastic Softening Damage Model

For rock masses, the usual yield criterion is the Mohr–Coulomb yield criterion (Figure3). According to the yield criterion, the shear strength of the rock mass τ depends on the normal stress σ on the shear slip plane and the shear strength can be expressed as(1)τ=σtanφ+c,where c is cohesive force, φ is internal friction angle.Figure 3
Envelop of Mohr circles of principle stresses.According to classical elastic theory,(2)σ=σ1+σ32−σ1−σ32sinφ,τ=σ1−σ32cosφ.After substituting equation (2) into the yield criterion formula and the yield criterion formula can be written as(3)σ1−Aσ3=σc,where A=1+sinφ/1−sinφ, σc=2ccosφ/1−sinφ, and the physical meaning of σc is the uniaxial compressive strength of rock.The surrounding rock under high geostress conditions exhibits certain ductility. After exceeding the peak strength, the rock masses are presented the strain softening characteristics [12], as shown in Figure 4.Figure 4
Relation curve of differential stress and axial strain of rock in deep.Figure4 shows the stress-strain curves of deep rock masses under high stress conditions, where σf is peak stress, εf is peak strain, and εu is ultimate strain. According to the postpeak strain softening mechanical properties of rock under deep high geostress conditions, the stress-strain relationship is simplified (Figure 5) [13].Figure 5
Stress-strain curve with softening.In Figure5, the OA segment is simplified as a linear elastic zone, in which E is the elastic modulus; the AC segment is the plastic bearing zone [14], in which the AB segment is the prepeak plastic hardening segment, in which E0 is the deformation modulus; and the BC segment is the postpeak plastic damage softening segment, in which M is the softening modulus, ε1′ is the deformation in the direction of the principal stress of the postpeak plastic softening section, and ε1″ is the irreversible deformation produced by the prepeak plastic hardening section; the CD section is the plastic flow area and σ0 is the residual stress strength.The total irreversible deformation throughout the plastic deformation process is written as(4)ε1p=ε1′+ε1″.The microcracks begin to propagate near the yield point, and the volumetric strain of rock increases as well (Figure6). Therefore, the damage threshold of rock is at the yield point [15]. d is introduced to describe the surrounding rock damage, and the mechanic characteristics of damaged rock under the high geostress are described with the following damage evolution law [16]:(5)d=dε1=0,ε1<εf,εuε1ε1−εfεu−εf,εf≤ε1<εu,1,ε1≥εu.Figure 6
Damage strain curve.The evolution law hypothesizes that there is no damage at the elastic segment, and the rock masses enter damage state when yielding to plasticity.The relationship between the principal stresses in the plastic softening section is(6)σ1−Aσ3=σc−Mε1′1−d=σc−Mε1″1−dξ=σc+Mε3′1−dβ,where β is postpeak Poisson ratio, β=−ε3′/ε1′; ξ is modulus parameters, and ξ=M/E0.So, the irreversible deformation can be expressed as(7)ε1p=ε1′+ε1″=ε1′1+ξ=σc−σ1+Aσ31−d1+ξM,ε3p=ε3′+ε3″=−ε1′β+υξ=−σc−σ1+Aσ31−dβ+υξM.The strain at the elastic section is(8)ε1e=1−υ2Eσ1−υ1−υσ3,ε3e=1−υ2Eσ3−υ1−υσ1.The total strain is written as(9)ε1=ε1e+ε1p=1−υ2E−1+ξMσ1+−1+υυE+1−d1+ξAMσ3+1−d1+ξσcM,ε3=ε3e+ε3p=−1+υυE+1−dβ+ξυMσ1+1−υ2E−1−dβ+ξυAMσ3+−1−dβ+ξυσcM.The plastic constitutive formula can be expressed as follows:(10)σ1=k1ε1+m1ε3+n1,σ3=k2ε1+m2ε3+n2,where(11)k1=b2a1b2−a2b1,m1=−b1a1b2−a2b1,n1=b1c2−b2c1a1b2−a2b1,k2=−a2a1b2−a2b1,m2=a1a1b2−a2b1,n2=a2c1−a1c2a1b2−a2b1,a1=1−υ2E−1−d1+ξM,b1=−1+υυE+1−d1+ξAM,c1=1−d1+ξσcM,a2=−1+υυE+1−dβ+ξυM,b2=1−υ2E−1−dβ+ξυAM,c2=−1−dβ+ξυσcM.


## 2.2. Elastoplastic Stress Field of Surrounding Rock in Circular Tunnel

Taking the deep circular horizontal tunnel as an example, the stress state of the rocks around the tunnel is analysed. The surrounding rock in the deep tunnel is abstracted as a thick-walled cylinder model. The pressure on the outer wall of the cylinder isP0 , the radius is b, the excavation radius of the tunnel is a, and the radius of the plastic bearing zone in the surrounding rock is r12 (Figure 7).Figure 7
Forces on circular tunnel.Due to the axial symmetry of the thick-walled cylinder model, it is more convenient to analyse it in the polar coordinate systemr,θ, and the displacement at any position in the surrounding rock is represented by u. Further analysis shows that there are two nonzero items εr and εθ in the strain tensor εij, so the simplified geometric equation is written as(12)εr=dudr,εθ=ur.The constitutive equations (8) and (10) are expressed in cylindrical coordinates as follows:(i)
The elastic zone(13)σθe=λ+2Gur+λdudr,σre=λur+λ+2Gdudr.(ii)
The plastic bearing zone(14)σθp=k1ur+m1dudr+n1,σrp=k2ur+m2dudr+n2.(1)
Stress solution in plastic bearing zoneAssuming that physical strength is neglected, the equivalent equation is written as(15)∂σrp∂r+σrp−σθpr=0.After substituting equation (14) into equation (15), the equivalent equation can be expressed as follows:(16)d2updr2+Bprdupdr+Cpr2up=Dpr,where Bp=k2+m2−m1/m2, Cp=−k1/m2, Dp=n1−n2/m2.Plastic zone displacementup can be calculated as(17)up=r−WDpBp−WpWp+1rWp+1+C1p2Wp−Bp+1r2Wp−Bp+1+C2p=DpBp+Cpr+C1p2Wp−Bp+1rWp−Bp+1+C2pr−Wp,where Wp=Bp−1+Bp−12−4Cp/2, C1p and C2p is undetermined coefficients.After substituting equation (17) into the plastic constitutive equation, the stresses can be expressed as follows:(18)σθp=J1pC1prWp−Bp+K1pC2pr−Wp−1+L1p,σrp=J2pC1prWp−Bp+K2pC2pr−Wp−1+L2p,where(19)J1p=k1+m1Wp−m1Bp+m12Wp−Bp+1,K1p=k1+m1,L1p=k1+m1Bp+CpDp+n1,J2p=k2+m2Wp−m2Bp+m22Wp−Bp+1,K2p=k2+m2,L2p=k2+m2Bp+CpDp+n2.The inner boundary (r=a) of the plastic bearing zone satisfies the following boundary conditions:(20)σrpr=a=0.(2)
Stress solution in elastic zoneThe equilibrium equation for the elastic zone can also be expressed as(21)∂σre∂r+σre−σθer=0.After substituting equation (13) into equation (21), the equivalent equation can be expressed as follows:(22)d2uedr2+1rduedr−1r2ue=0.Elastic zone displacementue can be calculated as(23)ue=C1er+C2er−1,where C1e and C2e are undetermined coefficients.After substituting equation (23) into the elastic constitutive equation, the stresses can be expressed as follows:(24)σθe=2λ+GC1e+2GC2er−2,σre=2λ+GC1e−2GC2er−2.The outer boundary (r=b) of the plastic bearing zone satisfies the following boundary conditions:(25)σrer=b=P0.At the elastoplastic boundary (r=r12), the stresses satisfied the yield criterion shown in equation (3), so the following boundary conditions are satisfied as(26)σθ−Aσrr=r12=σc,σrer=r12=σrpr=r12,σθer=r12=σθpr=r12.After substituting the boundary conditions (20), (25), and (26) into equations (18) and (24), respectively, the values of the determined parameters C1p, C2p, C1e, C2e and the range of the plastic loading zone r12 can be calculated, and then the elastoplastic stress field of entire circular tunnel can be calculated.


## 2.3. Determination of Fracture Zones and Nonfracture Zones

As shown in Figure8, the tangential strain εθ=0 and the stress σθ=σr in the elastic region away from the tunnel. In the plastic zone near the tunnel, the stresses satisfied equation (26) at the boundary between the plastic bearing zone and elastic zone. The strength of the rock mass is determined by the bite force, bonding force, and friction of the rock mass.Figure 8
Zonal disintegration of surrounding rock of tunnel after excavation.In the plastic bearing zone, with the increase of deformation, the unevenness on the sliding surface is flattened, and the bite force gradually decreases, so the strength of the rock body gradually decreases to residual strengthσ0 at the boundary r=r23 of the plastic flow zone. The residual strength is determined by the bond strength and friction of the rock mass. At this boundary, the stress condition is satisfied as follows:(27)σθ−Aσr=σ0.When the elastoplastic stress field of the surrounding rock in the deep circular tunnel is obtained, the boundary conditions equation (27) can be used to determine the fracture zone and nonfracture zone of the deep rock mass. Assuming that the stresses of the deep rock mass in the plastic bearing zone satisfied equation (27), the rock mass enters the plastic flow zone and ruptured phenomenon occurs, resulting in the first fracture zone with a concomitant decrease in tangential stress and radial stress. The radial displacement also increases. The stresses wave continues to propagate to the interior. When the redistribution stresses of the surrounding rock satisfied equation (27) again, the stresses are further released and a second fracture zone is obtained. This cycle continues until the redistribution stresses condition cannot meet the boundary. The fracture zone created by each stresses’ release is generally a certain distance away from the new excavation boundary, and this zone forms a nonfracture zone. As the location of the fracture zone is far from the inner boundary of the tunnel, the stress field is gradually reduced, the destruction of the surrounding rock is gradually stopped, and the rock body gradually stabilizes, and thus, the phenomenon that the fracture zones and the nonfracture zones appear alternately, shown in Figure 7.In the range of the plastic bearing zone, substituting equation (18) into equation (12), an expression for the radius r23 of the plastic flow zone is obtained:(28)J1p−AJ2pC1pr23Wp−Bp+K1p−AK2pC2pr23−Wp−1+L1p−AL2p−σ0=0.Through the above solution, the radiusr23 of the plastic flow zone can be obtained, and then the distribution of the surrounding rock zonal disintegration in the circular tunnel can be obtained.


## 3. Zonal Disintegration Example

### 3.1. Selection of Calculation Parameters

Taking the surrounding rock of tunnel with a near-kilometer level in Huainan Dingji Coal Mine as a zonal disintegration example, the equivalent radius of the tunnel isa=2.5m, the radius of the calculated area is b=20m, the geostress is P0=34MPa, the rock density is ρ=2.70g/cm3, the elastic modulus is E=77.82GPa, the deformation modulus is E0=12.97GPa, cohesion c=9MPa , and the internal friction angle is φ=32°.


### 3.2. Calculation Result Analysis

Using the above calculation parameters, the radius of the plastic zone of the surrounding rock is calculated asρ=12.63m; that is, the surrounding rock is in the plastic state within the range of 2.5m≤ρ≤12.63m, and the surrounding rock is in the elastic state within the range of 12.63m<ρ≤20m. Figure 8 is a calculated solution of radial displacement u, radial stress σr, and tangential stress σθ of tunnel surrounding rock.Figure9 shows that the radial displacement, radial stress, and tangential stress around the tunnel exhibit an oscillation attenuation law in which peaks and troughs appear alternately, and the amplitude of the oscillation decreases gradually with the distance from the tunnel wall.Figure 9
Calculated solutions of displacement and stress of surrounding rock in tunnel.The theoretical value of the fracture zone was calculated by equation (27), as shown in Table 1. Table 1 shows that the number of fracture zone is four and the fracture zone depth is 11.36 m. The radius of each fracture zone is in good agreement with the in situ measured values [17], confirming the applicability of this calculation model to analyse the zonal disintegration phenomenon. With the help of borehole television, the zonal disintegration is observed which is alternation phenomenon of the fracture zone and nonfracture zone in reference [17]. At the same time, the range and radius of the fracture zone were also measured.Table 1
Comparison between theoretical calculation result and in situ test value.
Fracture zone
In situ test value
Theoretical calculation result
1
Inner radius (m)
2.50
2.50
External radius (m)
4.99
4.64
2
Inner radius (m)
5.75
5.52
External radius (m)
6.55
6.75
3
Inner radius (m)
7.74
7.56
External radius (m)
8.78
8.93
4
Inner radius (m)
9.87
9.65
External radius (m)
10.40
11.36From Figure9 and Table 1, it can be seen that the stresses of the surrounding rock in the nonfracture zone are in the peak area, the stress value is relatively large, the displacement is in the trough area, and the displacement value is relatively small; otherwise, the stresses of the surrounding rock in the fracture zone are in the trough area, and the stress value is relatively small, the displacement is in the peak area, and the displacement value is relatively large, which is consistent with the actual situation.


## 3.1. Selection of Calculation Parameters

Taking the surrounding rock of tunnel with a near-kilometer level in Huainan Dingji Coal Mine as a zonal disintegration example, the equivalent radius of the tunnel isa=2.5m, the radius of the calculated area is b=20m, the geostress is P0=34MPa, the rock density is ρ=2.70g/cm3, the elastic modulus is E=77.82GPa, the deformation modulus is E0=12.97GPa, cohesion c=9MPa , and the internal friction angle is φ=32°.


## 3.2. Calculation Result Analysis

Using the above calculation parameters, the radius of the plastic zone of the surrounding rock is calculated asρ=12.63m; that is, the surrounding rock is in the plastic state within the range of 2.5m≤ρ≤12.63m, and the surrounding rock is in the elastic state within the range of 12.63m<ρ≤20m. Figure 8 is a calculated solution of radial displacement u, radial stress σr, and tangential stress σθ of tunnel surrounding rock.Figure9 shows that the radial displacement, radial stress, and tangential stress around the tunnel exhibit an oscillation attenuation law in which peaks and troughs appear alternately, and the amplitude of the oscillation decreases gradually with the distance from the tunnel wall.Figure 9
Calculated solutions of displacement and stress of surrounding rock in tunnel.The theoretical value of the fracture zone was calculated by equation (27), as shown in Table 1. Table 1 shows that the number of fracture zone is four and the fracture zone depth is 11.36 m. The radius of each fracture zone is in good agreement with the in situ measured values [17], confirming the applicability of this calculation model to analyse the zonal disintegration phenomenon. With the help of borehole television, the zonal disintegration is observed which is alternation phenomenon of the fracture zone and nonfracture zone in reference [17]. At the same time, the range and radius of the fracture zone were also measured.Table 1
Comparison between theoretical calculation result and in situ test value.
Fracture zone
In situ test value
Theoretical calculation result
1
Inner radius (m)
2.50
2.50
External radius (m)
4.99
4.64
2
Inner radius (m)
5.75
5.52
External radius (m)
6.55
6.75
3
Inner radius (m)
7.74
7.56
External radius (m)
8.78
8.93
4
Inner radius (m)
9.87
9.65
External radius (m)
10.40
11.36From Figure9 and Table 1, it can be seen that the stresses of the surrounding rock in the nonfracture zone are in the peak area, the stress value is relatively large, the displacement is in the trough area, and the displacement value is relatively small; otherwise, the stresses of the surrounding rock in the fracture zone are in the trough area, and the stress value is relatively small, the displacement is in the peak area, and the displacement value is relatively large, which is consistent with the actual situation.


## 4. Analysis of Sensitivity Parameters of Zonal Disintegration Morphology

Zonal disintegration, a special form of deep rock damage, may cause large-scale disaster. Current research studies are focused on exploring its formation mechanism but ignore to explore the production conditions and failure patterns of zonal disintegration and its related influencing factors. The problem is the basic mechanism to predict disintegrative range and take preventive measures such as grouting, anchoring, and so on. The analysis of sensitivity parameters of zonal disintegration morphology has important implications to reveal failure patterns of zonal disintegration and its influencing factors and to build prediction, prevention, and control measures for different evolution mode of zonal disintegration.


### 4.1. Sensitivity Analysis

Sensitivity analysis is a method for analysing system stability and has been applied in geotechnical engineering [18]. With a system, its system characteristics P are mainly determined by several parameters a=a1,a2,…,an. In a certain reference parameter a∗=a1∗,a2∗,…,an∗, the reference characteristic is P∗. The trend of the system characteristics P deviating from the state of the reference characteristic P∗ is analysed due to the changes in these parameters within their respective possible ranges. This analysis method is called sensitivity analysis.Firstly, a system model should be established, which is a functional relationship between system characteristics and parametersP=fa1,a2,…,an. This kind of functional relationship, if possible, is expressed analytically, for more complex systems; it can also be represented by calculated methods (such as finite element models, etc.) or graphs. Establishing a system model that is close to the actual system is a crucial task for effectively performing parameter sensitivity analysis.After setting up the system model, a reference parameter set must be given based on the specific issues to be discussed. For example, in order to analyse the susceptibility of the stability of an underground project to changes in its rock mechanics parameters, the recommended values of the rock mechanics parameters for the project site may be taken as the reference parameter set. After the reference parameter set is determined, sensitivity analysis can be performed on each parameter. When analysing the influence of parameterak on the characteristics P, the rest of the parameters can be taken as the reference value and fixed, and within the range of possible changes, the system characteristics are expressed as(29)P=fa1∗,…,ak−1∗,ak,ak+1∗,…,an∗.If small changes inak cause large changes in P, ak is a highly sensitive parameter; however, if large changes in ak cause slight changes in P, ak is a low sensitive parameter.To compare the sensitivities of different parameters, the sensitivity factor is defined as(30)Sak=maxUakmax−U∗U∗,U∗−UakminU∗,where Sak is the sensitivity of the parameter ak; U∗ is the reference characteristic value corresponding to the reference parameters set; and Uakmax and Uakmin are the maximum and minimum characteristic values within the variation range of the f parameter ak, respectively.


### 4.2. Reference Parameters

In order to analyse the sensitivity effects of various parameters on the number of fracture zones and the depth of fracture zones, the mechanical parameters of tunnel surrounding rock in Dingji Coal Mine are used as reference parameter values. The values are as follows: deformation modulusE0=12.97GPa, cohesion c=9MPa, internal friction angle φ=32∘, and relative loading strength κ=Pz/σc=2, where κ is the ratio of tunnel axial stress to compressive strength of surrounding rock which is a parameter can reflect the geostress state. The parameters change ranges are selected according to the parameter distribution rules indicated by the test results and shown in Table 2.Table 2
Basic values and variations of parameters.
Parameter name
E
0 (GPa)
c (MPa)
φ (°)
κ
Basic values
12.97
9
43
2
Variation range
6–20
5–15
35–50
0.5–3


### 4.3. The Impact of Various Parameters on the Fracture Zone

Based on the above-mentioned ranges of basic parameters and theoretical calculation, the effect of each parameter on the number and depth of the fracture zones in the surrounding rock are obtained (Figure10).Figure 10
The statistical parameters’ polyline of the various factors. (a). Deformation modulus. (b). Cohesion force. (c). Internal friction angle. (d). Relative loading strength.
(a)
(b)
(c)
(d)With the increase of surrounding rock mechanical parameters (deformation modulus, cohesion, and internal friction angle), the depth of the fracture zone decreases approximately linearly, and the number of fracture zones is also trapezoidally decreased with the increase of mechanical parameters.With the increase of the relative loading strength, the depth of the fracture zone firstly increases gently, and when the relative loading strength continues to increase, the trend of the increase in the depth of the fracture zone became acute, and it increases steadily in the later period. It shows that there is a critical value and when the relative loading strength is higher than this value, the depth of the fracture zone will increase rapidly. It can also be seen from the number of fracture zone that when the relative loading strength is small, only one layer fracture zone occurs in the wall of the tunnel; when the relative loading strength is greater than a certain amount, the zonal disintegration phenomenon occurs.


### 4.4. Comparison of Sensitivity of Each Parameter

In order to further explain the influence of various parameters on the morphology of zonal disintegration, the sensitivity analysis histogram is made according to the sensitivity definition given in equation (30) and each parameter within the change range (Figure 11).Figure 11
Histogram of sensitivity analysis.Figure11 shows that the sensitivity of parameters affecting the number and depth of fracture zone is in the order relative loading strength > cohesion force > internal friction angle > deformation modulus. The sensitivity of the relative loading strength is the largest, which shows that the strength of the surrounding rock itself and the state of the geostress are the most sensitive to the zonal disintegration of the tunnel.Relevant theoretical research studies [19] and the similar model tests [4, 5] about zonal disintegration indicate that the relative loading strength is an important condition for the zonal disintegration in the deep rock mass. The relative loading strength sensitivity is significantly higher than the other four factors in Figure 10, indicating that the relative loading strength is the primary condition to determine whether the zonal disintegration occurs. From the calculation results in Figure 9, it can also be seen that only when the relative loading strength is greater than a certain amount, the surrounding rock will have a zonal fracture phenomenon.During the excavation process of deep tunnels, different excavation methods lead to different unloading times during the adjustment and redistribution of geostress. The sensitivity of the unloading times is second only to the relative loading strength in the formation process and destruction law of zonal disintegration; unloading time plays an important role in surrounding rock of deep tunnel.The cohesion force, deformation modulus, and internal friction angle of the rock mass are the basic mechanical parameters of the rock mass, and the sensitivity of the internal friction angle is the lowest. Therefore, the accuracy of the cohesion force and deformation modulus must be taken seriously under the evaluation of the surrounding rock mechanics parameters.


## 4.1. Sensitivity Analysis

Sensitivity analysis is a method for analysing system stability and has been applied in geotechnical engineering [18]. With a system, its system characteristics P are mainly determined by several parameters a=a1,a2,…,an. In a certain reference parameter a∗=a1∗,a2∗,…,an∗, the reference characteristic is P∗. The trend of the system characteristics P deviating from the state of the reference characteristic P∗ is analysed due to the changes in these parameters within their respective possible ranges. This analysis method is called sensitivity analysis.Firstly, a system model should be established, which is a functional relationship between system characteristics and parametersP=fa1,a2,…,an. This kind of functional relationship, if possible, is expressed analytically, for more complex systems; it can also be represented by calculated methods (such as finite element models, etc.) or graphs. Establishing a system model that is close to the actual system is a crucial task for effectively performing parameter sensitivity analysis.After setting up the system model, a reference parameter set must be given based on the specific issues to be discussed. For example, in order to analyse the susceptibility of the stability of an underground project to changes in its rock mechanics parameters, the recommended values of the rock mechanics parameters for the project site may be taken as the reference parameter set. After the reference parameter set is determined, sensitivity analysis can be performed on each parameter. When analysing the influence of parameterak on the characteristics P, the rest of the parameters can be taken as the reference value and fixed, and within the range of possible changes, the system characteristics are expressed as(29)P=fa1∗,…,ak−1∗,ak,ak+1∗,…,an∗.If small changes inak cause large changes in P, ak is a highly sensitive parameter; however, if large changes in ak cause slight changes in P, ak is a low sensitive parameter.To compare the sensitivities of different parameters, the sensitivity factor is defined as(30)Sak=maxUakmax−U∗U∗,U∗−UakminU∗,where Sak is the sensitivity of the parameter ak; U∗ is the reference characteristic value corresponding to the reference parameters set; and Uakmax and Uakmin are the maximum and minimum characteristic values within the variation range of the f parameter ak, respectively.


## 4.2. Reference Parameters

In order to analyse the sensitivity effects of various parameters on the number of fracture zones and the depth of fracture zones, the mechanical parameters of tunnel surrounding rock in Dingji Coal Mine are used as reference parameter values. The values are as follows: deformation modulusE0=12.97GPa, cohesion c=9MPa, internal friction angle φ=32∘, and relative loading strength κ=Pz/σc=2, where κ is the ratio of tunnel axial stress to compressive strength of surrounding rock which is a parameter can reflect the geostress state. The parameters change ranges are selected according to the parameter distribution rules indicated by the test results and shown in Table 2.Table 2
Basic values and variations of parameters.
Parameter name
E
0 (GPa)
c (MPa)
φ (°)
κ
Basic values
12.97
9
43
2
Variation range
6–20
5–15
35–50
0.5–3


## 4.3. The Impact of Various Parameters on the Fracture Zone

Based on the above-mentioned ranges of basic parameters and theoretical calculation, the effect of each parameter on the number and depth of the fracture zones in the surrounding rock are obtained (Figure10).Figure 10
The statistical parameters’ polyline of the various factors. (a). Deformation modulus. (b). Cohesion force. (c). Internal friction angle. (d). Relative loading strength.
(a)
(b)
(c)
(d)With the increase of surrounding rock mechanical parameters (deformation modulus, cohesion, and internal friction angle), the depth of the fracture zone decreases approximately linearly, and the number of fracture zones is also trapezoidally decreased with the increase of mechanical parameters.With the increase of the relative loading strength, the depth of the fracture zone firstly increases gently, and when the relative loading strength continues to increase, the trend of the increase in the depth of the fracture zone became acute, and it increases steadily in the later period. It shows that there is a critical value and when the relative loading strength is higher than this value, the depth of the fracture zone will increase rapidly. It can also be seen from the number of fracture zone that when the relative loading strength is small, only one layer fracture zone occurs in the wall of the tunnel; when the relative loading strength is greater than a certain amount, the zonal disintegration phenomenon occurs.


## 4.4. Comparison of Sensitivity of Each Parameter

In order to further explain the influence of various parameters on the morphology of zonal disintegration, the sensitivity analysis histogram is made according to the sensitivity definition given in equation (30) and each parameter within the change range (Figure 11).Figure 11
Histogram of sensitivity analysis.Figure11 shows that the sensitivity of parameters affecting the number and depth of fracture zone is in the order relative loading strength > cohesion force > internal friction angle > deformation modulus. The sensitivity of the relative loading strength is the largest, which shows that the strength of the surrounding rock itself and the state of the geostress are the most sensitive to the zonal disintegration of the tunnel.Relevant theoretical research studies [19] and the similar model tests [4, 5] about zonal disintegration indicate that the relative loading strength is an important condition for the zonal disintegration in the deep rock mass. The relative loading strength sensitivity is significantly higher than the other four factors in Figure 10, indicating that the relative loading strength is the primary condition to determine whether the zonal disintegration occurs. From the calculation results in Figure 9, it can also be seen that only when the relative loading strength is greater than a certain amount, the surrounding rock will have a zonal fracture phenomenon.During the excavation process of deep tunnels, different excavation methods lead to different unloading times during the adjustment and redistribution of geostress. The sensitivity of the unloading times is second only to the relative loading strength in the formation process and destruction law of zonal disintegration; unloading time plays an important role in surrounding rock of deep tunnel.The cohesion force, deformation modulus, and internal friction angle of the rock mass are the basic mechanical parameters of the rock mass, and the sensitivity of the internal friction angle is the lowest. Therefore, the accuracy of the cohesion force and deformation modulus must be taken seriously under the evaluation of the surrounding rock mechanics parameters.


## 5. Conclusion

(1)
Based on the softening damage characteristics of deep rock masses, the displacement and stress distributions of tunnel surrounding rock are calculated using the elastoplastic softening damage model. The radial displacement, radial stress, and tangential stress of the surrounding rock alternately oscillate between peaks and troughs. According to the law of change, the width and number of fracture zones in the theoretical calculations are in good agreement with the in situ measured values, confirming the applicability of the model in analysing the zonal disintegration phenomenon. For deep rock mass under high geostress conditions, due to the oscillation-type changing rules of radial displacement and stress field in the surrounding rock of deep tunnel, the fracture zone and the nonfracture zone alternately appear, resulting in the occurrence of zonal disintegration.
(2)
The parameter sensitivity affecting the zonal disintegration morphology of surrounding rock in deep tunnel is in the order relative loading strength > cohesion force > internal friction angle > deformation modulus. The relative loading strength is the decisive condition for the zonal disintegration phenomenon. The ranking of the relevant mechanical parameters is of great significance for the prediction, prevention, and remediation measures of different zonal disintegration evolution patterns.
(3)
This theoretical calculation method has a broader application prospect. Then, it also indicates the direction of effort to improve the calculation accuracy of the calculated model through the parameter sensitivity analysis and provides a basis for the prediction and support control of different zonal disintegration modes.



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*Source: 5678427-2019-01-03.xml*