Computer information technology-based green excavation of tunnels in complex strata and technical decision of deformation control

Renyou Ruan; Li Gao

doi:10.1515/geo-2022-0533

Article Open Access

Computer information technology-based green excavation of tunnels in complex strata and technical decision of deformation control

Renyou Ruan and Li Gao

Published/Copyright: October 31, 2023

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From the journal Open Geosciences Volume 15 Issue 1

Abstract

Currently, information processing of tunnel engineering has mainly adopted conventional mathematical statistics-based methods. Moreover, some nonlinear processing methods are implemented to derive more insights, even though the degree of research is not deep enough. In the research, the rock mechanics test is carried out by drilling a method and taking samples in situ according to the construction technology of tunnels in complex geological conditions and implementing computer information-based methods. Also, rock mechanics tests are carried out in the excavation test area of the flat tunnel. Based on the tests using physical properties, such as deformation, tensile, uniaxial compression, triaxial compression, and longitudinal wave velocity, the physical and mechanical characteristics of the surrounding rock in the tunnel area are comprehensively evaluated, and the stability of the tunnel rock mass is assessed to devise convenient conditions for the subsequent research of the complex geological tunnels based on green excavation. The particle density of sandy mudstone, the bulk density, the porosity, and the natural water content are represented by 2.67 ± 0.61 g/cm³, 2.56 ± 1.42 g/cm³, 7.45%, and 2.86%, respectively, in terms of physical characteristics. These indicate that the sandy mudstone structure is relatively loose, with relatively large pores, micro-fractures, and a high degree of natural water content. The representative deformation test curve of the rock block shows that the ratio of deformation modulus to the compressive strength of the rock block is 650 on average, and Poisson’s ratio ranges from 0.21 to 0.38. These show that sandy mudstone has deformation properties after compression. The tensile strength of sandy mudstone, the shear strength, and c are represented by 1.25 ± 0.23 MPa, f = 1.32, and = 2.35 MPa, respectively. The stated test results can provide a scientific basis for selecting engineering design and its construction parameters in similar areas. In addition, the measurement results show that the surrounding rock will gradually increase, and the tunnel space will gradually become shorter with the increase of buried depth when the gravity stress field occurs. The linear elastic displacement of soft rock is smaller than that of elastic–plastic analysis, and the deeper the tunnel is buried, the larger the displacement difference would be. Therefore, establishing a stable and orderly monitoring and detection system could fully understand the intrinsic law between surrounding rock stress release and surrounding rock pressure and obtain accurate monitoring and measured data to evaluate the grading management standard of a tunnel at the ultimate displacement. In a word, this research provides a feasible idea to study the decision process of green excavation and deformation control technology of tunnels in complex strata.

Keywords: complex formation; tunnel engineering; sandy mudstone; deformation control technology; computer information technology

1 Introduction

In the 21st century, space development and its utilization for transportation, water conservancy and hydropower projects, urban subways, and tunnels show a rapid upward trend, making underground engineering enter a new developmental stage [1,2,3]. Tunnel engineering refers to constructing underground passages, mainly roads, railways, undergrounds, underwater, and urban road tunnels. A tunnel could not only shorten the operating mileage, improve traffic conditions, and ensure the best linear convenient connection for high-speed traffic but also effectively prevent natural disasters such as rolling stones and debris flows on steep mountain slopes. Hence, the reliability and safety of driving is ensured [4]. Therefore, the most reasonable solution in mountainous areas is to build tunnels, but at the same time, it is inevitable to encounter more complex strata, such as loess, gas strata, expansive rocks, landslides, karst caves, and flowing sand.

The integration of engineering design with its construction phases is now being worked on in tunnel construction technologies. Even though the automatic handling of field measurement data is highly used, it has several issues, especially still quite unreliable. Hence, the use of computer information technology in sophisticated data processing is needed even though its contribution is still at a minimal stage, not providing a complete picture of how computer information technology brings more benefits. In recent years, with the rapid development of the processing ability of computers and software, human beings have made great breakthroughs in implementing artificial intelligence, deep learning, neural networks, and fuzzy set-based approaches.

Most projects can use computer information technology to build information databases. The construction personnel can utilize information databases through the data obtained from engineering-geological surveys, which could facilitate subsequent operations such as data transformation, data management, data crunching, data modeling, and finally decision-making. Also, personnel could share the functionalities of computer information technology to achieve more online operations to ensure that the geological information of projects can be timely feedback and to assist the staff to formulate scientific and reasonable construction plans [5,6,7,8].

In related studies, Guo et al. applied a geological monitoring system to slope engineering, which mainly consists of three parts, namely, a database management system, a visual query, and an analysis system [9]. Although the overall functional structure of the system is perfect, the system’s database management, analysis, and graphic visualization functions are not described in detail. Luo et al. applied theoretical prediction analysis and visual construction monitoring as the main components in urban underground engineering construction [10]. This theory has rich connotations and clearer thinking and has achieved phased research results.

According to the characteristics of the technology used for tunnel constructions and the application of computer information technology in complex geological conditions, the cause and principle of extrusion deformation and the intrinsic law between surrounding rock stress release and surrounding rock pressure are analyzed. The form of the lining structure, construction mode, and optimized supporting design parameters are determined. To ensure the project’s quality, safety, and completion by the deadline, the application and practical effects of computer information technology and deformation control technology for the tunnel construction in the complicated strata are examined.

The article is structured as follows. The research content is presented in Section 2. Section 3 discusses the experiments and results. Section 4 analyzes the discussion of the proposed method. In Section 5, the research is concluded.

2 The research content

2.1 Stability analysis of the surrounding rock of a deep-buried tunnel

For elastic and plastic mechanics, some simple assumptions are often made. For example, the object is continuous, and the continuous function can be used to describe the stress, strain, and displacement of the object. The body is uniform and isotropic. Each part has similar properties, and physical constants do not change when position and direction alter. The deformation is tiny, and the displacement of each point after the deformation is smaller than the size of the object, so the geometric changes caused by the deformation can be almost ignored. The elastic–plastic theory for calculations mainly includes yield conditions, flow rules, and hardening criteria [11,12,13,14].

The yield condition refers to that when the object is subjected to loading, the gradual transition from the elastic state to the plastic state is called yield with the gradual increase in loading. When plastic strain begins to occur in a certain part of the object, the stress must meet the corresponding condition, namely, the yield condition [15]. The yield condition defines the stress condition of plastic deformation of the material. When the stress value is close to the yield limit in the unidirectional tension and compression state, the material will begin to yield, and plastic flows. When plastic flow begins to appear at a certain point in a material under complex stress conditions, a mathematical function is defined to describe the condition, and it is collectively known as the yield function

(1) g ( ∂ x , ∂ y , ∂ z , λ x y , λ y z , λ z x ) = C ,

where ∂ represents the principal stress, λ denotes the principal direction, and C represents the yield function after plastic deformation occurs in equation (1). The yield function is scalar. It is a surface in the primary stress space known as the yield surface when it is expressed by the principal stress component. After the first yield, the yield surface for hardened materials keeps growing or shifting, and as a result, the yield function g alters gradually. Such a yield function is generally called the loading function, and the failure surface can be considered a yield surface representing the limit state [16,17,18].

For any kind of yield surface used in practical engineering applications, if the yield surface is isotropic, it is more convenient to express the yield surface by the stress invariants I ₁ and the stress skewness invariants J ₂ and J ₃

(2) S 1 = ∂ i j = ∂ x + ∂ y + ∂ z = ∂ 1 + ∂ 2 + ∂ 3 ,

(3) T 2 = 1 2 ( d 1 2 + d 2 2 + d 3 2 ) ,

(4) T 3 = 1 2 ( d 1 3 + d 2 3 + d 3 3 ) ,

where d represents the stress deviation, d i = ∂ i − S 1 3 , i = 1 , 2 , 3 .

There are many different yield criteria for different dielectric materials. The Mohr–Coulomb and Drucker–Prager criteria are commonly employed as the yield criteria for geotechnical materials.

The Mohr–Coulomb criterion, expressed in terms of stress components, considers that material failure is a shear failure

(5) ∂ 1 − ∂ 3 2 = c ⋅ cos β + ∂ 1 + ∂ 3 2 sin β .

The Mohr–Coulomb criterion is expressed by using strain invariants and deviator stress invariants

(6) G = 1 3 S 1 sin β + ( cos θ ∂ + 1 3 sin θ ∂ sin β ) T 2 − c ⋅ cos β = 0 ,

where β shows the internal friction angle, θ ∂ denotes the Rodite stress angle, and the value range is defined as follows:

(7) − π 6 ≤ θ ∂ = 1 3 arcsin − 3 3 2 ⋅ T 3 T 2 3 ≤ π 6 .

The expression of the Mohr–Coulomb yield surface in the principal stress space is a hexagonal cone with unequal angles. When β = 0 the Mohr–Coulomb criterion is equal to the criterion of maximum shear stress.

Drucker–Prager guidelines are illustrated as follows:

(8) P = δ S 1 + T 2 − M = 0 ,

where δ = 2 sin β 3 ( 3 − sin β ) , M = 6 c ⋅ cos β 3 ( 3 − sin β ) .

It is also expressed as follows:

(9) P = 3 δ ∂ n + 1 2 { U } T [ N ] { U } − M = 0 .

In equation (9), U and N represent the equivalent stress and the stress state, respectively. The average principal stress is calculated as follows:

(10) ∂ n = S 1 3 = 1 3 ( ∂ x + ∂ y + ∂ z ) = 1 3 ( ∂ 1 + ∂ 2 + ∂ 3 ) .

Deviatoric stress vector is denoted by { U } = { ∂ } − ∂ n { 111000 } T .

The flow rule means that the material within the plastic zone may continue to undergo plastic deformation until failure occurs in the process of continuous loading, and the direction of the plastic strain increment is called the flow rule. The relation between the plastic strain increment and stress is the mathematical expression of the flow law

(11) { d ε a b } = d φ ∂ P ∂ { ξ } ,

where φ denotes the plastic factor, which is used to determine the size of the plastic strain. P represents the plastic potential function, which is used to determine the direction of plastic strain. ξ represents the hardening parameter.

The hardening criterion refers to how the subsequent yield surface of the material in the plastic zone changes with the development of plastic strain in the principal stress space, which is utilized to find the stress state in the plastic zone. Due to the development of plastic strain, the yield surface either expands in shape or shifts in position or a combination of the two. Thus, the shape and position of subsequent yield surfaces are determined. After these factors are considered, the yield surface equation has the following form:

(12) G ( { ∂ } , κ { a } ) = 0 .

In equation (12), κ and κ { a } represent the position and the value at a, respectively. Due to the existence of plastic deformation, the relationship between stress ∂ and strain ε is not a one-to-one correspondence and ∂ depends on the deformation state, which is related to the loading history, so the incremental theory is employed to establish the constitutive relationship.

2.2 The outline of the proposed tunnel anchor

In the research, wedges with small fronts and large backs are used as the tunnel anchor plug. The top of the cross-section is a circular arc design, and the sidewalls and bottom are a linear design. The size of the front anchor surface is 12 m × 12 m, the radius of the top arc is 8 m, the size of the rear anchor surface is 16 m × 18 m, and the radius of the top arc is 10 m presented in Figure 1. The lateral lengths of the front and rear anchor chambers are 40 and 12 m, respectively, and the longitudinal lengths are 42 and 8 m, respectively. The angle between the central axis of the plug body of the rear anchor chamber and the horizontal line is 45°, and the maximum burial depth is approximately 50 m.

Figure 1

The dimension of the tunnel anchor face.

2.3 The selection of rock mechanics test site

The rock mechanics test site is selected near the central axis of the real tunnel anchor, and the elevation is 25 m above the real tunnel anchor entrance. The elevation of the real tunnel anchor entrance is 258.4 m and that of the model tunnel anchor entrance is 287.5 m. The tunnel anchor model is employed to make the core obtained from the monitoring borehole to carry out the indoor rock mechanics test, and the test tunnel is excavated at an elevation of approximately 30 m above the entrance of the real tunnel anchor.

2.4 Rock mechanics test method

The rock specimen with a diameter of φ = 80 mm and height of 150 mm is tested by drilling in the anchor site. During the drilling process, a quick sampling package is utilized to test it.

For the testing of the mechanical properties of a rock, such as water content, particle density, bulk density, natural water absorption, and saturated water absorption tests, the water weighing method is implemented to determine the porosity of the rock. A saturated state and a natural condition are the two categories representing the various water states. The saturation test refers to soaking the rock specimen in water for 48 h and then waiting to fully absorb the water. On the other hand, in its intrinsic state, the processed rock specimen is placed in a closed dryer, and the test is carried out after the water on the surface of the rock specimen is absorbed dry.

The micrometer method is adopted to carry out the uniaxial compression deformation test, and the successive loading method is adopted step by step. The triaxial compression test is carried out by the conventional triaxial compression test method with equal lateral compression denoted by σ1 > σ2 = σ3. The tensile strength test is performed by the splitting method. The vertical penetration method is utilized to test the sonic wave velocity of all rock samples. Then, compressional wave velocity is measured for all rock samples.

2.5 Deformation control technique

To study the form of the lining structure in the system providing a supporting mechanism, the surrounding rock design is based on the setting of each test section, and then various optimized surrounding rock forms are fitted. When combined with theoretical analysis and structural inspection, the data of the test section monitored in practice are connected, and the design is constantly optimized to explore the form of reasonable surrounding rock under complex stress conditions in situ.

According to the different section forms, different structural sizes, reserved deformations, lining thicknesses, and supporting parameters should be selected. Utilizing actual monitoring and positive and negative analysis of the structure, reasonable supporting parameters under complex stress conditions in situ are selected. Regarding the stress measurement and surrounding rock stress in situ, and deformation measurement, the collected data of the fractures in situ and the results of the rock mechanics test are comprehensively analyzed, and the reasonable mechanical parameters of the rock surrounding the tunnel are selected.

Under the condition of high stress and large deformation in situ, the construction of a single tunnel may lead to surrounding rock deformation and failure mechanisms. The characteristics of convergent deformation of the tunnel in the fault surrounding rock are analyzed, and the results of surrounding rock deformation and failure caused by different construction and support modes are explored.

In group tunnel construction, the construction of the trailing tunnel will lead to the relaxation of the surrounding rock of the leading tunnel, which will increase the load on the supporting surrounding rock. In addition, the trailing tunnel will also be deformed due to the passing surface of the leading tunnel. Therefore, it is necessary to build a model based on numerical analysis for the interaction of the surrounding rock and support of the tunnel and explore the tunnel group effect caused by tunnel construction under high stress and deformation in situ. The stress and deformation characteristics of the surrounding rock caused by different construction sequences are discussed, the stability of the surrounding rock, especially the stability of the middle rock pillar of adjacent tunnels, is analyzed, and the corresponding control threshold is determined.

According to the analysis of the influence of group tunnel construction on the stability and deformation of the surrounding rock and its supporting structure, engineering measures to reduce the mutual influence of group tunnel construction are proposed, and the optimization design is analyzed.

2.6 Dynamic management information system based on computer information technology

The tunnel dynamic management information system mainly includes six functions: processing a report table, producing a dynamic management table, determining the level of deformation management, performing a regression analysis, choosing the printing section, and quitting.

The functions of “processing a reported table” and “generating a dynamic management table” are summarizing and analyzing daily measurement data collections and forming a dynamic information database for the management of deformation convergence of each measured surrounding rock. This function processes the daily deformation data collections of each deformation-measured rock, completes the interaction with Excel using VB, and creates a table for measured data organized by mileage.

The function of “deformation management level setting” is to set construction management levels of different surrounding rock levels according to the deformation of surrounding rock during construction and then adjust the construction management levels at any time according to the actual construction situation. Different surrounding rock grades and deformation management grades are utilized to automatically assess and screen the measured rocks’ deformation data. The construction management level is established based on the deformation and grade of the surrounding rock, and the construction dynamic management table is then updated to reflect the specific amount of surrounding rock and construction management level that requires measures to be strengthened.

The function “regression analysis” mainly conducts regression analysis on the measured data of the surrounding rocks and draws regression curves to predict the development trend of deformation. Also, it determines the type of regression curve and finally displays the results of the analysis.

The surrounding rock is chosen following the specifications, and the associated Excel form is then opened and printed.

The “Exit” menu on the main interface is clicked to exit the system.

3 Test results and analysis

3.1 Test results of both physical and deformation characteristics

The lithology of the rocks in the survey project is sandy mudstone. The mechanical test of the rock mass in the anchor site provides comprehensive statistical results. A total of 16 groups of physical tests are completed, with three samples in each group. The statistics of the test results are shown in Table 1. The particle density of sandy mudstone, the bulk density, the porosity, and the natural water content are 2.67 ± 0.61 g/cm³, 2.56 ± 1.42 g/cm³, 7.45%, and 2.86%, respectively, when the physical properties are a concern. This shows that the structure of sandy mudstone is relatively loose, and the pore ratio is large, indicating the development of microcracks and a high degree of natural water content.

Table 1

Test results of rock physical properties (mean ± standard deviation)

The name of the rock	The number of samples	Grain density (g/cm³)	Bulk density (g/cm³)			Natural moisture content (%)	Porosity (%)
The name of the rock	The number of samples	Grain density (g/cm³)	Drying	Natural	Saturated	Natural moisture content (%)	Porosity (%)
Sandy mudstone	50	2.670 ± 0.610	2.560 ± 1.420	2.630 ± 0.240	2.580 ± 0.360	2.860	7.450

A total of 16 groups of rock block deformation tests are completed with three samples in each group. The representative rock block deformation test curve is shown in Figure 2. The average ratio of the deformation modulus to compressive strength is 650, and Poisson’s ratio ranges from 0.21 to 0.38, indicating that the sandy mudstone has deformation properties after compression.

Figure 2

Test curves of representative block deformation.

3.2 Determination of tensile strength and shear properties

Sixteen groups of rock block tensile tests are completed with three samples in each group. A total of 16 groups of rock triaxial compression tests are completed, with four samples in each group for the test with confining pressure. The 0 MPa confining pressure value adopts the uniaxial compression strength value in the natural state. The comprehensive statistics are shown in Table 2. Figure 3a and b show the typical strength curve and mole circular curve of the typical triaxial compression test, respectively.

Table 2

Comprehensive statistical results of rock tensile and shear strength

The name of the rock	The number of samples	Tensile strength (MPa)	The shear strength
The name of the rock	The number of samples	Tensile strength (MPa)	f	C (MPa)
Sandy mudstone	50	1.250 ± 0.230	1.320	2.350

Figure 3

Representative triaxial compression test. (a) The strength curve of the representative triaxial compression test; (b) representative molar circular curve of the triaxial compression test.

3.3 Analysis of test results of rock mechanics

The correlation between the uniaxial compressive strength and wave velocity of sandy mudstone is computed. The uniaxial compressive strength of sandy mudstone has a good correlation with the wave velocity of sandy mudstone (Figure 4a).

Figure 4

Rock mechanics test results. (a) Curve between rock natural compressive strength and p-wave velocity; (b) curve between rock deformation modulus and p-wave velocity.

Meanwhile, the correlation between the wave velocity and deformation modulus of sandy mudstone is calculated, and the deformation modulus of sandy mudstone also exhibits a strong association with the wave velocity (Figure 4b).

The physical and mechanical indexes of sandy mudstone show good regularity, but there is great variability in lithology because of the different sandy textures in different areas of the tunnel’s sandy mudstone. In addition, due to the time difference between the drilling and the test process, core sample dehydration and weathering inevitably occurs, resulting in invisible microcracks. Therefore, in terms of regularity and consistency of test results, some samples are far away from the point group.

4 Discussion

With the development of China’s national economy and the rapid progress of information technology, the utilization of underground space has gradually received attention, and various tunnels have been gradually extended in length, magnitude, and deeper directions [17,19,20]. Computer information technology is employed to assess the principle and the cause of the extrusion deformation, stress release, and stress of the surrounding rock between the roles of intrinsic laws following the complex geological circumstances related to features of tunnel building technology. Additionally, the impact of information technology and deformation control technology applied in complicated strata during tunnel building is investigated.

The basic theory and method of surrounding rock stability analysis for deep-buried tunnels are analyzed. The results of the mechanical test show that the surrounding rock of the deep tunnel will increase gradually when the burial depth raises, and the displacement around the full stress field rises slowly in the surrounding position of the specific gravity stress field. In addition, the tunnel space tends to gradually contract under the influence of the gravity stress field. The analysis also found that sandy mudstone has physical properties such as loose structure, high natural moisture content, large pores and voids, and easy to produce large deformation after compression, which is consistent with the research results presented in [21] since large porosities and good water permeability in the early stage of deposition are characteristics of sandy mudstone. However, with the increase of the thickness of the overlying sediment, the water in the pores is constantly squeezed out, and the overlying pressure of the lower rock gradually increases, resulting in a more compact deposition and a smaller porosity. Additionally, for soft rocks, the linear elastic analysis produces a smaller displacement than the elastoplastic analysis, and the difference in the displacement increases when the burial site of the tunnel raises [22,23]. Indoor rock mechanics tests, such as physical property, tensile, uniaxial compressive strength, triaxial compression, and deformation tests, are performed for sandy mudstone in the engineering region of the tunnel anchor. The uniaxial compressive strength and deformation modulus of sandy mudstone have a good correlation with the wave velocity value, and the fit equations are R _t = 0.043e^0.0012Vp and E _o = 72.643e^0.0014Vp, respectively. Kim et al. also pointed out that the mathematical expression of uniaxial compressive strength of sandy mudstone based on wave velocity scores could better reflect the relationship between them and provide a calculation basis for the selection of similar engineering design and construction parameters in the region [24].

5 Conclusion

Through theoretical analysis and field comprehensive testing, the deformation of the surrounding rock is restrained by optimizing the design scheme and construction technology. Under the condition of complex stress, the form of the lining structure and design support parameters are determined. The construction steps and methods are perfected, and the purpose of controlling surrounding rock deformation under the condition of complex stress is realized. The physical and mechanical parameters of sandy mudstone in the anchor site are obtained by employing indoor physical property tests. The results of the rock mechanics test could provide some reference for the selection of engineering design and construction parameters in similar areas.

The establishment of a reliable and well-organized monitoring and testing system could provide accurate monitoring and measurement data, allow for the determination of the standard regarding classification management of ultimate tunnel displacement as the theoretical foundation to design and construct, and allow for a thorough understanding of the intrinsic law between surrounding rock stress release and surrounding rock pressure. In the design stage, if effective environmental parameters of the deep-buried rock mass can be obtained, problems that may be encountered in the tunnel construction could be examined and resolved in advance.

Funding information: This study did not receive funding.
Conflict of interest: None.
Data availability statement: Data will be provided upon request to authors.

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Received: 2023-05-09

Revised: 2023-08-16

Accepted: 2023-08-17

Published Online: 2023-10-31

This work is licensed under the Creative Commons Attribution 4.0 International License.

Articles in the same Issue

https://doi.org/10.1515/geo-2022-0533

Keywords for this article

complex formation; tunnel engineering; sandy mudstone; deformation control technology; computer information technology

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