# Analysis of the Mechanical Characteristics of Bolts under Roof Separation Based on Exponential Function

Authors: Xiao Ding; Shuan-Cheng Gu
Journal: Mathematical Problems in Engineering
 (2020)

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## Abstract

With regard to the excavation of coal mine tunnels, the phenomenon of roof separation frequently occurs owing to the deformation of roadway surrounding rocks, and the analysis of the influence of surrounding rock separation on bolt reinforcement plays an indispensable role in the security of support engineering. In the present paper, the hyperbolic function model of bolt load transfer is simplified to the exponential function form, and the simplified distribution form is modified by error analysis. Drawing on the analytic model of elastoplastic mechanics of bolt load through separation, this paper further investigates the influence of separation development on bolt load and conducts the parametric analysis of the separation value and separation position. Finally, taking the separation effect into consideration in the anchorage design of coal mine, practical reference value has been attached to the supporting design of underground engineering in bedded rock mass.


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## Body

## 1. Introduction

Owing to the significant advantages, bolting support has been widely applied in the reinforcement of rock mass in mine engineering and the underground excavation support [1–3]. In recent years, many researchers have conducted studies concerning the mechanical characteristics and achieved fruitful results. Farmer [4] explored the mechanical characteristics of the bolt under pull-out load. It was considered that the axial force and interface shear stress of the bolt decay exponentially along the length direction with a small load. Freeman [5] proposed the neutral point theory of the stress status of bolts and reasonably explained the mechanical characteristics of bolts as a result of the deformation of surrounding rocks. Considering the property of shear modulus of adhesive layer with depth, Kumar and Khan [6] adopted the shear-lag theory to analyze the mechanical characteristics of bonded bolt. Based on the trilinear bond-slip model and transfer matrix method, Zheng and Dai [7] made a thorough analysis of the mechanical characteristics of grouted FRP rods in steel tubes in the drawing process. Cai et al. [8] employed the shear model of two-stage linear function to describe the mechanical process of bolt anchorage interface under external force and analyze the coupling and decoupling mechanism of bolt force with the deformation of surrounding rocks in the circular tunnel.Coal mine roadways supported by bolts are mostly composed of layered sedimentary rocks. The incompatible deformation of rocks will lead to the roof separation, whose expansion generates the addition drawing load. The excessive separation will make the bolt invalid and results in potential safety hazards. Li and Stillborg [9] and Cai et al. [10] carried out a systematic study on the bolt load in fractured rock mass and proposed the mechanical distribution form of bolt in jointed rock mass. Windsor and Thompson [11] gave a qualitative description of the stress of bolts with the occurrence of cracks in surrounding rocks. Li [12] pointed out that the occurrence of cracks in anchored rock mass would exercise tension on the bolt, and a static load test was designed to measure the stress distribution subjected to the opening of rock joints, followed by the impact test [13]. With regard to the failure modes of bolts in jointed rock mass, Nie et al. [14] made an elaborate summary and implemented the joint bolt element in DDA program. Based on the literature above, studies have not been comprehensively conducted in terms of the establishment of mechanical analysis model of bolt under rock mass separation (joints) and the existing models fail to consider the effect of separation position on the load acting on bolts.This paper, according to the mechanism of pull-out load acting on bolt, puts forward a mechanical model of additional stress of bolt anchorage as a result of separation. The mechanical distribution of hyperbolic function is simplified and revised, and the mechanical distribution of bolt anchorage in elastic and elastic-plastic state under the action of separation is obtained therefrom. Moreover, an in-depth analysis is conducted of the parameters of the value and position of separation. Considering the influence of separation on bolt, a new design idea of roadway support is put forward in this paper.


## 2. Load Analysis under the Action of Separation

### 2.1. Stress Distribution of Bolt Anchorage under Elastic State

In the previous study conducted by Ding et al. [15, 16], the hyperbolic function distribution form of axial force and interfacial shear stress of bolt anchorage subjected to separation in the elastic state is deduced based on the establishment of static equilibrium equation for anchor microsegment.Left side (from the roadway surface to the separation) is(1)τ1x=βP0chβxπDshβx0,(2)P1x=P0shβxshβx0.Right side (from the separation to the end of bolt) is(3)τ2x=βP0chβL−xπDshβL−x0,(4)P2x=P0shβL−xshβL−x0,where L is the bolt length; x is the distance from roadway surface; x0 is the position of separation (also the distance from separation to roadway surface); P0 is the axial tensile force generated by separation on both sides of bolt anchorage; β is the coefficient related to bolt and surrounding rock, β=4K/πD2Ea; K is the shear stiffness coefficient, which is related to surrounding rock and grouting material; D is the diameter of the borehole; d is the diameter of the bolt; and Ea=EgD2−d2+Ebd2/D2 is the composite elastic modulus, where Eb is the elastic modulus of bolts and Eg is the elastic modulus of grout.


### 2.2. Simplification of Hyperbolic Function

It can be found thatL≫1/β under normal conditions based on the parametric analysis of hyperbolic function in terms of shear stress and axial force of bolt anchorage. When eβL≫e−βL with the difference of three orders of magnitude, also βL≥2.31, then e−βL can be omitted (which is also true of e−βx). Formulae (1)–(4) can be reduced to exponential function.Simplification of left side is(5)τ1Jx=βP0πDeβx−x0,(6)P1Jx=P0eβx−x0.Simplification of right side is(7)τ2Jx=βP0πDe−βx−x0,(8)P2Jx=P0e−βx−x0.By comparison of the stress distributions of the two different functions, errors will occur, especially larger at the boundary, with a short length of bolts. Owing to the uncertain position of separation, the length of bolts on both sides presents differences. In this regard, the simplified exponential form should be revised to avoid large errors due to the shorter length. The revised shear stress and axial force at the interface of bolt anchorage are presented as follows.Based on the simplification and revision for the left side, the simplified form is assumed asP1J′x=A1P0eβx−x0+B1. According to the boundary condition, P1J′x=0=0 and P1J′x=x0=P0, we can obtain A1=1/1−e−βx0 and B1=P0/1−eβx0:(9)P1J′x=P0eβx0−1eβx−1.Then, the following expression can be obtained according to the relationship between axial force and shear stress:(10)τ1J′x=βP0πDeβx0−1eβx.Similarly, the right side is simplified and adjusted:(11)P2J′x=P0eβL−x0−1eβL−x−1,(12)τ2J′x=βP0πDeβL−x0−1eβL−x.Drawing on the parameters in Section3.2, the axial force, as well as the shear stress at the surface of bolt anchorage using three function models, is analyzed by taking the separation occurring at 0.6 m away from the roadway wall and the separation value b = 0.04 mm as an example, as shown in Figures 1 and 2.Figure 1
The axial force distribution of bolt anchorage with different forms of function.Figure 2
The sheer stress distribution of bolt anchorage with different forms of function.As Figures1 and 2 indicate, the modified exponential form of the axial force of bolt anchorage is basically consistent with the hyperbolic function distribution. The modified exponential form is used to calculate the shear stress at the interface of the bolt anchorage. The value at the separation is slightly larger than that of the hyperbolic function, and the value at both ends is smaller than that of the hyperbolic function. In this paper, the revised exponential function is adopted, which is easier to calculate than hyperbolic function.At the elastic state, the separation valueb can be regarded as the sum of the elongation of bolt anchorage on the left and right sides. In view of this condition, the relationship between the separation value b and the axial tension P0 at the separation can be deduced:(13)P0=πD2βEab4ω,where ω=2−βx0/eβx0−1−βL−x0/eβL−x0−1. Put the above equation into formulae (9)–(12).Left side is(14)τ1J′x=β2EaDeβx4ωeβx0−1b,(15)P1J′x=πD2βEaeβx−14ωeβx0−1b.Right side is(16)τ2J′x=β2EaDeβL−x4ωeβL−x0−1b,(17)P2J′x=πD2βEaeβL−x−14ωeβL−x0−1b.As formulae (14)–(17) show, the interfacial shear stress and axial force of bolt anchorage in the elastic state are linearly related to the separation value b but nonlinearly related to the position of separation x0.


## 2.1. Stress Distribution of Bolt Anchorage under Elastic State

In the previous study conducted by Ding et al. [15, 16], the hyperbolic function distribution form of axial force and interfacial shear stress of bolt anchorage subjected to separation in the elastic state is deduced based on the establishment of static equilibrium equation for anchor microsegment.Left side (from the roadway surface to the separation) is(1)τ1x=βP0chβxπDshβx0,(2)P1x=P0shβxshβx0.Right side (from the separation to the end of bolt) is(3)τ2x=βP0chβL−xπDshβL−x0,(4)P2x=P0shβL−xshβL−x0,where L is the bolt length; x is the distance from roadway surface; x0 is the position of separation (also the distance from separation to roadway surface); P0 is the axial tensile force generated by separation on both sides of bolt anchorage; β is the coefficient related to bolt and surrounding rock, β=4K/πD2Ea; K is the shear stiffness coefficient, which is related to surrounding rock and grouting material; D is the diameter of the borehole; d is the diameter of the bolt; and Ea=EgD2−d2+Ebd2/D2 is the composite elastic modulus, where Eb is the elastic modulus of bolts and Eg is the elastic modulus of grout.


## 2.2. Simplification of Hyperbolic Function

It can be found thatL≫1/β under normal conditions based on the parametric analysis of hyperbolic function in terms of shear stress and axial force of bolt anchorage. When eβL≫e−βL with the difference of three orders of magnitude, also βL≥2.31, then e−βL can be omitted (which is also true of e−βx). Formulae (1)–(4) can be reduced to exponential function.Simplification of left side is(5)τ1Jx=βP0πDeβx−x0,(6)P1Jx=P0eβx−x0.Simplification of right side is(7)τ2Jx=βP0πDe−βx−x0,(8)P2Jx=P0e−βx−x0.By comparison of the stress distributions of the two different functions, errors will occur, especially larger at the boundary, with a short length of bolts. Owing to the uncertain position of separation, the length of bolts on both sides presents differences. In this regard, the simplified exponential form should be revised to avoid large errors due to the shorter length. The revised shear stress and axial force at the interface of bolt anchorage are presented as follows.Based on the simplification and revision for the left side, the simplified form is assumed asP1J′x=A1P0eβx−x0+B1. According to the boundary condition, P1J′x=0=0 and P1J′x=x0=P0, we can obtain A1=1/1−e−βx0 and B1=P0/1−eβx0:(9)P1J′x=P0eβx0−1eβx−1.Then, the following expression can be obtained according to the relationship between axial force and shear stress:(10)τ1J′x=βP0πDeβx0−1eβx.Similarly, the right side is simplified and adjusted:(11)P2J′x=P0eβL−x0−1eβL−x−1,(12)τ2J′x=βP0πDeβL−x0−1eβL−x.Drawing on the parameters in Section3.2, the axial force, as well as the shear stress at the surface of bolt anchorage using three function models, is analyzed by taking the separation occurring at 0.6 m away from the roadway wall and the separation value b = 0.04 mm as an example, as shown in Figures 1 and 2.Figure 1
The axial force distribution of bolt anchorage with different forms of function.Figure 2
The sheer stress distribution of bolt anchorage with different forms of function.As Figures1 and 2 indicate, the modified exponential form of the axial force of bolt anchorage is basically consistent with the hyperbolic function distribution. The modified exponential form is used to calculate the shear stress at the interface of the bolt anchorage. The value at the separation is slightly larger than that of the hyperbolic function, and the value at both ends is smaller than that of the hyperbolic function. In this paper, the revised exponential function is adopted, which is easier to calculate than hyperbolic function.At the elastic state, the separation valueb can be regarded as the sum of the elongation of bolt anchorage on the left and right sides. In view of this condition, the relationship between the separation value b and the axial tension P0 at the separation can be deduced:(13)P0=πD2βEab4ω,where ω=2−βx0/eβx0−1−βL−x0/eβL−x0−1. Put the above equation into formulae (9)–(12).Left side is(14)τ1J′x=β2EaDeβx4ωeβx0−1b,(15)P1J′x=πD2βEaeβx−14ωeβx0−1b.Right side is(16)τ2J′x=β2EaDeβL−x4ωeβL−x0−1b,(17)P2J′x=πD2βEaeβL−x−14ωeβL−x0−1b.As formulae (14)–(17) show, the interfacial shear stress and axial force of bolt anchorage in the elastic state are linearly related to the separation value b but nonlinearly related to the position of separation x0.


## 3. Establishment and Analysis of the Elastoplastic Model

### 3.1. Establishment of the Elastoplastic Model

When the shear stress on the interface between bolts anchorage and surrounding rocks exceeds the shear strength of the interface, the debonding and destruction of the interface will occur, signifying the entering into the elastic-plastic stage. At the same time, the deformation of the bolt anchorage on both sides of the separation can be divided into plastic deformation and elastic deformation.In this present paper, the shear slip model of the two-stage linear function is adopted to calculate the slip rangeLs1 and Ls2 on both left and right sides [17].Left side is(18)Ls1=P0πDτs1−eβx0−L01−1eβx0−1.Right side is(19)Ls2=P0πDτs1−eβL−x0−L02−1eβL−x0−1,where L01=x0−1/βlnπDτe/βP0eβx0−1; L02=L−x0−1/βlnπDτe/βP0eβL−x0−1; τe is bond strength of initial anchor between bolts and rocks; and τs is the bond strength of Ls in the slip range after entering the plastic stage.In this regard, the distribution of shear stress and axial force of the bolt anchorage is obtained under the elastic-plastic state, as shown in Figure3.Figure 3
Distribution of shear stress and axial force of bolt anchorage with single separation under the elastic-plastic state.Plasticity on the left side is(20)τ1px=τs,(21)P1px=P0+πDτsx−x0.Plasticity on the right side is(22)τ2px=τs,(23)P2px=P0−πDτsx−x0.Elasticity on the left side is(24)τ1ex=βPe1eβx+Ls1πDeβx0−1,(25)P1ex=P′eβx−1eβx0−Ls1−1.Elasticity on the right side is(26)τ2ex=βPe2eβL−x+Ls2πDeβL−x0−1,(27)P2ex=P″eβL−x−1eβL−x0−Ls2−1.where P′=P0−πDτsLs1 and P″=P0−πDτsLs2.Suppose thatPe1 and Pe2 are the ultimate drawing force of bolts in the critical sliding state on both left and right sides. According to formulae (1) and (3), we can obtain(28)Pe1=πDτeβ1−e−βx0,(29)Pe2=πDτeβ1−e−βL−x0.Considering the interfacial debonding, the expression of separation valueb is presented as follows:(1)
x0 is located on the left side of bolts, close to the wall of roadway. When Pe1 < P0 < Pe2, the interface of the left bolt anchorage begins to slip and enters the elastic-plastic stage, while the right side is still in the elastic stage:(30)b1=ξ1+ξ2=∫0x0ε1dx+∫x0Lε2dx=4πD2Ea∫0x0P1xdx+4πD2Ea∫x0LP2xdx=4πD2Ea∫0x0−Ls1P′eβx−1eβx0−Ls1−1dx+∫x0−Ls1x0P0+πDτsx−x0dx+∫x0LP0eβL−x−1eβL−x0−1dx.IfP0 > Pe2, the interface on left and right sides of the separation enters the elastic-plastic stage:(31)b2=ξ1+ξ2=∫0x0ε1dx+∫x0Lε2dx=4πD2Ea∫0x0P1xdx+4πD2Ea∫x0LP2xdx=4πD2Ea∫0x0−Ls1P′eβx−1eβx0−Ls1−1dx+∫x0−Ls1x0P0+πDτsx−x0dx+∫x0x0+Ls2P0−πDτsx−x0dx+∫x0+Ls2LP″eβL−x−1eβL−x0−Ls2−1dx.As the above equation shows,x0 ≠ Ls1. When the left side enters the plastic stage, x0 = Ls1, the separation value is(32)b3=ξ1+ξ2=∫0x0ε1dx+∫x0Lε2dx=4πD2Ea∫0x0P1xdx+4πD2Ea∫x0LP2xdx=4πD2Ea∫0x0P0+πDτsx−x0dx+∫x0x0+Ls2P0−πDτsx−x0dx+∫x0+Ls2LP″eβL−x−1eβL−x0−Ls2−1dx.(2)
x0 is located on the right side of bolts, close to the interior of rock mass. When Pe2 < P0 < Pe1, the interface of the right bolt anchorage begins to slip and enters the elastic-plastic stage, while the left side is still in the elastic stage:(33)b1′=ξ1+ξ2=∫0x0ε1dx+∫x0Lε2dx=4πD2Ea∫0x0P1xdx+4πD2Ea∫x0LP2xdx=4πD2Ea∫0x0P0eβx−1eβx0−1dx+∫x0x0+Ls2P0−πDτsx−x0dx+∫x0+Ls2LP″eβL−x−1eβL−x0−Ls2−1dx.IfP0 > Pe1, the interface on the left and right sides of the separation enters the elastic-plastic stage, b2′=b2 (L-x0 ≠ Ls2). When the right side of bolts all enters the plastic stage, that is, L-x0 = Ls2, and the separation value is(34)b3′=ξ1+ξ2=∫0x0ε1dx+∫x0Lε2dx=4πD2Ea∫0x0P1xdx+4πD2Ea∫x0LP2xdx=4πD2Ea∫0x0−Ls1P′eβx−1eβx0−Ls1−1dx+∫x0−Ls1x0P0+πDτsx−x0dx+∫x0LP0−πDτsx−x0dx.Formulae (30)–(34) present the relationship between separation value b and the axial tensile force P0 under elastic-plastic conditions. According to the value b of separation, the corresponding P0 can be obtained, and by substituting P0 into formulae (18) and (19), the slip ranges of Ls1 and Ls2 on both sides are determined. Moreover, based on formulae (14)–(17), (20)–(27) give the distribution of shear stress and axial force at the interface of bolt anchorage with the elastic and elastic-plastic states.


### 3.2. Stress Distribution of Bolt Anchorage under Elastic-Plastic State

Based on the research on bolt support project of transportation roadway in N1203 fully Mechanized Mining Face of Ning tiao‐ta Coal Mine in Northern Shaanxi, the length of the bolt is 2 m, the diameter of the borehole is 32 mm, the diameter of the bolt is 20 mm, and the rock mass around the bolt is sandstone, which is relatively complete. Furthermore, the elastic modulus is 2 GPa, Poisson’s ratio isμ=0.23, the cohesion is c = 1.12 MPa, the internal friction angle is ϕ=38°, and the shear stiffness coefficient is K = 0.4 GPa/m. Besides, the elastic modulus of bolt is 200 GPa, the elastic modulus of grout is 10 GPa, the initial bond strength between anchor and rock is 0.6 MPa, and the bond strength after entering the plastic stage is 0.4 MPa. By the aid of borehole sight instrument, it has been found that the separation appears in the surrounding rocks of roadway in the field test, which is 0.5 m away from the wall. The stress distribution of bolt anchorage is calculated and analyzed in the following. Figure 4 presents the distribution curves of shear stress and axial force of bolt anchorage with the separation value b of 0.1 mm, 0.2 mm, 0.28 mm, and 0.4 mm. Figure 5 shows the relationship between the separation value and the axial force at the separation.Figure 4
Distribution curves of shear stress and axial force of bolt anchorage at different separation levels with the same position. (a) The interfacial shear stress distribution curve of bolt anchorage with different separation values. (b) The axial force distribution curve of bolt anchorage with different separation values.
(a)(b)Figure 5
The relation curve between separation value and axial force of bolt anchorage.As Figure4 indicates, the separation occurs at 0.5 m. With the separation equal to 0.1 mm, the interface between the left and right sides is under the elastic state, and the axial force is equal to 11.2 kN at both sides. Owing to the sudden change, the shear stress of the left bolt anchorage is larger than that on the right with the maximum value of 0.39 MPa. As the value increases to 0.2 mm, the interface on the left bolt anchorage enters the plastic stage, 0.132 m away from the separation position, in which the shear stress is 0.4 MPa, with the maximum value of 0.6 MPa on the right, and the maximum axial force is 21.2 kN. When reaching 0.28 mm, the left anchorage interface of separation enters the plastic stage, 0.341 m near the separation, and the right interface is under the plastic stage of 0.075 m, with the maximum axial force of 27.1 kN. As the value increases to 0.4 mm, the left anchorage interface of separation all enters the plastic stage, while the right is at the plastic stage, 0.215 m away from the separation, with the maximum axial force of 32.6 kN. In this regard, conclusions can be drawn that the larger the separation value, the greater the axial force of bolt anchorage and the interfacial shear stress.As Figure5 indicates, with the increase of separation value, the axial force of bolt anchorage at the separation also presents an increasing trend. The whole variation process is composed of four stages (I–IV). Stage I refers to the elastic stage, where there exists a linear relation between the separation value and the axial force of bolt anchorage. Stage II is the elastoplastic stage from the left side with the right side still being in the elastic stage. Stage III signifies the entering of elastoplastic stage from the right side with an increasing slip range of the left side. Stage IV marks all the left side entrances in the plastic stage with an increasing slip range of the right side.


## 3.1. Establishment of the Elastoplastic Model

When the shear stress on the interface between bolts anchorage and surrounding rocks exceeds the shear strength of the interface, the debonding and destruction of the interface will occur, signifying the entering into the elastic-plastic stage. At the same time, the deformation of the bolt anchorage on both sides of the separation can be divided into plastic deformation and elastic deformation.In this present paper, the shear slip model of the two-stage linear function is adopted to calculate the slip rangeLs1 and Ls2 on both left and right sides [17].Left side is(18)Ls1=P0πDτs1−eβx0−L01−1eβx0−1.Right side is(19)Ls2=P0πDτs1−eβL−x0−L02−1eβL−x0−1,where L01=x0−1/βlnπDτe/βP0eβx0−1; L02=L−x0−1/βlnπDτe/βP0eβL−x0−1; τe is bond strength of initial anchor between bolts and rocks; and τs is the bond strength of Ls in the slip range after entering the plastic stage.In this regard, the distribution of shear stress and axial force of the bolt anchorage is obtained under the elastic-plastic state, as shown in Figure3.Figure 3
Distribution of shear stress and axial force of bolt anchorage with single separation under the elastic-plastic state.Plasticity on the left side is(20)τ1px=τs,(21)P1px=P0+πDτsx−x0.Plasticity on the right side is(22)τ2px=τs,(23)P2px=P0−πDτsx−x0.Elasticity on the left side is(24)τ1ex=βPe1eβx+Ls1πDeβx0−1,(25)P1ex=P′eβx−1eβx0−Ls1−1.Elasticity on the right side is(26)τ2ex=βPe2eβL−x+Ls2πDeβL−x0−1,(27)P2ex=P″eβL−x−1eβL−x0−Ls2−1.where P′=P0−πDτsLs1 and P″=P0−πDτsLs2.Suppose thatPe1 and Pe2 are the ultimate drawing force of bolts in the critical sliding state on both left and right sides. According to formulae (1) and (3), we can obtain(28)Pe1=πDτeβ1−e−βx0,(29)Pe2=πDτeβ1−e−βL−x0.Considering the interfacial debonding, the expression of separation valueb is presented as follows:(1)
x0 is located on the left side of bolts, close to the wall of roadway. When Pe1 < P0 < Pe2, the interface of the left bolt anchorage begins to slip and enters the elastic-plastic stage, while the right side is still in the elastic stage:(30)b1=ξ1+ξ2=∫0x0ε1dx+∫x0Lε2dx=4πD2Ea∫0x0P1xdx+4πD2Ea∫x0LP2xdx=4πD2Ea∫0x0−Ls1P′eβx−1eβx0−Ls1−1dx+∫x0−Ls1x0P0+πDτsx−x0dx+∫x0LP0eβL−x−1eβL−x0−1dx.IfP0 > Pe2, the interface on left and right sides of the separation enters the elastic-plastic stage:(31)b2=ξ1+ξ2=∫0x0ε1dx+∫x0Lε2dx=4πD2Ea∫0x0P1xdx+4πD2Ea∫x0LP2xdx=4πD2Ea∫0x0−Ls1P′eβx−1eβx0−Ls1−1dx+∫x0−Ls1x0P0+πDτsx−x0dx+∫x0x0+Ls2P0−πDτsx−x0dx+∫x0+Ls2LP″eβL−x−1eβL−x0−Ls2−1dx.As the above equation shows,x0 ≠ Ls1. When the left side enters the plastic stage, x0 = Ls1, the separation value is(32)b3=ξ1+ξ2=∫0x0ε1dx+∫x0Lε2dx=4πD2Ea∫0x0P1xdx+4πD2Ea∫x0LP2xdx=4πD2Ea∫0x0P0+πDτsx−x0dx+∫x0x0+Ls2P0−πDτsx−x0dx+∫x0+Ls2LP″eβL−x−1eβL−x0−Ls2−1dx.(2)
x0 is located on the right side of bolts, close to the interior of rock mass. When Pe2 < P0 < Pe1, the interface of the right bolt anchorage begins to slip and enters the elastic-plastic stage, while the left side is still in the elastic stage:(33)b1′=ξ1+ξ2=∫0x0ε1dx+∫x0Lε2dx=4πD2Ea∫0x0P1xdx+4πD2Ea∫x0LP2xdx=4πD2Ea∫0x0P0eβx−1eβx0−1dx+∫x0x0+Ls2P0−πDτsx−x0dx+∫x0+Ls2LP″eβL−x−1eβL−x0−Ls2−1dx.IfP0 > Pe1, the interface on the left and right sides of the separation enters the elastic-plastic stage, b2′=b2 (L-x0 ≠ Ls2). When the right side of bolts all enters the plastic stage, that is, L-x0 = Ls2, and the separation value is(34)b3′=ξ1+ξ2=∫0x0ε1dx+∫x0Lε2dx=4πD2Ea∫0x0P1xdx+4πD2Ea∫x0LP2xdx=4πD2Ea∫0x0−Ls1P′eβx−1eβx0−Ls1−1dx+∫x0−Ls1x0P0+πDτsx−x0dx+∫x0LP0−πDτsx−x0dx.Formulae (30)–(34) present the relationship between separation value b and the axial tensile force P0 under elastic-plastic conditions. According to the value b of separation, the corresponding P0 can be obtained, and by substituting P0 into formulae (18) and (19), the slip ranges of Ls1 and Ls2 on both sides are determined. Moreover, based on formulae (14)–(17), (20)–(27) give the distribution of shear stress and axial force at the interface of bolt anchorage with the elastic and elastic-plastic states.


## 3.2. Stress Distribution of Bolt Anchorage under Elastic-Plastic State

Based on the research on bolt support project of transportation roadway in N1203 fully Mechanized Mining Face of Ning tiao‐ta Coal Mine in Northern Shaanxi, the length of the bolt is 2 m, the diameter of the borehole is 32 mm, the diameter of the bolt is 20 mm, and the rock mass around the bolt is sandstone, which is relatively complete. Furthermore, the elastic modulus is 2 GPa, Poisson’s ratio isμ=0.23, the cohesion is c = 1.12 MPa, the internal friction angle is ϕ=38°, and the shear stiffness coefficient is K = 0.4 GPa/m. Besides, the elastic modulus of bolt is 200 GPa, the elastic modulus of grout is 10 GPa, the initial bond strength between anchor and rock is 0.6 MPa, and the bond strength after entering the plastic stage is 0.4 MPa. By the aid of borehole sight instrument, it has been found that the separation appears in the surrounding rocks of roadway in the field test, which is 0.5 m away from the wall. The stress distribution of bolt anchorage is calculated and analyzed in the following. Figure 4 presents the distribution curves of shear stress and axial force of bolt anchorage with the separation value b of 0.1 mm, 0.2 mm, 0.28 mm, and 0.4 mm. Figure 5 shows the relationship between the separation value and the axial force at the separation.Figure 4
Distribution curves of shear stress and axial force of bolt anchorage at different separation levels with the same position. (a) The interfacial shear stress distribution curve of bolt anchorage with different separation values. (b) The axial force distribution curve of bolt anchorage with different separation values.
(a)(b)Figure 5
The relation curve between separation value and axial force of bolt anchorage.As Figure4 indicates, the separation occurs at 0.5 m. With the separation equal to 0.1 mm, the interface between the left and right sides is under the elastic state, and the axial force is equal to 11.2 kN at both sides. Owing to the sudden change, the shear stress of the left bolt anchorage is larger than that on the right with the maximum value of 0.39 MPa. As the value increases to 0.2 mm, the interface on the left bolt anchorage enters the plastic stage, 0.132 m away from the separation position, in which the shear stress is 0.4 MPa, with the maximum value of 0.6 MPa on the right, and the maximum axial force is 21.2 kN. When reaching 0.28 mm, the left anchorage interface of separation enters the plastic stage, 0.341 m near the separation, and the right interface is under the plastic stage of 0.075 m, with the maximum axial force of 27.1 kN. As the value increases to 0.4 mm, the left anchorage interface of separation all enters the plastic stage, while the right is at the plastic stage, 0.215 m away from the separation, with the maximum axial force of 32.6 kN. In this regard, conclusions can be drawn that the larger the separation value, the greater the axial force of bolt anchorage and the interfacial shear stress.As Figure5 indicates, with the increase of separation value, the axial force of bolt anchorage at the separation also presents an increasing trend. The whole variation process is composed of four stages (I–IV). Stage I refers to the elastic stage, where there exists a linear relation between the separation value and the axial force of bolt anchorage. Stage II is the elastoplastic stage from the left side with the right side still being in the elastic stage. Stage III signifies the entering of elastoplastic stage from the right side with an increasing slip range of the left side. Stage IV marks all the left side entrances in the plastic stage with an increasing slip range of the right side.


## 4. Roadway Support Design

A flow chart of roadway support design considering separation effect is shown in Figure6.Figure 6
The flow chart of roadway support design.The support design is adopted for N1203 fully Mechanized Mining Face of Liantaota Coal Mine in Northern Shaanxi. According to the support parameters in Section3.2, it can be calculated from [18, 19] that in the case of no separation, the maximum load of the bolt is 20.4 kN, which is less than the ultimate bearing capacity of 54 kN, signifying the security of support. By aid of the roof separation monitoring system, detection is given that the separation occurs at 0.9 m away from the roadway wall with the value of 5 mm. The theoretical calculation shows that the maximum load of the bolt increases 57 kN, which exceeds the ultimate bearing capacity of the bolt, losing the supporting function with great potential risks.In this paper, the parameters of roadway support are adjusted considering the effect of separation, among which the length and diameter of bolts are changed to 2.5 m and 22 m, and the ultimate bearing capacity increases to 70 kN. In the case of no separation, the maximum load of bolts is 30.5 kN. However, with the roof separation, the maximum load of the bolt increases to 66 kN, which is less than the ultimate bearing capacity. Field construction monitoring shows that the support design method is much safe and more reliable.


## 5. Conclusions

(1)
Additional stress of bolt will be produced by the roof separation of roadway. In this paper, the hyperbolic function model of load transfer of bolt is simplified, and the error analysis is conducted for modifying the simplified distribution form. Then the modified exponential function is used to establish an elastic-plastic mechanical analysis model for the bolt anchorage load generated by the separation.(2)
The influencing process of separation on the load of bolt anchorage consists of 4 stages, which are elastic stage, unilateral elastic-plastic stage, elastic-plastic stage of both sides of separation, and the stage of slipping on one side and increasing range of the other side. Based on the parametric analysis, the larger the separation value, the greater the load of bolt anchorage as a result of separation.(3)
Drawing on the analysis of the case study, the effect of separation on the load of bolts cannot be neglected. In the present paper, a new design idea of roadway support is put forward with the consideration of the bolt load generated by the separation in the original support design. Field construction monitoring shows that the support design method is much safer and more reliable.



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*Source: 7929157-2020-08-03.xml*