Research on In Situ Stress Distribution of the Railway Tunnels in Southwest China Based on the Complete Temperature Compensation Technology

Railway Engineering Research Institute, China Academy of Railway Sciences Corporation Limited, Beijing 100081, China State Key Laboratory for Track Technology of High-Speed Railway, Beijing 100081, China Hebei Institute of Architecture Civil Engineering, Zhangjiakou 075000, Hebei, China China Railway Economic and Planning Research Institute, Beijing 100038, China Zhengzhou Branch, China Railway Container Transportation Corporation Limited, Zhengzhou 450015, Henan, China


Introduction
In situ stress is the natural stress existing in the stratum and not disturbed by engineering, also known as initial stress, absolute stress, or original stress of rock mass. In situ stress is gradually formed in the long geological history, which is mainly the result of the combined action of gravity field and tectonic stress. It is an important design parameter of various ground, underground engineering, slope, tunnel, and other engineering. It is one of the most important factors affecting the safety and stability of geotechnical engineering. e causes of in situ stress are very complex. e field measurement and theoretical analysis for more than 30 years show that the formation of in situ stress is mainly related to various dynamic processes of the Earth, including plate boundary compression, mantle thermal convection, Earth internal stress, gravity, Earth rotation, magma intrusion, and heterogeneous crustal expansion. In addition, uneven temperature, water pressure gradient, surface erosion, or other physical and chemical changes can also cause the corresponding stress field.
Once, some scholars were mainly concerned about how to use mathematical equations to quantitatively calculate the in situ stress and thought that the in situ stress was mainly vertical stress. However, further research shows that gravity and tectonic movement are the main causes of in situ stress, and the horizontal tectonic movement has the greatest influence on the formation of the in situ stress field. e current stress state is mainly controlled by the latest tectonic movement, but it is also related to the historical tectonic movement. For hundreds of millions of years, the Earth has experienced numerous tectonic movements, which have resulted in the complexity and variability of the in situ stress state. erefore, the only way to understand the in situ stress state of an area is to carry out in situ stress measurement.
In situ stress measurement is to determine the state of a natural three-dimensional stress field existing around mining engineering. is kind of measurement is usually done by measuring point by point. e three-dimensional stress state of a point in the rock mass can be represented by six components (σ x , σ y , σ z , τ xy , τ yz , and τ zx ) in the selected coordinate system, as shown in Figure 1. is kind of coordinate system can be selected according to the need and convenience. Generally, the Earth coordinate system is taken as the surveying coordinate system. e magnitude and direction of the three principal stresses can be obtained from the six stress components, and the solution is unique. In actual measurement, the rock involved in each measurement point may range from several cubic centimeters to several thousand cubic meters, depending on the measurement method. Whether it is a few cubic centimeters or several thousand cubic meters, it can still be regarded as a point for the whole rock mass. Although there are some methods to measure the average stress in a wide range of rocks, such as ultrasonic measurement and other geophysical methods, these methods are far less accurate than the "point" measurement method. In order to accurately measure the in situ stress of a mining area, a sufficient number of point measurements must be carried out. On this basis, with the help of numerical analysis and mathematical statistics, the regional stress field model is established, which provides the basis for geotechnical design and calculation.
In 1932, Lieurace carried out the first in situ stress measurement in the world in the Harvard Dam discharge tunnel project in the United States, and the stress relief method was used in the field measurement [1]. In the early 1970s in the United States, the hydraulic fracturing method was proposed by Haimson and Fairhurst [2][3][4]. is method originated from the oil development work and formed the current hydraulic fracturing method after continuous improvement, which is the most widely used measurement method in the world [5][6][7]. Since the 1960s, American scholars have carried out in situ stress measurement in many areas, systematically and deeply studied the crustal stress state, and drew the regional principal stress direction map of the American continent for the first time. Zoback et al. compiled the horizontal stress direction map in the United States and the crustal stress zoning map of the continental United States in the 1980s [8,9]. From 1986 to 1992, Zoback and more than 30 scholars from 18 countries jointly carried out the "World Stress Diagram Project" in order to reveal the direction and spatial distribution of tectonic stress in the global lithosphere. e project collected the measured data of different types of in situ stress in the world and carried out classification screening. On this basis, the first "World Stress Diagram" (WSM) was compiled, which better illustrated the dominant position of horizontal tectonic stress in the world [10][11][12][13][14]. In the late 1950s, the Mechanical Engineering Research Institute of the South African Council for Scientific and Industrial Research (CSIR) developed the aperture profiler. In the mid-1960s, Leeman studied the stress field around the hole under the action of an infinite three-dimensional stress field (including the cylindrical hole) based on elastic mechanics, which promoted the development of in situ stress measurement technology [15]. A third technique was developed independently both by Rocha et al. [16] and Worotnicki and Walton [17] to overcome the problem of the failure of the epoxy/rock bond [18]. As early as 1930s, Japan carried out in situ stress measurement for the needs of mining and underground engineering. At first, the stress recovery method was used, which has the advantages of simple operation and economic benefits [19]. In Portugal, the work of in situ stress measurement was carried out earlier. Rocha and the Institute of Civil Engineering jointly studied it. Firstly, some improvements were made to the flat jack, then the solid hollow inclusion strain gauge was developed, and soon, the hollow inclusion strain gauge was developed [20]. In addition, many countries have carried out stress measurement work. e experiment and research of in situ stress measurement in China began in the 1960s. Li   erefore, the surface stress of rock mass is still measured by this method, not the original rock stress [21].
In 1966, under the initiative of Li, the first in situ stress observation station in China was established in Shangyou County, Hebei Province. Since then, dozens of in situ stress observation stations have been established in 21 provinces, cities, and autonomous regions [22].
In the 1970s, many departments in China carried out a large number of in situ stress measurements in different areas, most of which were completed in the fields of earthquake, hydropower, and mining, making unprecedented progress in the field measurement [23].
e Institute of Crustal Stress has successfully carried out the first hydraulic fracturing stress measurement in Yixian County, Hebei Province, and China has since entered the field of deep in situ stress measurement [22]. Li and Wang measured and studied the stress relief method in North China and discussed the relationship between in situ stress and earthquake [24].
Yin used the acoustic emission method to measure in situ stress at the Xiaolangdi Dam of the Yellow River, which has the advantages of simple operation and low cost [25].
Cai analyzed and studied the temperature compensation [26] and the relationship between the state of in situ stress and the properties of the surrounding rock and studied the distribution characteristics and laws of in situ stress in the mining area by using the finite element method [27,28]. e in situ stress measurement carried out by the Institute of Geomechanics of the Chinese Academy of Geological Sciences for the purpose of earthquake research covers nearly 100 measuring points all over the country. According to the measurement results, the variation of in situ stress with depth was studied [29]. Professor Ma compiled a map of modern tectonic stress field in China and its adjacent areas based on the measured data, focal mechanism solutions, and various geological information [30].
In the 21st century, in situ stress has developed in more fields, and many large-scale projects have applied in situ stress, such as Qinghai-Tibet railway, earthquake disaster research, and large-scale mine research. Larson et al. used GPS to analyze the dynamics of the collision process between India and Eurasia plates [31]. Fan et al., based on the Chinese Mainland block model, simulated and analyzed the distribution characteristics and controlling factors of plate tectonic and gravity current in situ stress field in the Chinese Mainland by using the linear viscoelastic shell finite element method [32]. In addition, many scholars and experts have analyzed and studied the characteristics and influencing factors of China's in situ stress field in different regions [33][34][35][36][37][38][39][40][41][42][43][44][45][46][47].

Implementation Process of the In Situ Stress
Measurement in the Manmushu Tunnel and Manmo Tunnel

Arrangement of In Situ Stress Measuring Points.
Based on the engineering geological survey and combined with the site construction conditions, the location of the measuring point is selected. e measuring point basically avoids the fault, rock fracture zone, and fault development zone, and the measuring point is far away from the large chamber as far as possible. In addition, the depth of the measured borehole is more than 2.5 times of the tunnel span, and the distance between the measured points and the adjacent tunnels or other excavation projects is more than 50 m, which ensures that all the measured points are located in the original rock stress area. According to the above measuring point layout principle, combined with the site construction records and surrounding rock exposed situation, after full communication with the site technical personnel, the location of each measuring point is determined. See Table 1 for the location of measuring points and description of drilling conditions.

Measurement
Steps. According to the basic principle of the stress relief method of the hollow inclusion strain gauge, the specific measurement test steps are shown in Figure 2.
(1) A horizontal borehole with a diameter of 130 mm was drilled on the tunnel wall of the selected measuring point to a depth of more than 2.5 times of the tunnel span. e drilling hole is tilted up by 1-3 degrees so that cooling water can flow out and the drilling hole can be easily cleaned.
(2) e bottom of the hole is ground flat with a grinding bit, and a conical bit is used to make a bell, and then a concentric hole with a diameter of 42 mm is drilled from the bottom of the hole, with a depth of 35-40 cm. e bell mouth plays an important role in ensuring the concentricity of the hole and making the hollow inclusion strain gauge enter the hole smoothly, so the quality of the bell mouth must be guaranteed.
After drilling the small hole, rinse it with water, and send the wiping head soaked in alcohol into the small hole to scrub back and forth, so as to thoroughly remove oil and other dirt in the small hole. (3) e adhesive (epoxy resin) and curing agent are mixed in proportion, mixed evenly, and injected into the cavity of the strain gauge, the plunger is fixed with the pin, and then the plunger is sent to the predetermined position in the small hole with the mounting rod with the orienter. After the conical head of the front part of the strain gauge touches the bottom of the small hole, the mounting rod is pushed hard to cut off the plug so that the plunger enters into the cavity. e cementing agent in the cavity flows into the annular gap between the strain gauge and the borehole wall through the central hole and the radial hole of the back part of the plunger. Sealing rings at both ends of the strain gauge will prevent the cement from flowing out of the gap. When the cement is cured, the strain gauge is tightly bonded with the hole. (4) e stress relief test can be carried out after the cementing agent is solidified (generally about 20 hours). Before relieving the stress, the camera wire and cable are taken out from the core tube and drill Shock and Vibration 3 pipe.
en, a thin-walled drill with a diameter of 130 mm is used to continue to deepen the large hole so that the rock around the strain gauge is gradually separated from the surrounding rock, so as to realize the stress relief of the casing core. During the stress relief process, the strain values measured by using the strain gauges in the strain gauge are automatically recorded by the bridge conversion device and the data acquisition device. According to the instruction, the strain data are recorded every 1 minute.
After the stress relief is completed, the strain data stored in the data collector are printed out by using the computer, and the stress relief curve is drawn, that is, the curve of the strain value of each strain gauge changing with the stress relief depth.

Hollow Inclusion Strain Gauge with Complete Temperature Compensation.
e hollow inclusion strain gauge with complete temperature compensation is based on the most widely used hollow inclusion strain gauge in the world. Figure 3 shows the distribution diagram of the strain flower position of the hollow inclusion strain gauge used this time. Its structure and working principle are basically the same as those of the CSIRO hollow inclusion strain gauge introduced earlier.
In Figure 3, a thermistor is embedded at point D between strain flowers A and C. e thermistor has been calibrated in the laboratory in advance, and the temperature change between 0°C and 40°C can be measured accurately with an error of 0.1°C. At point E, two no-load wires which are the same as the resistance strain gauge wires are welded together, led out from the cable together with other strain gauge wires and thermistor wires, and connected into the measurement and recording system. In order to improve the reliability of measurement, each group of strain gauges is changed from 3 strain gauges of the CSIRO hollow inclusion strain gauge to 4 strain gauges.
From the head to the tail of the strain gauge, the clockwise sequence of strain flowers is A-B-C. e strain gauges parallel to the drilling direction are 0# strain gauges, which are 45°, 90°, and 135°clockwise. Take a group of strain gauges as an example; 1# strain gauge is circumferential, and the strain gauge is marked as A 90 ; 2# strain gauge is axial, and the strain gauge is marked as A 0 ; 3# strain gauge and 4# strain gauge are, respectively, ±45°to the borehole axis, which are marked as A 45    In the process of installing the strain gauge, firstly, the adhesive is injected into the cavity of the strain gauge, the plunger is inserted into the tail of the cavity and fixed with the aluminum alloy wire bolt, and then it is sent into the small hole with the mounting rod. When the wedge head of the strain gauge is pushed to the bottom of the small hole, the force is applied to push the mounting rod, the bolt is cut off, the plunger is gradually pushed into the cavity, and the adhesive is extruded from the cavity and flows into the annular gap between the strain gauge and the small hole through the central hole and four side holes of the plunger, and the sealing rings at both ends of the strain gauge prevent the adhesive from flowing out of the gap. When the cement is cured, the strain gauge is tightly bonded with the hole.

Field Measurement.
From October 2019 to January 2020, the in situ stress measurement group completed the testing work of 5 measuring points in the Manmushu Tunnel and Manmo Tunnel. Due to the poor data of the initial relief results of two measuring points, the in situ stress measurement research group carried out additional measurement in the original borehole, so the number of measured points is 7, which makes the final relief data more ideal and provides reliable guarantee for the later data processing and the formation of the final stress results. Figure 4 shows the photos of the borehole and the core obtained. e borehole is straight and smooth, which is conducive to the installation of the strain gauge probe, so as to ensure the smooth and orderly development of the whole lifting process.
In the process of in situ stress test, the quality of drilling directly affects the final result of the in situ stress test. e in situ stress measurement group has taken a series of measures, such as prejob training, scientific selection of drilling tools, and on-site follow-up, to ensure that the quality of drilling meets the requirements of on-site measurement by the stress relief method. e core obtained after lifting can completely cover the hollow inclusion strain gauge. e core with hollow inclusion installed at each measuring point after lifting is shown in Figure 5.

Stress Relief Test
Results. Figure 6 shows the in situ stress relief curves of each measuring point in this in situ stress measurement. It can be seen that the changes of strain and footage depth are basically synchronous in the process of core relief. Before the relief depth of the casing hole reaches the measured section (i.e., the section where the strain gauge is located), the strain value measured by each strain gauge is generally small, which is the result of stress transfer caused by the casing hole, equivalent to "excavation effect"; when the drill bit passes near the measuring section, the measured strain is the largest; when the casing depth exceeds a certain distance from the measured section, the curve tends to be stable, and the final stable value will be used as the original data for calculating the in situ stress.
According to the results recorded by the data collector, the stable strain values of each strain gauge of 9 measuring points are obtained, as shown in Table 2. ere are 12 strain gauges at each measuring point, and strain values in 12 directions are measured. A90, A0, A45, A135, B90, B0, B45, B135, C90, C0, C45, and C135 represent 12 strain gauges, respectively. Among them, A, B, and C represent three groups of strain flowers, each group of strain flowers is composed of four strain gauges, and subscript numbers (90, 0, 45, and 135) indicate the angle between the strain gauge and the drilling axis.

Casing Rock Core Temperature Calibration Results.
During the test, the casing core was placed in a constant box with adjustable temperature. e strain gauge wires are connected to the bridge conversion device, and the initial strain is adjusted to zero one by one. en, the temperature is increased by 5°C every 4 hours, and the strain value measured by each strain gauge in each temperature section is recorded.
e data acquisition and recording are still completed automatically by the data collector. Since the thermistor is still located in the strain gauge part of the strain gauge in the core, it is the most reliable and accurate way to measure the temperature value of the strain gauge part. At the same time, the temperature in the incubator is also monitored by using a platinum film digital thermometer with high sensitivity. It takes about 4 hours to homogenize the temperature in the core; that is, the temperature in the strain gauge is the same as that in the incubator. e temperature strain rate of each strain gauge can be obtained according to the strain data and temperature value measured by each strain gauge when the temperature rises, that is, the additional temperature strain value caused by every 1°C temperature rise in the strain gauge. e temperature change of the strain gauge can be obtained by converting the change of the thermistor in the hollow inclusion strain gauge during the stress relief process. By multiplying the temperature strain rate obtained from the temperature calibration test by   the temperature change value of the strain gauge during the stress relief process, the additional strain value of each strain gauge caused by the temperature change of the measuring point during the stress relief process can be obtained. By removing this part of the additional strain from the final stable strain measured in the process of stress relief, the true strain value caused by stress relief can be obtained. See Table 3 for additional temperature strain rate of the strain gauge in each direction at each measuring point.
It can be seen from Table 3 that when the temperature increases, the strain value of the strain gauge increases with the temperature, and the temperature strain rate is not the same at different temperatures. e temperature strain rate corresponding to the temperature range of the tunnel test must be used in the calculation. e temperature change of each measuring point recorded in the process of stress relief is generally 1-2°C. is temperature change value is multiplied by the temperature strain rate of each strain gauge of each measuring point shown in Table 2, and the additional temperature strain value of each strain gauge caused by the temperature change of the measuring point in the process of stress relief can reach 50-100 με. It can be seen that temperature is an important factor for in situ stress measurement. It is of great significance to adopt correct methods to compensate or correct the influence of temperature to ensure the accuracy of in situ stress measurement results. After the stable strain value measured in the process of stress relief is corrected by the temperature effect, the strain value of the hollow inclusion strain gauge in each direction caused by stress relief is obtained, which is the strain value finally used to calculate the in situ stress (see Table 4).

Test Principle and Procedure.
e equation for calculating in situ stress from the strain data measured by the hollow inclusion strain gauge during the stress relief process is the same as that of the hole wall strain gauge, but in the hollow inclusion strain gauge, the strain gauge is embedded in the cylinder wall of the strain gauge rather than pasted on the hole wall, and it is about 1.5 mm away from the hole wall, so the strain value measured by using the strain gauge is different from that measured by using the hole wall strain gauge. In order to correct this difference, Worotnicki and Walton added four correction coefficients (collectively referred to as coefficients) in equations (1)-(4), as shown in the following form: where ε θ , ε z , and c θz are the values of circumferential strain, axial strain, and shear strain measured, respectively. e coefficient k is calculated as follows: where  1  651  570  408  763  951  547  956  538  831  530  589  731  2  790  540  394  877  1013  518  686  811  1085  506  1062  492  3  512  213  442  240  415  209  237  359  410  200  220  355  4  677  398  485  577  712  434  708  368  626  426  342  680  5  1187  465  396  1253  1208  465  1052  650  1046  445 980 534 Among them, where R 1 is the inner radius of hollow inclusion, R 2 is the installation hole radius, G 1 , G 2 are rigid moduli of hollow inclusion material and rock, respectively, u 1 , u 2 are Poisson's ratio of hollow inclusion materials and rocks, respectively, and ρ is the radial distance of the resistance strain gauge in the hollow inclusion. It can be seen from equations (4)-(7) that k is a variable related to elastic modulus and Poisson's ratio of rock and hollow inclusion material, geometry of hollow inclusion, and drilling radius, rather than a fixed number applicable to all cases. For each stress relief test, the stress of the measuring point must be calculated k coefficient value.
e test was carried out on the confining pressure calibrator, which consists of an oil pump and a cylindrical oil cylinder (Figure 7). e experimental steps of confining pressure calibration are as follows: (1) e casing core is placed in the cylindrical oil cylinder of the confining pressure calibrator, and the strain gauge is located in the middle of the cylinder; the strain gauge wires are connected to the bridge conversion device, and the initial strain readings of each channel are adjusted to zero one by one.
(2) e manual oil pump is used to pressurize the casing core, and the strain values of each strain gauge in the hollow inclusion strain gauge caused by the confining pressure are automatically collected and recorded by the data collector according to the instructions. A reading is recorded for every 2 MPa increase of pressure until the pressure increases to 12-16 MPa. en, the pressure is released, and the reading for every 2 MPa is recorded. (3) After complete pressure relief, the above pressure relief process is repeated. e pressure relief trend of this process is used to calculate the elastic modulus and Poisson's ratio.
If the rock is continuous, homogeneous, and isotropic and the working state of the strain gauge is normal and reliable, the strain value in the same angle direction with the drilling axis should be very close, and the circumferential strain is compressive strain, and the axial strain is tensile strain. e oblique strain is compressive strain, but the strain value is less than the circumferential strain.
where P 0 is the confining pressure value, ε θ , ε z are the mean circumferential strain and mean axial strain caused by confining pressure, and r, R are the inner and outer diameter of the casing core.
Since the strain gauge is not directly attached to the hole wall in the hollow inclusion strain gauge, the following correction equation should be adopted: k 1 in equation (9) is k 1 in equation (4). It can be seen from equations (4) and (10) that the value of E needs to be known when calculating k coefficient, and the value of k coefficient needs to be known when calculating E, so the iterative method must be used. When it is not possible to use the casing core for confining pressure test, the rock samples are taken from the measuring points for uniaxial or triaxial compression test to obtain the elastic modulus of the rock at the measuring points.
In addition, because of the nonlinear elasticity of rock mass, its elastic modulus is related to the stress level. In order to reduce the effect of nonlinearity, the elastic modulus used must be consistent with the calculated stress level. It will bring great error to calculate the low stress value by using the elastic modulus at the high stress level or the high stress value by using the elastic modulus at the low stress level. Generally, the secant modulus from 0 stress to the measured stress level is used to calculate the in situ stress. However, because the measured in situ stress is unknown, it must be solved by the iterative method. erefore, it is necessary to adopt the double iteration method.

Calculation Results of Rock Elastic Modulus and Poisson's Ratio at Each Measuring Point.
e elastic modulus and Poisson's ratio of the rock at each measuring point are obtained from the stress relief strain value calibrated by temperature and the confining pressure calibration test results. e calculation results are shown in Table 5.

Construction of the In Situ Stress Calculation Program.
According to the relationship between the strain of the hollow inclusion and the three-dimensional stress component (equations (1)-(3)) and the least square method of curve fitting, the calculation equation of the in situ stress component is derived, as shown in the following: where where σ x , σ y , σ z , τ xy , τ yz , and τ zx are the three-dimensional stress components at measuring points, ε 1 -ε 12 are the measured strain values of 12 strain gauges, E is the elastic modulus of the rock at the measuring point, υ is Poisson's ratio of the rock at the measuring point, and k 1 , k 2 , k 3 , and k 4 are the correction coefficients given by Worotnicki and Walton. en, the calculation equations of the magnitude and direction of the principal stress are derived from the stress state equation and Shengjin equation. See equations (17)- (19).
where σ 1 , σ 2 , and σ 3 are three principal stresses at measuring points, xz − τ 2 zy , I 3 � σ x τ xy τ xz τ xy σ y τ zy τ xz τ zy σ z ⎡ ⎢ ⎢ ⎢ ⎢ ⎢ ⎢ ⎣ ⎤ ⎥ ⎥ ⎥ ⎥ ⎥ ⎥ ⎦, θ is the inclination angle of principal stress. β is the angle between the principal stress and y-axis, φ σ is the azimuth of principal stress, φ z is the azimuth of the z-axis, and φ is the included angle formed by the positive direction of the z-axis rotating counterclockwise to the positive direction of the principal stress projection. e calculation formula is related to the quadrant of the principal stress, as shown in Table 6.

Calculation Results of Principal Stress at Each Measuring Point.
According to the above model, the main stress calculation results of each measuring point are shown in Table 7.

Distribution Law and Model of Ground Stress in the
Tunnel. According to the in situ stress test data of five measuring points shown in Table 6, it can be found that the stress field distribution of the Manmushu Tunnel and Manmo Tunnel has the following rules: (1) Each measuring point has two principal stresses close to the horizontal direction, and the maximum angle between them and the horizontal plane is not more than 20°; another principal stress is close to the vertical direction, and its angle with the vertical direction is not more than 20°.
(2) e maximum horizontal principal stress directions of the five measuring points are all located in the NW direction, which is basically consistent with the maximum principal stress direction of the regional tectonic stress field. e ratio of the maximum horizontal principal stress (σ h.max ) to the vertical principal stress (σ v ) is shown in Table 7. Four of the five measuring points are more than 1.5 times, the maximum point is 1.81 times, the minimum point is 1.46 times, and the average is 1.60 times. It can be seen that the stress field of the Manmushu Tunnel and Manmo Tunnel is dominated by horizontal tectonic stress.
(3) e ratio of the maximum horizontal principal stress (σ h.max ) to the minimum horizontal principal stress (σ h.min ) of the five measuring points is shown in Tables 8 and 9. e average value of the ratio of the maximum horizontal principal stress (σ h.max ) to the minimum horizontal principal stress (σ h.min ) is 1.75, and the maximum value is 1.92. According to the Mohr-Coulomb strength theory, the difference between the two principal stresses is shear stress, and the failure of rock mass is usually caused by shear failure. ere is a large shear stress in the horizontal plane, which must be paid enough attention.
(4) e maximum horizontal principal stress (σ h.max ), the minimum horizontal principal stress (σ h.min ), and the vertical principal stress (σ v ) all increase with the increase of buried depth, and the relationship is approximately linear. In order to better analyze the variation law of the in situ stress field with buried depth, the linear regression method is used to make regression analysis on the stress values of each measured point, and the regression equations and curves of the maximum horizontal principal stress, minimum horizontal principal stress, and vertical principal stress with buried depth are obtained. e regression equation is the tunnel stress field model.
where σ h,max , σ h,min , and σ v are the maximum horizontal principal stress, the minimum horizontal principal stress, and the vertical principal stress, respectively, and the unit is MPa, and H is the buried depth, and the unit is m. e regression curve is shown in Figure 8.

Conclusions
From October 2019 to January 2020, the research group of in situ stress measurement carried out tests at five measuring points in the Manmushu Tunnel and Manmo Tunnel in Southwest China. e measured results show the following: (1) e maximum horizontal principal stress σ h.max ranges from 6.44 MPa to 19.74 MPa; the vertical principal stress σ v ranges from 4.11 MPa to 13.48 MPa; and the minimum horizontal principal stress ranges from 4.32 MPa to 11.22 MPa. (2) e maximum horizontal principal stress directions of the five measuring points are all located in the NW direction, which is basically consistent with the maximum principal stress direction of the regional tectonic stress field. e maximum horizontal principal stress (σ h.max ), the minimum horizontal principal stress (σ h.min ), and the vertical principal stress (σ v ) all increase with the increase of buried depth, and the relationship is approximately linear.
(3) It is suggested that, in the actual construction process, the construction method and construction parameters should be optimized scientifically and reasonably to reduce the disturbance of blasting on the tunnel surrounding rock. After tunnel excavation, support measures should be taken quickly, timely, and scientifically to reduce and control the deformation of the surrounding rock.

Data Availability
e data used to support the findings of this study are included within the article.  I  II  III  IV  V  VI  VII  VIII  Coordinate axis  (+, + arctanl/n π + arctanl/n

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Shock and Vibration