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Analysis on Fracture Mechanics of Unstable Rock

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1. Introduction

Rock is a complex structure which is naturally produced by one or more minerals under geological conditions. In the rock engineer, most rocks belong to pressure-shear condition. Therefore, it is necessary and urgent for the study of unstable rock in pressure-shear condition. A lot of scholars have devoted themselves to the study of unstable rock. For example, Nara Y. etc. [1] had found that fissure water would accelerate the speed of the subcritical crack growth of granite and affect the structural strength of the granite; With rock surrounding the Skolis Mountain and the Acrocorinthos area as the research object, Zygouri V. etc. [2] showed that shallow earthquakes could cause a wide range of rock collapse; Chen H. K. etc. [3] put forward the failure criterion of unstable rock under the excitation effect and established the evaluation method for its safe; Johari A. etc. [4] used the method of joint distribution of random variables to evaluate the stability of rock in the critical state; Li Y. etc. [5] simulated the crack development of rock mass under the action of water pressure by using FLAC3D software, and the studies showed that the strength and stability of the jointed rock mass was obviously decreased; Liang L. etc. [6] sampled the shale in the Long maxi area, and the research results showed that the aqueous liquid of had significant positive impact in Crack growth of shale. However, So far, many scholars have studied the rock crack by the method of experiment and numerical analysis, and the theoretical analysis of the rock crack is slightly deficient. This text used the method of fracture mechanics to deduce the unstable rock, and the results have certain theoretical guiding significance and economic value for prevention of disaster and engineering safety assessment.

2. Coordinate Transformation of Stress Components

Figure 1 is a rock model of establishment. Where is center of gravity of unstable rock; u is Fissure water pressure of control fissure; P_{L} is horizontal seismic force per unit length; P_{V} is vertical seismic force per unit length; W is Gravity of rock mass per unit length.

In Figure 1, the crack tip selects a unit. The pressure-shear stress is formed under the gravity of the rock itself. As shown in Figure 2.

In the straight line of the unit which parallel to the axis, the included angle between the outer normal and the coordinate axes is and respectively. We may know, , and. The known parameters are brought into the boundary condition equation

Figure 1. The unstable rock model.

Figure 2. Crack stress at the tip of the element.

(1)

It will find and. In the straight line of the unit which parallel to the axis, it can know and in the same way. As we all know:

. (2)

A new and old coordinate system is established in Figure 3. Where is Stress tensor of the old coordinate system; is Stress tensor of the new coordinate system. The projection of axis of the new coordinates system in the old coordinate system is and respectively; The projection of axis of the new coordinates system in the old coordinate system is and respectively.

It can know

. (3)

. (4)

. (5)

Combining formula (2), formula (3), formula (4) and formula (5) can be obtained

. (6)

By formula (6) can be known

. (7)

3. Deduction of Type I and Type II Stress Intensity Factor

The article assumes and. Westergaard proposed the stress function [7]

Figure 3. The old and new coordinate system.

(8)

Because of and, it can be obtained

(9)

(10)

(11)

We can carry out partial differential to Westergaard stress function

. (12)

. (13)

. (14)

From formula (13), formula (14) and formula (15), we can get

(15)

As shown in Figure 4, there is a center crack with a length of in the infinite space. And its infinite distance is affected by bidirectional uniform stress. Its boundary conditions are: when and, it is; When and, it is; When, it is.

The stress function is obtained

. (16)

The original O point translates to the new coordinate O' point. We assume complex coordinates of any new coordinates of a bit is.

. (17)

Combining formula (16) and formula (17)

. (18)

Figure 4. Type I crack under bidirectional uniform stress.

When, we can get

. (19)

Because of, formula (19) is a constant. So we can assume

. (20)

Combining formula (18), formula (19) and formula (20), we can obtain

. (21)

We can use the same way to get

. (22)

4. Composite Stress Intensity Factor and Fracture Angle for Unstable Rock

At first, we suppose that composite stress intensity factor is

. (23)

Because the horizontal seismic force (P_{L}) and vertical seismic force (P_{V}) can not be considered at the same time. So we can add a coefficient C_{1} and C_{2} in front of them respectively. It builds the following functions

(24)

where the coordinates of the center of gravity of the unstable rock is; The maximum value of pore water pressure of control fissure is P_{0}; Sum of forces in the axial direction of is; Sum of forces in the axial direction of is. So its inference is

. (25)

. (26)

If D_{1} and D_{2} are constants, according to Westergaard’s stress function, we will get

(27)

Combining formula (7), formula (21), formula (22), formula (23), formula (27), we will calculate

(28)

According to the maximum circumferential stress theory [8], we will get fracture angle

. (29)

We put trigonometric function into formula (29), and it will get

. (30)

When it is negative (“−”), fracture angle is greater than 180˚. Obviously, it is not in conformity with the actual situation. So fracture angle is

. (31)

5. Conclusion

Considering gravity, fracture water pressure and seismic force, this paper constructs unstable rock mechanics model, which is very common in the rock engineer. What’s more, we derive composite stress intensity factor of the type I - II by fracture mechanics. And according to the maximum circumferential stress, we calculate theory Fracture angle by trigonometric function. In short, the results have certain theoretical guiding significance and economic value for prevention of disaster and engineering safety assessment.

Conflicts of Interest

The authors declare no conflicts of interest.

Cite this paper

*World Journal of Engineering and Technology*,

**4**, 69-75. doi: 10.4236/wjet.2016.43C009.

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