Method for simulating three-dimensional hob to cut water-containing rock

Abstract

The invention discloses a method for simulating a three-dimensional hob to cut a water-containing rock, which comprises the following steps: carrying out a rock mechanical parameter test on dry rock samples with different water contents to obtain the water contents of the rock samples and corresponding rock mechanical parameter data; fitting is conducted according to the water content and the corresponding rock mechanical parameter data, and evolution equations of different rock mechanical parameters are obtained; a rock sample model is constructed through a finite-discrete element method, the simulated water content of the rock sample model is set, and rock mechanical parameter calculation is conducted on the rock sample model through an evolution equation according to the simulated water content; and performing three-dimensional hob cutting simulation on the rock sample model after rock mechanical parameter calculation to obtain a simulation cutting result of the rock sample, and through the technical scheme, the condition of the water-containing rock in the hob penetration process can be accurately simulated.

Description

Technical Field

[0001] The invention belongs to the field of tunnel shield excavation and numerical simulation technology, and in particular relates to a method for simulating three-dimensional roller cutter cutting of water-containing rock. Background Art

[0002] In recent years, with the rapid development of underground space engineering, shield machines have been increasingly used in tunnel construction in soft-hard composite strata and hard rock strata. During shield tunneling, unfavorable geological conditions such as karst and jointed fissure zones are often encountered. Furthermore, groundwater is a key factor affecting the stability of underground engineering rock masses. Water-rich strata are a common unfavorable geological condition during tunneling, often found in river-crossing and sea-crossing tunnels or underground rivers. These strata have well-developed joints and fissures, high surrounding rock water content, and long periods of water immersion, resulting in complex lithology and altered physical and mechanical properties. When a shield machine traverses rock masses with varying water contents, the rock crushing characteristics and the cutter's rock-breaking efficiency also change. However, many studies on tunneling have been conducted on dry rock, and the mechanisms by which water influences the transition in rock crushing mode, cutter forces, and rock-breaking efficiency during cutter penetration remain unclear.

[0003] During the tunnel excavation process, the rock undergoes a complex process of elastic-plastic deformation-cracking-crushing-fragmentation-fragmentation-block contact and interaction under the action of the cutter. Considering the softening effect of water on the mechanical parameters of the rock, such a complex tool-water-containing rock interaction mechanism is difficult to analyze and calculate using theoretical deduction. Indoor model tests are not only costly, time-consuming and labor-intensive, but also cannot fully reflect the physical mechanisms behind these complex phenomena. Therefore, numerical simulation has become a feasible method to study the rock crushing process under the action of the cutter. However, the traditional finite element method or finite difference method based on continuous media is difficult to simulate the crack initiation, expansion and contact behavior between blocks, and the traditional discrete element method has the disadvantages of complex parameter calibration and low computational efficiency. Therefore, the existing technology cannot effectively simulate the crushing process of water-containing rock under roller cutter penetration, and cannot effectively guide the optimization design of tunnel excavation construction. Summary of the Invention

[0004] In order to solve the above technical problems, the present invention proposes a method for simulating three-dimensional roller cutter cutting of water-bearing rock to solve the problems existing in the above-mentioned prior art.

[0005] To achieve the above object, the present invention provides a method for simulating three-dimensional roller cutter cutting of water-bearing rock, comprising:

[0006] Conduct rock mechanics parameter tests on dry rock samples and rock samples with different moisture contents to obtain the moisture content of the rock samples and the corresponding rock mechanics parameter data;

[0007] Fitting is performed based on the water content and the corresponding rock mechanical parameter data to obtain the evolution equations of different rock mechanical parameters;

[0008] A rock sample model is constructed using the finite-discrete element method, and the simulated water content of the rock sample model is set. Based on the simulated water content, the rock mechanics parameters of the rock sample model are calculated using the evolution equation;

[0009] A three-dimensional hob cutting simulation is performed on the rock sample model after the rock mechanical parameters are calculated to obtain a simulated cutting result of the rock sample.

[0010] Optionally, the evolution equation of the rock mechanics parameters includes:

[0011] The evolution equation of tensile strength with moisture content:

[0012] ft(w)=Ae Bw +C

[0013] Where w represents the moisture content of the sample, ft(w) represents the tensile strength when the moisture content is w, and A, B, and C are the coefficients of the fitting equation, respectively.

[0014] Optionally, the evolution equation of the rock mechanics parameters includes:

[0015] The evolution equations of elastic modulus and uniaxial compressive strength with moisture content are:

[0016] E(w)=De Fw +G

[0017] fc w (w)=He Iw +J

[0018] Where E(w) and fc(w) are the elastic modulus and uniaxial compressive strength when the moisture content is w, respectively. D, F, G, H, I, and J are the constant coefficients of the fitting equation.

[0019] Optionally, the evolution equation of the rock mechanics parameters includes:

[0020] The evolution equations of cohesion and internal friction angle with moisture content are:

[0021] c(w)=Ke Lw +M

[0022]

[0023] Among them, c(w) and are the cohesion and internal friction angle when the moisture content is w, respectively. K, L, M, N, O, and P are the constant coefficients of the fitting equation.

[0024] Optionally, the rock mechanics parameter test process includes: obtaining the moisture content of the rock sample, performing Brazilian splitting test on the dry rock samples and the rock samples with different moisture contents to obtain the tensile strength of the rock sample; performing uniaxial compression test on the dry rock samples and the rock samples with different moisture contents to obtain the elastic modulus and uniaxial compressive strength of the rock sample; performing triaxial compression test on the dry rock samples and the rock samples with different moisture contents to obtain the cohesion and internal friction angle of the rock sample.

[0025] Optionally, the process of setting the simulated water content of the rock sample model includes:

[0026] A first-type moisture content boundary is imposed on the surface of the rock sample model, and water transfer simulation is performed on the rock sample model through the first-type moisture content boundary to obtain simulated moisture contents at different positions in the rock sample model.

[0027] Optionally, the simulated cutting results of the rock sample may also include:

[0028] The simulated water content was numerically adjusted, and the rock specimen model was used in combination with the evolution equation for simulation to obtain the cutter force curve, rock crushing mode, crack propagation characteristics, cuttings distribution and volume, cutter work, and rock breaking specific energy at different water contents in the rock specimen model.

[0029] Optionally, different moisture contents include 1%, 2%, 3%, 4%, and 5%.

[0030] In another aspect, the present invention provides a system for simulating three-dimensional disc cutter cutting of water-bearing rock, for executing the above method.

[0031] Compared with the prior art, the present invention has the following advantages and technical effects:

[0032] This method leverages the advantages of FDEM in simulating rock fracture. Through Brazilian splitting, uniaxial compression, and triaxial compression tests on rocks with varying water contents, the relationship between the rock's elastic modulus, tensile strength, compressive strength, cohesion, and internal friction angle as a function of water content is determined. The experimental data are then fitted to obtain a fitting equation, which is then incorporated into FDEM to account for the softening effect of water on rock mechanical parameters. This allows simulation of the fracture process, cutter stress, and crack propagation of rocks with varying water content under roller cutter penetration. This method overcomes the shortcomings of existing numerical methods in simulating roller cutter cutting of water-bearing rocks, providing support for shield tunneling in water-bearing rock formations. BRIEF DESCRIPTION OF THE DRAWINGS

[0033] The accompanying drawings, which constitute part of this application, are intended to provide a further understanding of this application. The exemplary embodiments and descriptions of this application are intended to explain this application and do not constitute an improper limitation on this application. In the accompanying drawings:

[0034] Figure 1 This is a flow chart of the implementation of a three-dimensional roller cutter penetrating water-bearing rock according to an embodiment of the present invention;

[0035] Figure 2 This is a schematic diagram of a Brazilian splitting test of rocks with the same water content according to an embodiment of the present invention;

[0036] Figure 3 Schematic diagram of uniaxial compression test of rocks with different water contents according to an embodiment of the present invention;

[0037] Figure 4 Schematic diagram of triaxial compression test of rocks with different water contents according to an embodiment of the present invention;

[0038] Figure 5 A model of a roller cutter penetrating a water-bearing rock sample according to an embodiment of the present invention;

[0039] Figure 6 This is a side view of a roller cutter penetrating a water-bearing rock sample model according to an embodiment of the present invention. DETAILED DESCRIPTION

[0040] It should be noted that, in the absence of conflict, the embodiments and features of the embodiments in this application can be combined with each other. The present application will be described in detail below with reference to the accompanying drawings and in combination with the embodiments.

[0041] It should be noted that the steps shown in the flowcharts of the accompanying drawings can be executed in a computer system such as a set of computer-executable instructions, and that, although a logical order is shown in the flowcharts, in some cases, the steps shown or described can be executed in an order different from that shown here.

[0042] The method provided by the present invention for simulating three-dimensional hob cutting of water-bearing rock is based on the finite-discrete element method (FDEM). FDEM absorbs the advantages of finite element method for solving solid deformation and stress and discrete element method for processing contact and cracking, and can calculate continuous-discontinuous deformation and failure processes, making it very suitable for simulating rock cracking and fragmentation.

[0043] To study the interaction mechanism between the cutter, rock, and water and improve the tunneling efficiency of shield machines in water-bearing rock formations, this paper provides a method for simulating the three-dimensional penetration of a cutter into water-bearing rock. This method simulates the mechanical response of water-bearing rock during cutter penetration and further reveals the impact of different cutting parameters on rock breaking, thus providing a theoretical basis and practical guidance for optimized design of tunneling construction.

[0044] The present invention primarily addresses the following technical difficulties: when a shield machine traverses rock masses with varying water contents, the rock's crushing characteristics and the cutter's rock-breaking efficiency also change. However, much tunneling research has been based on dry rock. The mechanisms by which water influences the rock's crushing pattern, cutter force, and rock-breaking efficiency during cutter penetration remain unclear, leading to limited optimization of cutterhead parameters (such as optimal penetration depth and penetration rate). Furthermore, there is currently a lack of numerical simulation methods for this problem.

[0045] This paper proposes a new method for simulating the penetration of a three-dimensional roller cutter into water-bearing rock. This method overcomes the limitations of existing FDEM methods, which cannot simulate roller cutter cutting of water-bearing rock. It provides a new research tool for revealing the interaction mechanism between water-bearing sandstone and roller cutter, and can further optimize roller cutter parameters for efficient rock breaking in water-bearing rock formations. This method has important theoretical significance and engineering application value.

[0046] The present invention proposes a method for simulating the penetration of a three-dimensional roller cutter into water-containing rock, which comprises the following steps: (1) carrying out Brazilian splitting tests on dry and water-containing rocks to obtain the tensile strength of the dry and water-containing rocks, and fitting the test data to obtain the evolution equation of the tensile strength with water content; (2) carrying out uniaxial compression tests on dry and water-containing rocks to obtain the elastic modulus and uniaxial compressive strength of the dry and water-containing rocks, and fitting the test data to obtain the evolution equation of the elastic modulus and uniaxial compressive strength with water content; (3) carrying out triaxial compression tests on dry and water-containing rocks to obtain the cohesion and internal friction angle of the dry and water-containing rocks, and fitting the test data to obtain The evolution equations of cohesion and internal friction angle with water content are obtained; (4) Based on the fitting equations of rock mechanical parameters obtained from the experiment and the variation of water content, the softening effect of water on rock mechanical parameters is considered in the finite-discrete element method (FDEM); (5) A first-class moisture content boundary is applied to the upper surface of the dry rock sample model. Due to the existence of the moisture gradient inside the model, moisture is continuously transferred from the upper surface to the interior of the model, and finally the moisture content at each point inside the model reaches the preset moisture content; (6) Numerical simulation tests of roller cutter penetration into water-containing samples are carried out to obtain roller cutter force curves, rock crushing patterns, and crack propagation characteristics under different moisture contents. The method proposed in this invention can simulate the crushing process of water-containing rock under roller cutter penetration while considering the softening effect of water on rock mechanical parameters.

[0047] Based on the above content, the technical solution of the present invention is described in detail:

[0048] The present invention proposes a method for simulating three-dimensional roller cutter penetration into water-bearing rock, which will provide important support for the optimization of shield tunneling technology in water-bearing rock strata.

[0049] The technical solution of the present invention is: a method for simulating three-dimensional roller cutter penetration into water-bearing rock, comprising the following steps:

[0050] Step 1: Conduct Brazilian splitting tests on dry and water-containing rocks to obtain the tensile strength of dry and water-containing rocks. Fit the test data to obtain the equation for the evolution of tensile strength with water content.

[0051] The evolution equation of tensile strength with moisture content is:

[0052] ft(w)=Ae Bw +C

[0053] Where w represents the moisture content of the sample, ft(w) represents the tensile strength when the moisture content is w, and A, B, and C are the constant coefficients of the fitting equation.

[0054] The initial tensile strength input into FDEM adopts the tensile strength of the dry specimen in the test, and the tensile strengths of other specimens with different moisture contents are updated according to the above formula.

[0055] Step 2: Conduct uniaxial compression tests on dry and water-containing rocks to obtain the elastic modulus and uniaxial compressive strength of dry and water-containing rocks. Fit the test data to obtain the evolution equations of the elastic modulus and uniaxial compressive strength with water content.

[0056] The evolution equations of elastic modulus and uniaxial compressive strength with moisture content are:

[0057] E(w)=De Fw +G

[0058] fc(w)=He Iw +J

[0059] Where E(w) and fc(w) are the elastic modulus and uniaxial compressive strength when the moisture content is w, respectively. D, F, G, H, I, and J are the constant coefficients of the fitting equation.

[0060] The initial elastic modulus and compressive strength input into FDEM are the elastic modulus and compressive strength of the dry specimen in the test, and the elastic modulus and compressive strength of other specimens with different moisture contents are updated according to the above formula.

[0061] Step 3: Conduct triaxial compression tests on dry and water-containing rocks to obtain the cohesion and internal friction angle of dry and water-containing rocks. Fit the test data to obtain the evolution equations of cohesion and internal friction angle with water content.

[0062] The evolution equations of cohesion and internal friction angle with moisture content are:

[0063] c(w)=Ke Lw +M

[0064]

[0065] Among them, c(w) and are the cohesion and internal friction angle when the moisture content is w, respectively. K, L, M, N, O, and P are the constant coefficients of the fitting equation.

[0066] The initial cohesion and internal friction angle input into FDEM are the cohesion and internal friction angle of the dry specimen in the test, and the cohesion and internal friction angle of other specimens with different moisture contents are updated according to the above formula.

[0067] Step 4: Based on the fitted evolution equations of the rock mechanical parameters obtained from the experiment as a function of water content, a rock specimen model is constructed using the finite-discrete element method. The rock mechanical parameters of the rock specimen model are automatically set according to the above scheme, and the softening effect of water on the rock mechanical parameters is considered in the finite-discrete element method (FDEM). The density used in the FDEM is consistent with the density of the real specimen, and other parameters are obtained according to the above equations.

[0068] Step 5: Apply the first type of moisture content boundary to the upper surface of the dry rock specimen model. Due to the existence of the moisture gradient inside the model, moisture is continuously transferred from the upper surface to the interior of the model. Finally, the moisture content at each point inside the model is evenly distributed and reaches the preset moisture content. During the moisture transfer process, the rock mechanical parameters at different positions of the current rock specimen model are calculated using the above different evolution equations.

[0069] Step 6: Conduct numerical simulation tests of the cutter penetrating water-containing samples to obtain the cutter force curve, rock crushing mode, crack propagation characteristics, rock debris distribution and volume, cutter work and rock breaking specific energy under different water contents.

[0070] The cutter force curve is obtained by monitoring the force applied to the cutter during the penetration process to obtain a real-time dynamic curve of the cutter force and penetration displacement.

[0071] Rock crushing modes are divided into tensile failure, shear failure, and combined tensile-shear failure. FDEM can calculate the failure mode of water-bearing rock under roller cutter penetration based on the stress state of the joint unit and the fracture constitutive model.

[0072] FDEM simulation of crack growth is based on the fracture of joint elements;

[0073] The distribution and volume of rock cuttings can be determined by using the grid search method to judge the adjacent solid units connected by unfractured joint units, and the union-find method is used to query and merge the adjacent solid units connected by unfractured joint units to calculate the distribution and volume of rock cuttings.

[0074] The work done by the hob is equal to the area enclosed by the hob force curve and the horizontal axis, which can be calculated according to the following formula:

[0075]

[0076] Where W is the work done by the hob; p is the penetration of the hob; p max is the maximum penetration of the hob; F(p) is the relationship between the force on the hob and the penetration.

[0077] Rock-breaking specific energy is a key parameter for measuring the rock-breaking efficiency of a roller cutter. In experimental and numerical simulation studies of rock-breaking with roller cutters, specific energy (SE) is often used to characterize the rock-breaking efficiency of a roller cutter. In three-dimensional terms, specific energy is defined as the ratio of the work performed by the cutter to the volume of rock chips removed. This is shown in the following formula:

[0078]

[0079] Where V F is the cuttings volume.

[0080] By using the method proposed in the present invention, numerical simulation tests of roller cutters penetrating water-containing samples are carried out under real conditions to obtain rock breaking results. The rock breaking results, such as roller cutter force curves, rock crushing patterns, crack propagation characteristics, rock debris distribution and volume, roller cutter work and rock breaking specific energy under different water contents, can be analyzed to evaluate the rock breaking effect, understand the influence of water on the roller cutter rock breaking results, provide technical guidance for actual engineering, and have practical significance.

[0081] Furthermore, the standard size rock sample used in the Brazilian split test in step 1 has a diameter of 50 mm and a height of 20 mm.

[0082] Furthermore, the loading rate used in the Brazilian splitting test in step 1 is 0.002 mm / s.

[0083] Furthermore, the standard size rock samples used in the uniaxial compression and triaxial compression tests in steps 2 and 3 have a diameter of 50 mm and a height of 100 mm.

[0084] Furthermore, the loading rate used in the uniaxial compression and triaxial compression tests in steps 2 and 3 is 0.001 mm / s.

[0085] Furthermore, the rock samples with different moisture contents in steps 1 to 3 include 1%, 2%, 3%, 4%, and 5%.

[0086] Furthermore, the confining pressures used in the triaxial compression test in step 3 include 5 MPa, 10 MPa and 15 MPa.

[0087] Furthermore, the preset moisture contents in step 5 include 1%, 2%, 3%, 4%, and 5%.

[0088] Furthermore, in step 6, the penetration rate of the roller cutter is 0.001 m / s.

[0089] Furthermore, in step 6, the roller cutter is not in contact with the upper surface of the rock initially, and the initial position is a certain distance away from the upper surface of the rock to prevent the rock from absorbing water, expanding and deforming, and coming into contact with the roller cutter.

[0090] To illustrate the above content: the existing technology can be divided into field, experimental and numerical simulation methods. Field and experimental methods can consider the influence of water on the rock breaking by the roller cutter, that is, the softening effect of water on the mechanical parameters of the rock. However, in FDEM, the water softening effect has not yet been considered. In view of this, the present invention introduces the fitting equation of the rock mechanical parameters obtained from the experiment as a function of water content into FDEM through secondary development, thus taking into account the water softening effect, thereby realizing the numerical simulation of the roller cutter cutting of water-containing rock. The technical difficulty lies in how to obtain the relationship between the change of rock mechanical parameters and water content, and how to conduct secondary development of FDEM to consider the water softening effect. The technical means adopted are to carry out Brazilian splitting, uniaxial compression and triaxial compression indoor tests of water-containing rock, perform nonlinear curve fitting on the experimental data, and obtain the evolution equations of various rock mechanical parameters as a function of water content. Based on the visual studio development platform, the evolution equations are introduced into FDEM in the form of C language programming to consider the water softening effect. The technical effect is that the present invention provides a new method for studying the interaction mechanism between water-bearing rock and roller cutter, which can optimize the parameters of roller cutters for efficient rock breaking of water-bearing rock formations, and has important theoretical significance and engineering application value.

[0091] With respect to the above technical solution, the above technical solution is described in detail through relevant embodiments in combination with corresponding drawings and relevant data:

[0092] The method for simulating three-dimensional roller cutter penetration into water-bearing rock described in this embodiment includes: conducting Brazilian splitting tests on dry rocks and rocks with different water contents to obtain the tensile strength of dry rocks and rocks with different water contents, and fitting the test data to obtain the evolution equation of tensile strength with water content; conducting uniaxial compression tests on dry rocks and rocks with different water contents to obtain the elastic modulus and uniaxial compressive strength of dry rocks and rocks with different water contents, and fitting the test data to obtain the evolution equation of elastic modulus and uniaxial compressive strength with water content; conducting triaxial compression tests on dry rocks and rocks with different water contents to obtain the cohesion and internal friction angle of dry rocks and rocks with different water contents, and fitting the test data to obtain The evolution equations of cohesion and internal friction angle with water content are obtained; based on the fitting equations of rock mechanical parameters obtained from the experiment that change with water content, the softening effect of water on rock mechanical parameters is considered in the finite-discrete element method (FDEM); the first type of moisture content boundary is applied to the upper surface of the dry rock sample model. Due to the existence of the moisture gradient inside the model, moisture is continuously transferred from the upper surface to the interior of the model, and finally the moisture content of each point inside the model reaches the preset moisture content; numerical simulation tests of roller cutter penetrating water-containing samples are carried out to obtain roller cutter force curves, rock crushing modes and crack propagation characteristics under different moisture contents. The implementation process of this method is as follows: Figure 1 shown.

[0093] Figure 2 Brazilian splitting tests were conducted on dry and rock with different water contents. The cylindrical dry rock samples with a diameter of 50 mm and a height of 20 mm and rock samples with different water contents (1%, 2%, 3%, 4%, and 5%) were subjected to Brazilian splitting tests. The loading rate v y The tensile strength of rock samples with different water contents was obtained, and the evolution equation of rock tensile strength with water content was obtained by fitting the test data.

[0094] Figure 3 The uniaxial compression test was carried out on dry and different water content rock samples. Cylindrical dry rock samples with a diameter of 50 mm and a height of 100 mm and rock samples with different water contents (1%, 2%, 3%, 4%, and 5%) were subjected to uniaxial compression test. The loading rate v y The elastic modulus and compressive strength of rock samples with different water contents were obtained, and the evolution equations of the elastic modulus and compressive strength of rock with water content were obtained by fitting the test data.

[0095] Figure 4 The triaxial compression test was carried out on dry and different water content rock samples. The cylindrical dry rock samples with a diameter of 50mm and a height of 100mm and rock samples with different water contents (1%, 2%, 3%, 4%, and 5%) were tested. Three different confining pressures were set, 5MPa, 10MPa, and 15MPa, and the loading rate v y The cohesion and internal friction angle of rocks with different water contents were obtained, and the evolution equations of cohesion and internal friction angle with water content were obtained by fitting the test data.

[0096] By introducing the above fitting equation into FDEM through the interface program, the softening effect of water on rock mechanical parameters can be considered in FDEM. Then, the first type of moisture content boundary is applied to the upper surface of the dry rock sample model. Due to the existence of the moisture gradient inside the model, moisture is continuously transferred from the upper surface to the interior of the model. Finally, the moisture content of each point inside the model reaches the preset moisture content. Numerical simulation tests of roller cutter penetration into the water-containing sample are carried out, such as Figure 5 As shown. Hob penetration rate v z 0.001 m / s. Although this value is much larger than the penetration rate used in practice, the mechanical time step in FDEM is 1×10 -8 s / step, the calculated loading displacement per step is only 1×10 -11m, this value is small enough to ensure that the entire loading process is quasi-static. Finally, the cutter force curve, rock crushing mode and crack propagation characteristics under different water contents are obtained. In order to prevent the sample from expanding and deforming during water absorption and contacting with the cutter to affect the cutter force characteristics, the initial position of the cutter is kept at a certain height h from the upper surface of the rock sample, such as Figure 6 shown.

[0097] The above are merely preferred embodiments of the present application, but the scope of protection of the present application is not limited thereto. Any changes or substitutions that can be easily conceived by a person skilled in the art within the technical scope disclosed in this application should be included in the scope of protection of the present application. Therefore, the scope of protection of the present application should be based on the scope of protection of the claims.

Claims

1. A method for simulating three-dimensional roller cutter cutting of water-bearing rock, characterized in that: include: Conduct rock mechanics parameter tests on dry rock samples and rock samples with different moisture contents to obtain the moisture content of the rock samples and the corresponding rock mechanics parameter data; Fitting is performed based on the water content and the corresponding rock mechanical parameter data to obtain the evolution equations of different rock mechanical parameters; A rock sample model is constructed using the finite-discrete element method, and the simulated water content of the rock sample model is set. Based on the simulated water content, the rock mechanics parameters of the rock sample model are calculated using the evolution equation; A three-dimensional hob cutting simulation is performed on the rock sample model after the rock mechanical parameters are calculated to obtain a simulated cutting result of the rock sample.

2. The method according to claim 1, characterized in that The evolution equations of the rock mechanics parameters include: The evolution equation of tensile strength with moisture content: ft(w)=Ae Bw +C Where w represents the moisture content of the sample, ft(w) represents the tensile strength when the moisture content is w, and A, B, and C are the coefficients of the fitting equation, respectively.

3. The method according to claim 1, characterized in that The evolution equations of the rock mechanics parameters include: The evolution equations of elastic modulus and uniaxial compressive strength with moisture content are: E(w)=De Fw +G fc(w)=He Iw +J Where E(w) and fc(w) are the elastic modulus and uniaxial compressive strength when the moisture content is w, respectively. D, F, G, H, I, and J are the constant coefficients of the fitting equation.

4. The method according to claim 1, wherein The evolution equations of cohesion and internal friction angle with moisture content are: c(w)=Ke Lw +M Among them, c(w) and are the cohesion and internal friction angle when the moisture content is w, respectively. K, L, M, N, O, and P are the constant coefficients of the fitting equation.

5. The method according to claim 1, wherein The rock mechanics parameter test process includes: obtaining the moisture content of the rock sample, conducting Brazilian splitting tests on dry rock samples and rock samples with different moisture contents to obtain the tensile strength of the rock sample; conducting uniaxial compression tests on dry rock samples and rock samples with different moisture contents to obtain the elastic modulus and uniaxial compressive strength of the rock sample; conducting triaxial compression tests on dry rock samples and rock samples with different moisture contents to obtain the cohesion and internal friction angle of the rock sample.

6. The method according to claim 1, characterized in that The process of setting the simulated water content of the rock specimen model includes: A first-type moisture content boundary is imposed on the surface of the rock sample model, and water transfer simulation is performed on the rock sample model through the first-type moisture content boundary to obtain simulated moisture contents at different positions in the rock sample model.

7. The method according to claim 1, characterized in that The simulated cutting results of the rock sample also include: The simulated water content was numerically adjusted, and the rock specimen model was used in combination with the evolution equation for simulation to obtain the cutter force curve, rock crushing mode, crack propagation characteristics, cuttings distribution and volume, cutter work, and rock breaking specific energy at different water contents in the rock specimen model.

8. The method according to claim 1, characterized in that Different moisture contents include 1%, 2%, 3%, 4%, and 5%.

9. A system for simulating three-dimensional roller cutter cutting of water-bearing rock, characterized in that: Used to perform the method according to any one of claims 1 to 8.

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