Open access peer-reviewed chapter

Theoretical Solution for Tunneling‐Induced Stress Field of Subdeep Buried Tunnel

By Qinghua Xiao, Jianguo Liu, Shenxiang Lei, Yu Mao, Bo Gao, Meng Wang and Xiangyu Han

Reviewed: November 9th 2016Published: February 1st 2017

DOI: 10.5772/66812

Downloaded: 666

Abstract

In the traditional Kirsch solution of stress field induced by tunneling in rock mass, the body force was not taken into consideration, and therefore the Kirsch solution is limited to demonstrate stress redistribution of deep‐buried tunnel. In order to consider the effect of body force on the stress redistribution induced by tunneling, a new secondary stress field solution for tunnel between shallow and deep tunnel (called subdeep tunnel) is developed with elastic mechanics and complex function employed. The stress field from theoretical solution is verified by numerical models, and the results showed good agreements with each other. This solution can be the basic theory in the analysis of the stress and field of subdeep tunnel, which have not been valuated through theoretical study yet.

Keywords

  • subdeep tunnel
  • stress field
  • theoretical analysis
  • complex function
  • elastic mechanics

1. Introduction

Tunnels are always classified as shallow and deep in tradition, and the classifying standard is the buried depth of tunnel, also known as hq, which is the limit height that a pressure arch would form in the surrounding rock, and hq is dependent on the quality of rock mass and tunnel height (Xu et al., 2000). This classification standard is just an empirical approach and is not based on mechanical behavior of rock mass. When tunneling in intact rock mass near the ground surface, the rock mass have partial self‐loading capacity which on the other hand is not enough to reach stability for rock mass. And in the presented research, a new type of tunnel classified as subdeep tunnel is described as: primary stress field of tunnel varies along the depth while the redistribution of secondary stress field of tunnel does not reach the ground surface or just have limited influence.

In general, the tunnel support design follows two kinds of strategies based on the tunnel classification of depth, and essentially, the support design strategy is a response to the stress redistribution and rock failure modes. For shallow tunnel, the surround rock has a very limited capacity to form a pressure arch and is very easy to collapse (Yang and Yang, 2008), and therefore the support system are designed to bear the whole weight of loosen zone above the tunnel (Peng and Liu, 2009; Terzaghi, 1943), and the loosen zone is determined by rock properties and tunnel section shapes (Wang et al., 2014). However, in this design approach self‐loading capacity of surround rock is not considered in subdeep tunnel, especially in intact rock mass, which would cause a significant waste of materials and always brings uneconomic results. On the other hand, according to the definition of subdeep tunnel, pressure arch which requires a significant burying depth cannot form and thus self‐stability cannot be expected, which makes researches on the pressure arch (Li, 2006; Poulsen, 2010; Sansone and Silva, 1998) and support design not suitable for subdeep tunnel.

For a better understanding of mechanical behavior of surround rock for subdeep tunnel, which is the basis for a reasonable support design, a theoretical solution of secondary stress field is put forward with elastic mechanics and complex function adopted. And the derivation process is described in detail as well as the results. The stress field including radial, tangential, and shear stresses are described and discussed. For an intuitive comparison, a numerical model is also built and the results from both theoretical and numerical models are presented, which is a powerful verification for the theoretical solution. Besides, the reasonable depth of subdeep tunnel is suggested by the theoretical results. And this solution for subdeep tunnel can be a very useful theoretical basis for safe and economic tunneling.

2. Theoretical model and primary stresses for subdeep tunnel

2.1. Subdeep tunnel model

In the stress analysis of subdeep tunnel, the following assumptions are made:

  • The rock mass is elastic, homogeneous, and intact;

  • Only self‐weight induced stress field exists in the tunnel site;

  • The whole section of the tunnel is excavated in one step; and

  • The tunnel is long enough and the model can be treated as planer strain.

As shown in Figure 1, a circular tunnel with a radius of a is excavated at depth of ht. The vertical stress σzat the bottom boundary is caused by the self‐weight of rock mass and σz=0at the ground surface; horizontal stress σxvaries along z. And this stress field model can be decomposed into two parts, one is the primary stress field as shown in Figure 1(b), and the other is induced by stress‐released at tunnel boundary, as shown in Figure 1(c).

Figure 1.

Mechanical model and decomposition of the secondary stress field of subdeep tunnel. (a) Secondary stress field. (b) Primary stress field. (c) Stress released.

The primary stress field in Figure 1(b) can be described as follows according to Heim's hypothesis (Fegert, 2013) and Gold Nick's hypothesis (Dessler, 1982):

{σz=γ(htz)σx=k0σz=k0γ(htz)τxz=0E1

where z is the coordinate from tunnel center; k0is the lateral stress coefficient; htis the depth from the tunnel center to ground; and k0=ν1ν.

2.2. Analysis of the stress to release at tunnel boundary

The stress in polar coordinates in Figure 1 can be converted from Eq. (1) in rectangular coordinates as follows:

{σr=σxcos2θ+σzsin2θ+τxzsin2θ=σz+σx2σzσx2cos2θ+τxzsin2θσθ=σxsin2θ+σzcos2θτxzsin2θ=σz+σx2+σzσx2cos2θτxzsin2θτrθ=σzσx2sin2θ+τxzcos2θE2

Where σr= radial stress, σθ= tangential stress, and τrθ= shear stress.

By submitting Eq. (1) into Eq. (2), the primary stress field can be expressed as:

{σr=1+k02γ(htz)1k02γ(htz)cos2θσθ=1+k02γ(htz)+1k02γ(htz)cos2θτrθ=1k02γ(htz)sin2θE3

where z=rsinθ.

When r=a, which means at the tunnel boundary:

{σra0=1+k02γ(htasinθ)1k02γ(htasinθ)cos2θσθ0a=1+k02γ(htasinθ)+1k02γ(htasinθ)cos2θτrθa0=1k02γ(htasinθ)sin2θE4

Then, Eq. (4) is the stress to release in the following steps shown in Figure 1.

2.3. Complex function for elastic mechanics

With complex function, stress components in Figure 1 in polar coordinate can be expressed as

z:{σθ+σr=4Reχ1(z)σθσr+2iτrθ=2[z¯χ1(z)+ψ1(z)]e2iλE5

where Re is the real part of complex function, z¯is the conjugate expression of z, χ1(z)and ψ1(z)are complex potential function, χ1'(z)and χ1''(z)are the first and second derivatives of χ1(z), respectively, and ψ1'(z)is the first derivative of ψ1(z).

2.4. Stress release

Similar to the solving process of an infinite plate with a hole (Wang, 2008), as the stress field approximates to zero, the solving process are described as follows:

  1. Submitting Eq. (4) into the Fourier coefficient equations;

  2. Through the obtained equations, solving the constant coefficients; and

  3. As the problem has been assumed to be a planar strain work, which means k0=ν1ν=ν', the following equations can be obtained based on steps (1) and (2):

    {χ1(z)=a1z+a2z2+a3z3=(1+ν)γa28iz+(1k0)γhta221z2(1k0)γa44iz3χ1(z)¯=a¯1z¯+a¯2z¯2+a¯3z¯3=(1+ν)γa28iz¯+(1k0)γhta221z¯2+(1k0)γa44iz¯3χ1(z)=a1z2+2a2z3+3a3z4=(1+ν)γa28iz22(1k0)γhta221z3+3(1k0)γa44iz4ψ1(z)=b1z+b2z2+b3z3+b4z4+b5z5=(3ν)γa28iz+(1+k0)γhta221z2 +(νk0)γa44iz3+3(1k0)γhta421z4(1k0)γa6iz5χ1(z)=(1+ν)γa28ilnz(1k0)γhta221z+(1k0)γa48iz2+c1ψ1(z)=(3ν)γa28ilnz(1+k0)γhta221z(νk0)γa48iz2(1k0)γhta421z3+(1k0)γa64iz4+c2ψ1(z)¯=(3ν)γa28ilnz¯(1+k0)γhta221z¯+(νk0)γa48iz¯2(1k0)γhta421z¯3(1k0)γa64iz¯4+c¯2E6

By submitting Eq. (6) into Eq. (5), the relation between stress components can be expressed by:

{σθ+σr=2Re((1+ν)γa24iz+(1k0)γhta21z2(1k0)γa42iz3)σθσr+2iτrθ=2[z¯χ1(z)+ψ1(z)]e2iθ=2[(1+ν)γa28z¯iz22(1k0)γhta22z¯z3+3(1k0)γa44z¯iz4+(3ν)γa28iz+(1+k0)γhta221z2+(νk0)γa44iz3+3(1k0)γhta421z4(1k0)γa6iz5]e2iθE7

where z, which is a complex valuable, can be expressed as:

{iz=ireiθ=ieiθr=sinθ+icosθr1z2=1r2ei2θ=ei2θr2=cos2θisin2θr2iz3=ir3ei3θ=iei3θr3=sin3θ+icos3θr3E8

By submitting Eq. (8) into the Eq. (7), a more simple relation between stress components are obtained, and by decomposing the imaginary part in the obtained equations, the subsidiary stress induced by the stress release process in Figure 1 is obtained. The obtained subsidiary stress is based on the infinite plate assumption, and it is an approximate value. For a more accurate solution, the subsidiary stress at ground surface should be released again, which is a very complicated process. By solving the obtained subsidiary stress components with Eq. (3), the stress field solution for subdeep tunnel can be expressed as:

{σr=1+k02γ(htrsinθ)1k02γ(htrsinθ)cos2θ+γ{(1+k0)hta22r2+[(3+ν)a24r+(νk0)a44r3]sinθ+(1k0)ht(2a2r23a42r4)cos2θ(1k0)a(5a34r3a5r5)sin3θ}σθ=1+k02γ(htrsinθ)+1k02γ(htrsinθ)cos2θ+γ{(1+k0)hta22r2[(1ν)a24r(νk0)a44r3]sinθ+(1k0)ht3a42r4cos2θ+(1k0)a(a34r3a5r5)sin3θ}τrθ=1k02γ(htrsinθ)sin2θ+γ{[(1ν)a24r+(νk0)a44r3]cosθ+(1k0)ht(a2r23a42r4)sin2θ+(1k0)a(3a34r3a5r5)cos3θ}E9

3. Distribution of secondary stress field solution for subdeep tunnel

The secondary stress field of subdeep tunnel calculated from Eq. (9), and the v, and htare set at 0.3 and 6a, respectively. The results are shown in Figure 2.

Figure 2.

Second stress distribution in subdeep tunnels. (a) Distribution of σr. (b) Distribution of σθ. (c) Distribution of τrθ.

Stress distribution along r different directions in polar coordinate are also illustrated in Figure 3 in a normalized form.

Figure 3.

Stress distribution along r different directions. (a) Distribution of σr along r. (b) Distribution of σθ along r. (c) Distribution of τrθ along r.

From Figures 2 and 3, the distributions of secondary stress field induced by tunneling for subdeep tunnel are different from the deep‐buried tunnels, which has the following characteristics of its own:

  1. The distribution of secondary subdeep tunnel just shows axial symmetry, not like the deep‐buried tunnel, whose stress field shows bidirectional symmetry. This difference is caused by the variation of σzalong z in the primary field.

  2. The tangential stress near the tunnel boundary shows significant concentration at the side wall of the tunnel, to which close attention should be paid.

  3. Figure 3 shows the variation of stress induced by tunneling along polar radius, and it is quite clear that, the stresses are approximate to 0, which proves the simplification of zero stress boundary to be reasonable and correct. Besides, subdeep tunnel can be determined as tunnels buried at depth of more than 2.5 D (D is the diameter of tunnel), and less than the depth of deep tunnel.

From the stress analysis, secondary stress field for subdeep tunnel is demonstrated and the limit depth to distinguish shallow tunnel and subdeep tunnel is obtained, which can be the guideline for tunnel support in a more reasonable, economic, and safer way.

4. Numerical solution and its comparison with theoretical results

To verify the theoretical solution, a numerical model is developed. The parameters for theoretical and numerical simulation are shown in Table 1. And a numerical model is developed in Flac3D as shown in Figure 4.

Figure 4.

Numerical model of subdeep tunnels.

Parameters of theoretical solutionParameters of numerical simulation
ItemSymbolValueUnitItemSymbolValueUnit
Tunnel’s radiusa3mTunnel’s radiusa3m
Depth of tunnel centerht6 amDepth of tunneld15m
Volume weightγ2.10E+04N/m3Densityρ2.10E+03kg/m3
Elasticity modulusE9.00E+07PaBulk modulusK7.50E+07Pa
Poisson’s ratioν0.30Shear modulusG3.46E+07Pa

Table 1.

Parameters for theoretical and numerical simulation.

Theoretical solution of horizontal stresses (σxx) of surrounding rock in subdeep tunnel is shown in Figure 5(a) in a rectangular coordinate system, and its numerical result is shown in Figure 5(b).

Figure 5.

Theoretical and numerical solution of horizontal stress. (a)Theoretical solution. (b) Numerical solution.

Theoretical solution of vertical stresses (σzz) of surrounding rock in subdeep tunnel is shown in Figure 6(a), and the numerical result is shown in Figure 6(b).

Figure 6.

Theoretical solutions and numerical value of vertical stress. (a) Theoretical solution. (b) Numerical solution.

Theoretical solution of shear stresses (τxz) of surrounding rock in subdeep tunnel is shown in Figure 7(a), and its numerical result is shown in Figure 7(b).

Figure 7.

Theoretical and numerical solution of shear stress. (a) Theoretical solution. (b) Numerical solution.

Contours of horizontal and vertical stress field from theoretical and numerical solution show good agreement with each other as shown in Figures 5 and 6, which proves the theoretical analysis reasonable and correct. On the other hand, shear stress from theoretical and numerical solution shows difference to some extent. In Figure 7, shear stress, from numerical solution, has a much smaller distribution area than that from numerical model, a probable explanation is that, the media in theoretical model is elastic while that in numerical model is elastic‐plastic, and stress concentration near the tunnel boundary may redistribute after rock failure, leading to a smoother distribution of shear stress in numerical model.

5. Conclusions

In the presented research, the stress field for tunnel buried at depth between deep tunnel and shallow tunnel is analyzed with elastic mechanics and complex function, and conclusions can be drawn as:

  1. The subdeep tunnel is proposed and through theoretical analysis, and stress fields show that essential difference exists between the mechanical behavior of deep tunnel and subdeep tunnel, and the depth to distinguish shallow tunnel and subdeep tunnel is suggested as 2.5 times of the tunnel diameter.

  2. By numerical analysis, the theoretical solution is proved to be reasonable and with high accuracy. And this theoretical solution can be a very good guideline for the support design for subdeep tunnel with economy and safety.

  3. This theoretical solution also has its limitations, and if used for deep tunnels, the vertical stress in rock would be incorrect totally. Besides, this solution is not suitable for tunnels buried in depth less than 2.5 D, which does not satisfy the boundary stress condition.

  4. Through the comparison of theoretical analysis and numerical model, the theoretical results are proved to be effective in the determination of subdeep tunnel, which can be very helpful in the design of subtunnel support for economy and safety purpose.

© 2017 The Author(s). Licensee IntechOpen. This chapter is distributed under the terms of the Creative Commons Attribution 3.0 License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.

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Qinghua Xiao, Jianguo Liu, Shenxiang Lei, Yu Mao, Bo Gao, Meng Wang and Xiangyu Han (February 1st 2017). Theoretical Solution for Tunneling‐Induced Stress Field of Subdeep Buried Tunnel, Proceedings of the 2nd Czech-China Scientific Conference 2016, Jaromir Gottvald and Petr Praus, IntechOpen, DOI: 10.5772/66812. Available from:

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