Research Article | Open Access
Analytical Investigation for In Situ Stress Measurement with Rheological Stress Recovery Method and Its Application
In situ stress is one of the most important parameters in underground engineering. Due to the difficulty and weakness of current stress measurement methods in deep soft rock, a new one, rheological stress recovery (RSR) method, to determine three-dimensional stress tensor is developed. It is supposed that rock stresses will recover gradually with time and can be measured by embedding transducers into the borehole. In order to explore the relationship between the measured recovery stress and the initial stress, analytical solutions are developed for the stress measurement process with RSR method in a viscoelastic surrounding rock. The results showed that the measured recovery stress would be more close to the initial stress if the rock mass has a better rheological property, and the property of grouting material should be close to that of rock mass. Then, the RSR method, as well as overcoring technique, was carried out to measure the in situ stresses in Pingdingshan Number 1 coal mines in Henan Province, China. The stress measurement results are basically in the same order, and the major principal stresses are approximately in the direction of NW-SE, which correlates well with the stress regime of Pingdingshan zone known from the tectonic movement history.
In situ stress is one of the most important parameters for designing stable underground structures and improving mining methods in deep soft rock. Rock stresses originate from gravity and tectonic forces and can only be inferred by drilling a borehole, making a slot and coring the rock . A large number of stress measuring methods have been developed and a detailed summary of these techniques can be found in Amadei and Stephansson , Ljunggren et al. , Corthésy et al. , and Ulusay .
However, with the decrease of shallow coal resources in China, most of the key collieries have mined deep coal seams , the surrounding rocks of which tend to be soft and fragmentized. There exist limitations and measurement errors in common methods for stress measurement of soft rocks, and effective testing is very difficult.
Hydraulic fracturing (HF) can only determine the maximal and minimal principle stresses in a plane vertical to the borehole and is limited in highly anisotropic and fractured rock . Although hydraulic tests on preexisting fractures (HTPF) can determine the 3D stress tensor by testing a large number of fractures along the borehole [8–10], it is not an efficient method due to its assumptions. Borehole relief method [11–13] would be strongly influenced by the stress path, constitutive law, and associated parameters in the interpretation of stress measurement . Other stress measuring methods such as borehole breakout  and Kaiser effect , which estimate rock stresses based on the phenomenon relevant to stresses, have relatively low reliability and are controversial as a method to determine in situ stress. Anelastic strain recovery (ASR) method [16–18] requires orientated rock cores and is affected by a lot of factors (e.g., temperature variation, dehydration of samples, and accurate orientation) . Therefore, it is important to develop a new method to measure in situ stress in deep soft rock.
A new method for in situ stress measurement in deep soft rocks, namely, rheological stress recovery (RSR) method, is proposed in this study. The advantages of this method are that it is simple, inexpensive, and 3D. The basic principles, testing equipment, calculation equations, and related procedures of RSR method will be briefly introduced. Then, the measuring process is analyzed by analytical solutions to explore the applicability and accuracy of this method. Finally, the RSR method, as well as overcoring technique, was conducted in Pingdingshan Number 1 coal mine to measure both the in situ stress orientation and magnitude at a depth of 877 m.
2. An Outline of RSR Method
2.1. Basic Principles
A large number of field monitoring and laboratory tests [20, 21] have shown that rheological properties of soft rocks are very significant under high geostress. Even for hard rock mass that is cut by several joints and fractures, creep deformation can also attain considerable magnitude . Thus, a borehole will shrink gradually to be closed under high geostress due to the rheological characteristic of soft rocks and rock stresses will recover to the initial stress state with the growth of the time. Based on this, stress measurement with RSR method is proposed. It is supposed that rock stresses around the pressure transducers that are embedded in the borehole will recover gradually and eventually tend to be stable due to the rheological characteristics of surrounding rocks.
2.2. Main Equipment
The equipment used in this method involves pressure transducers, push rods with orientation device, and a data logger, shown in Figure 1. A three-dimensional pressure transducer (TDPT), which can measure normal stresses in three directions, is developed for in situ stress measurement with RSR method (Figure 1(a)) and a test point needs two TDPTs in different directions. The TDPT, which contains three sensing faces (diameter = 58 mm), is a waterproof cube structure (side length = 80 mm) and suitable for a pressure up to 30 MPa. Vibrating wire force transducers are adopted on each sensing face due to the advantages of high accuracy and repeatability, possibility for remote measuring, digitalization of results, long service stability , and so forth. Eight corners of the TDPT have been cut out for the requirements of miniaturization. The pushrod is used to send the transducers to the test point and the rotation angles of the transducer are recorded by the goniometer in order to calculate the azimuth angle of each sensing face. The data logger is developed through explosion-proof design to meet the requirement of coal mine, shown in Figure 1(c).
2.3. Testing Procedures
The RSR method for measuring the stress in deep soft rocks comprises the following steps (Figure 2):(1)A borehole is drilled till the test point in surrounding rocks of a soft rock tunnel.(2)Stress transducers are fixed on a connecting rod and sent to the test point; a direction cosine of any two sensing faces in the normal direction is recorded and is not 1; a normal stress measuring device is mounted on each sensing face and connected with a data logger outside the borehole through long cables.(3)Grouting is carried out on the drilling hole, and the borehole is sealed after being entirely filled.(4)After the grout is solidified, pressure values are continually read from the data logger and six stress values are substituted into the calculation equations after the values are stable, so as to obtain 3D rock stress at the test point. With the adoption of this method, evolutional stress data of the test point can be also obtained. Moreover, the spatial variation and evolution of rock stress state can be measured through a series of pressure transducers embedded in different depth of the borehole.
2.4. Calculation Equations
A spatial coordinate system is established by taking normal directions of three mutually perpendicular sensing faces as directions of coordinate axes, and -, -, and -axis are normal directions of other sensing faces. are normal stresses measured by each sensing face, respectively. The stress state () of the test point under the coordinate system can be calculated through where , , and are shear stress components under the coordinate system ; , , and , respectively, represent direction cosines between -, -, and -axis and -axis; , , and , respectively, represent direction cosines between -, -, and -axis and -axis; and , , and , respectively, represent direction cosines between -, -, and -axis and -axis.
3. Definition of the Problem
In this paper, a two-dimensional model of the stress measurement process is conducted to determine the recovery stress on the pressure transducer. The transducer, which is adhered to the borehole by elastic grout layer, is thought to be hollow and elastic. The cross sections of the transducer, grout layer, and the borehole are circular and concentric, shown in Figure 3. The interfaces between the rock and the grout layer and between the grout layer and the transducer are assumed to be smooth. The surrounding rocks are homogeneous, isotropic, and linearly viscoelastic and the lateral pressure coefficient is .
Regarding the above assumptions, the problem is considered as a two-dimensional (2D) infinite viscoelastic plane subjected to a biaxial stress, which treats a geometrically similar problem with tunnel linings in circular tunnels [24, 25]. The process of stress measurement can be divided into two stages. During the first stage spanning from borehole excavation until the time, at , pressure of the surrounding rock is released and there is no pressure on the grout layer and the transducer. The second stage spans from the time of the solidification of the grout, at , onwards. The contact pressures between the rock and the grout layer and between the grout layer and the transducer, which will vary with time, are assumed as and , respectively.
For such a biaxial plane strain condition, a cylindrical coordinate system is employed and the in situ stress at infinity () can be written as follows:where is the radial stress of the rock, is the hoop stress of the rock, is the shear stress of the rock, and is the vertical in situ stress.
The in situ stress can be divided into two parts: uniform part and nonuniform part. Correspondingly, the contact pressures on the interfaces can also be divided into uniform part and nonuniform part:where and are contact stresses under uniform in situ stress and and are contact stresses under nonuniform in situ stress.
After the grout is solidified , the boundary condition for this problem iswhere , , and are the radial displacements in the rock, the grout layer, and the transducer, respectively; is the radius of the borehole; and is the external radius of the transducer.
4. Solution for the Problem
4.1. The Forms of Solution in Laplace Domain under Uniform Stress Field
According to the correspondence principle, the viscoelastic displacement of the rock under uniform in situ stress () at the borehole wall () can be written as [24, 26]where is the shear creep compliance and will be described in more detail below.
The radial displacement of the rock under uniform in situ stress after time iswhere .
After time , contact pressures exist on the interface between the rock and the grout layer. Then, the total radial displacement of the rock at the borehole wall () can be written aswhere is the shear modulus of the rock.
The Laplace transform of a function, , is defined aswhere is the transform parameter, and the inverse Laplace transform is expressed by
The Laplace transform of (7) gives rise to
The grout layer is thought to be linear elastic and , are the shear modulus and Poisson’s ratio, respectively. The radial displacements of the grout layer under contact pressures ( and ) in the Laplace domain, at and , arewhereare constant coefficients of parameters , , and .
The radial displacement of the transducer on the interfaces between the grout layer and the transducer () in Laplace domain iswhere , are the shear elastic modulus and Poisson’s ratio of the transducer, respectively, andis a constant coefficient of parameters , , and .
4.2. The Forms of Solution in Laplace Domain under Nonuniform Stress Field
To simplify the solution of this problem, the Poisson’s ratio of the rock is assumed to be a constant and then the total radial displacement of the rock under nonuniform stress field at the borehole wall () in the Laplace domain is
The Laplace transform of the radial displacement of the grout layer on the interface ( and ) under nonuniform contact pressures can be written as Define
The Laplace transform of the radial displacement of the transducer on the interface () under nonuniform contact pressure is expressed as follows:where with
4.3. Determination of the Contact Pressures
According to the boundary condition (4), the boundary compatibility conditions in the Laplace domain are
4.4. Analytical Solution for 3-Parameter Solid Model
For the time-dependent behavior of soft or highly jointed rock mass or rock mass with high in situ stress, the 3-parameter solid model may be commonly employed, as shown in Figure 4, the shear creep compliance is written aswhere , are the shear moduli and is the viscosity coefficients.
The differential equation of 3-parameter solid model can be written aswhere
Then, the contact pressure on the transducer can be obtained:where is the long-term shear modulus, is the initial shear modulus, and
Paying attention to the analytical expression derived for the contact pressure on the transducer () for 3-parameter solid model instead, it can be found that the stable contact pressure on the transducer () is dependent mainly on the mechanical properties of the rock mass, the solidification time of the grout (), and the shear moduli of the grout layer, as shown in (26). With the decrease of the long-term shear modulus of the rock, the contact pressure on the transducer increases. In order to expound the effects of the grout solidification time (), the shear moduli of the grout, and the properties of the rock mass on the contact pressures (), parametric investigations have been presented here.
Regarding the geometrical properties of this problem, we have mm, mm, mm, MPa, and . The values of the mechanical properties are GPa, , GPa, and . According to the experiment tests and back analysis [20, 25], the following values can be assumed: MPa, MPa, MPa·h, and for 3-parameter solid model. For the sake of explanation, the ratio of the contact pressure to the in situ stress will be presented in Figures 5, 6, and 7.
The solidification time of the grout is assumed to be seven values: 0, 10 h, 20 h, 50 h, 100 h, 200 h, and 500 h. The general trend is that the contact pressures increase gradually and reach stability after a period of time.
In Figure 5, it can be found that the contact pressures on the transducer develop to be stable over time. When the solidification time increases, the ratio of the stable contact pressure to the in situ stress decreases from 60% to 0. Thus, it can be concluded that the less solidification time will be beneficial for the recovery of the contact pressure on the transducer.
4.5. Influence of the Shear Modulus of the Grout Material
The shear modulus of the transducer is a fixed value of 80 GPa. Nine values of the modulus of the grout material () are selected and the transducer-grout modulus ratios are 1 : 1, 2 : 1, 5 : 1, 10 : 1, 25 : 1, 50 : 1, 100 : 1, 200 : 1, and 500 : 1, respectively. The influence of the shear modulus of the grout material is analyzed for a solidification time of h.
In Figure 6, the results of the ratio of the contact pressures () on the transducer to the in situ stress calculated at with different shear moduli of the grout material are plotted. It can be found that the contact pressure increases gradually and reaches stability after a period of time, and the ratio of the stable recovery pressure on the transducer to the in situ stress first increases and then decreases with the increase of transducer-grout modulus ratio, as shown in Figure 6. When the transducer-grout modulus ratio is between 20 : 1 and 50 : 1, the stable recovery pressure on the transducer reaches the maximum value (about 60% of the in situ stress). From these figures, it emerges that suitable grout material is important for transducers to achieve optimal stresses. The type of the grout material should be determined after the mix proportion test before field application. The grout material used in the field test should have good mechanical properties and are made into samples to measure the mechanical parameters in the lab. Moreover, it is essential to carry out calibration tests for the transducer using different grouting materials before its field application.
4.6. Influence of the Properties of the Rock Mass
To illustrate the influence of the properties of the rock mass on the recovery stresses measured by the transducer, an example is presented herein. The properties of the grouting material are assumed to be the same with that of rock masses. The shear modulus is fixed and are assumed to be six different values, and the ratio of the initial modulus to the long-term modulus is 1.2, 1.5, 2, 3, 5, 11, 21, and 51, accordingly. The results have been shown in Figure 7.
In Figure 7(a), it can be found that the recovery stresses measured by the transducer increase gradually and reach stability after a period of time. From Figure 7(b), with the reduction of the long-term modulus , that is, the increase of the modulus ratio , the final recovery stress increases. When the modulus ratio is greater than 10, the final recovery stress gradually turns to be stable and is above 90% of the initial stress. From the figures, it emerges that if the rock mass has a better rheological property, the recovery stress measured by the transducer is more close to the initial stress. Moreover, in practical measurement, the final recovery ratio can be obtained from the initial long-term modulus ratio which can be calculated through creep experiment of rock masses according to the curves in Figure 7(b), and the in situ stress can be evaluated from the final recovery ratio and the practical measured recovery stresses.
5. Field Test
The in situ stress measurements were carried out in Pingdingshan Number 1 coal mine, situated in Henan Province, northern China, as shown in Figure 8. The Pingdingshan coalfield is about 38 km long E–W and 20 km wide N–S, and the coal-bearing sediments are mostly of Permian age, mainly comprising sandstone, sandy mudstone, and carbonaceous shale besides coals, which are overlain by the Tertiary and Quaternary deposits . The general structural configuration of Pingdingshan coal mine is a series of NW folds in which the major one is Likou syncline. It is a broad and gentle fold, appearing as a brush structure converging to the southeast and diverging to the northwest. There are some other secondary folds in this area, for example, Guozhuang anticline, Niuzhuang syncline, and Zhugemiao anticline in the south of Likou syncline and Baishigou anticline, Lingwushan syncline, and Xiangxia fault in the north of Likou syncline.
The test site of Pingdingshan Number 1 coal mine is located at a track-dip tunnel with a vertical buried depth of about 877 m, the lithology of which is dark gray sandy mudstone. The in situ stress measurements were carried out in both horizontal and vertical boreholes with 30 m in depth and 130 mm in diameter. The sketch of borehole layout is shown in Figure 9. The horizontal borehole was inclined to the horizontal plane at 10°. Before the application of the RSR method, overcoring technique was carried out in the horizontal borehole according to the ISTM standard . After overcoring, the rock core including the hollow inclusion gauge was calibrated in the calibration instrument. In order to obtain the mechanical parameters more accurately, rock cores drilled from the testing borehole were prepared into standard specimens with 50 mm in diameter and 100 mm in length. The elastic parameters were determined by several specimens from uniaxial compression experiment in lab. Then, the TDPTs were installed at the overcoring position according to the testing procedures of RSR method. The appropriate grouting materials were selected after a mix design in the lab to make the property of grouting materials close to that of rock masses.
6. Results and Discussion
The overcoring test was first finished in horizontal borehole at Number 1 coal mine and the curves of microstrain values versus the overcoring depth were given in Figure 10. Based on the test of elastic parameters of rock mass, the elastic modulus varies in a range (5 GPa~8 GPa), and the calculated in situ stresses using different elastic modulus are shown in Table 1. It can be found that the magnitudes of three principal stress components increase as elastic modulus increases, whereas their azimuth and dip angles are maintained nearly the same. Ge and Hou  have found that when Poisson’s ratio is constant, the magnitudes of three principal stresses will increase (or decrease) with the increase (or decrease) of . Therefore, the principal stress magnitudes of overcoring technique vary in a range.
The monitor of the recovery stresses using TDPTs and temperature changes in both horizontal and vertical boreholes at Pingdingshan Number 1 coal mine has been recorded for a period of about 500 days. It should be noted that the calibration coefficients of each sensing face were determined by calibration test using the actual grouting material, and the influence of the environmental temperature on the transducer is analyzed and compensated. For the sake of brief, only the results of horizontal borehole in Pingdingshan Number 1 coal mine are shown in Figure 11. It is clear that the recovery stress measured by all sensing faces in different directions increases gradually to be stable, although the rate of stress recovery decreases with time. According to the analytical results of the relationship between the final recovery stress and initial stress, and the ratio of the initial modulus to the long-term modulus () from experimental tests, the final recovery ratio can be determined (about 0.45). Then, the initial stresses vertical to each sensing face can be calculated and inserted into the calculation formulation (1) to obtain the stress tensor in local coordinate system, and the principal stress components in global coordinate system can be calculated using coordinate transformation. The results of the magnitude, azimuth, and dip angle of three principal stresses in both horizontal and vertical boreholes in Pingdingshan Number 1 coal mine are listed in Table 2. All the test results show that the orientation of the maximum principal stress and the minimum stress is approximately in the horizontal plane and that of the intermediate principal stress is nearly vertical.
From Tables 1 and 2, it can be found that the principal stress magnitudes of overcoring vary in a range when selecting different elastic parameters, and the results of RSR method are within this range. The orientations of principal stresses by both overcoring technique and RSR method are drawn in the stereographic projection shown in Figure 11. The dominant orientations of the maximum principal stress are almost the same for both the overcoring technique and RSR method. Pingdingshan region has experienced three obvious tectonic movements in the geologic history: the Indosinian movement during the Triassic period, the Yanshan movement during the Mesozoic period, and the Himalayan movement during the Neozoic period. Accordingly, the direction of the major principle stress in this region has shifted from NE-SW to NW-SE, then to approximately EW . Figure 12 shows that the major principle stress directions of testing points are mostly NW-SE and agree with those in the second and third tectonic movements, which reveals that the in situ stress field at present is caused primarily by the latter two tectonic movements. Therefore, it can be said that the result from the RSR method is reliable and the new method for in situ stress measurement can be used to measure rock stresses.
Through the practical application of the overcoring technique and RSR method for in situ stress measurement in Pingdingshan Number 1 coal mine, it can be found that the RSR method may be a maneuverable and effective technique in deep soft rock. The accuracy of elastic parameters has a great influence on the calculated results of stress magnitudes and orientations for overcoring technique. However, the exact elastic parameters of rock mass seem not very necessary for RSR method with respect to conventional methods. In the RSR method, the stress values in different orientations can be measured by the pressure transducer directly and can be used to calculate the stress tensor. The accuracy of stress values is dependent on the calibration factor of the transducer that can be obtained from calibration test. Based on the results of current research , the variation of the elastic modulus of surrounding material has little influence on the calibration factor when the elastic modulus ratio of the transducer to the surrounding material is large enough. Therefore, the true rock stresses can be inferred by the rough elastic parameters. The measuring errors of RSR method caused by the elastic parameters are less than that of the conventional methods.
For the RSR method, the main requirement of rock mass is good in rheological property. Moreover, the greater the depth of testing site, the better, as the in situ stress at greater depth is generally bigger. In addition, the grouting quality is very important for the RSR method, and the grouting should be accomplished as soon as possible after drilling the hole. The different lateral pressure coefficient may have an influence on the stress values measured by the transducer, which is caused by the difference between the transducer and surrounding material. Through the model test and numerical simulation, it has been found that the measured stresses were linear to the loading stresses for the hydrostatic stress loading, and the measured stresses were linear to both the loading stresses in the same direction and the differential stresses of the other two directions for the nonhydrostatic stress loading . The actual stress values on each sensing face can be deduced by the combination of calibration coefficients and the measured stress values although the lateral pressure coefficient is unknown.
The transducers that the RSR method uses can be embedded not only in the initial stress area to obtain the magnitudes of original stress, but also in the excavation damage zone to monitor the stress state variation. It has been found that the stressmeter that is installed in a specimen under load will pick up the absolute ambient stress in the host when observed over a period of time; concurrently, it responded immediately to an increase of stress generated in the host after the time of its insertion .
The RSR method is used to measure the in situ stress based on the rheological behavior of rock; the longer the monitoring time is, therefore, the more precise the results become. However, further research is needed to see how to calculate the stress state of one point through monitoring in a short time for engineering applications.
For the measurement of the stress in deep soft rock, a RSR method to determine the orientations and magnitudes of 3D in situ stress is proposed, as well as its test equipment and process, and analytical solutions were derived to analyze the characteristics of this method. Then, the RSR method, as well as overcoring technique, was conducted in Pingdingshan Number 1 coal mine to measure both the in situ stress orientation and magnitude at a depth of 877 m. The results are summarized as follows.
If the rock mass has a better rheological property, the recovery stress measured by the transducer is more close to the initial stress. Moreover, the grouting quality should be ensured that the properties of grouting materials should be close to that of rock masses in actual operation.
These results tested by RSR method and overcoring technique are basically in the same order, which validates that the RSR method is a useful method for deep soft rock masses. The major principal stresses are approximately in the direction of NW-SE, which correlates well with the stress regime of Pingdingshan zone known from the tectonic movement history.
The RSR method can be used to obtain more reliable data when stress relief method cannot be applied in soft or highly jointed rock masses under great depth. Therefore, it can be said that the RSR method may be well suitable for more complicated geological conditions. However, more studies are required to see how to calculate the stress state of one point through monitoring in a short time for engineering applications.
Conflict of Interests
The authors declare that there is no conflict of interests regarding the publication of this paper.
This work is supported by the National Basic Research Program of China (“973” Program) (Grant no. 2014CB046904) and the National Natural Science Foundation of China (Grant nos. 41130742 and 11302242).
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