A quantitative simulation method for anchor performance in deep tunnels

Abstract

The present invention discloses a quantitative simulation method for the performance of deep tunnel anchoring bodies, and relates to the technical field of anchoring body mechanical performance testing. The method comprises: firstly preparing the required anchoring body rock sample, preparing and installing the required simulation system, injecting prefabricated mine water into the tank body through the injection port, controlling the amount of injected mine water through the control platform, controlling the current size of the entire corrosion circuit through the circuit-guided control system, and simulating the corrosion state through the current size; turning on the geothermal simulation system for heating, and controlling the required heating temperature through the control platform; turning on the stress simulation system and applying confining pressure to the side of the anchoring body rock sample through the confining pressure panel; finally obtaining the characteristic data of the anchoring body rock sample through the dynamic monitoring simulation system and carrying out analysis. The present invention is suitable for the complex environment of high temperature, high stress and strong corrosion, and can realize the quantitative evaluation of the performance of deep tunnel anchoring body rock samples under different water-rock environments, so that the test results are more accurate.

Description

Technical Field

[0001] The invention relates to the technical field of mechanical performance testing, and in particular to a quantitative simulation method for deep tunnel anchor performance. Background Art

[0002] At present, my country's main mines have gradually entered the deep mining stage. The average mining depth of underground coal mines has exceeded 650m. The surrounding rock support of deep tunnels generally faces the typical "three highs" complex geomechanical environment of "high ground stress, high and low temperatures, and strong corrosion", which seriously hinders the safe and efficient development of the coal mining industry.

[0003] Taking the geological mining conditions and support status of a mine in Juye Mining Area, Shandong Province as an example, the mining depth of the mine is nearly 1,000 meters, and the average original rock deadweight exceeds 25MPa; the original rock ground temperature in most sections is 42°C, which is in the secondary thermal damage zone; the acidity and alkalinity of the sandstone water on the top of the coal seam and the three-ash water on the bottom are weakly alkaline, with a high content of soluble solids and a large amount of anions and cations. Affected by such high ground pressure, high ground temperature and strong corrosion, the tunnel anchor bearing system is more prone to deterioration and instability under the complex water-rock action than the support system under any single condition, which seriously affects the safe production of coal mines.

[0004] Therefore, it is necessary to clarify the long-term attenuation law of the performance of the anchoring system under high temperature, high corrosion and high ground pressure, explore the degradation mechanism of the long-term strength of the anchoring system with temperature and corrosion under the long-term creep effect, obtain the evolution law of the mechanical properties of the anchoring system and the macroscopic failure mode, and obtain the adaptability of the tunnel anchoring surrounding rock to different environmental levels and the existing defects, which play a decisive role in the safe and efficient production of such mines.

[0005] At present, the research reports on this background technology in the prior art include:

[0006] Application No. 201510218850.3 discloses a multi-phase multi-field coupled anchor body combined deformation test method, which uses a multi-phase multi-field coupled anchor body combined deformation test system including a triaxial loading device, a data processing system, a display device, an alarm device, a data transmission device, a scanning monitoring device and an anchor assembly monitoring system. The triaxial loading device is arranged at one end of an anchor rod or anchor cable mechanical properties testing machine. The triaxial loading device is a hexahedron, including three groups of pressure devices arranged opposite to each other in pairs. Each pressure device is respectively provided with an electromagnetic control valve and connected to the hydraulic system, and the electromagnetic control valve is connected to the data processing system; the data processing system is respectively connected to the anchor assembly monitoring system, the alarm device, the display device, the data transmission device and the scanning monitoring device. This existing technology mainly conducts mechanical tests of tension, compression, torsion, bending and shear on the anchor assembly. By adjusting the temperature of the system and injecting various chemical solvents and various gases, the temperature field and chemical field of the rock sample are changed. At the same time, the stress field to which the rock sample is subjected is combined to obtain the mechanical characteristics of the anchor assembly under the multi-field and multi-phase coupling of stress field, temperature field, chemical field, solid, liquid, gas, etc.

[0007] Application No. 202210714096.2 discloses an anchor rod axial mechanical performance testing device and method, the anchor rod axial mechanical performance testing device comprises: a main frame, a dynamic load loading device, a static load loading device and a strain sensor; the main frame is fixed with the anchor rod to be tested; the dynamic load loading device comprises a reaction seat and an impact assembly, the reaction seat is used to connect with one end of the anchor rod to be tested, the impact assembly is sleeved on the outside of the anchor rod to be tested and is slidably connected to the main frame, the impact assembly is close to the reaction seat and applies an impact load to the reaction seat; the static load loading device is respectively connected to the main frame and the reaction seat, and is used to apply an axial static load to the reaction seat; the strain sensor is arranged on the outer surface of the anchor rod to be tested, and is used to monitor the strain data of the anchor rod to be tested. This prior art mainly monitors the mechanical properties under static load, dynamic load and dynamic and static load combination by setting a dynamic load loading device and a static load loading device.

[0008] The above-mentioned prior arts have all conducted relevant research on the mechanical properties of anchor bodies and have made certain progress. However, the research on the performance of tunnel surrounding rock systems under the coupling of complex environments is not specific, especially the mechanical properties of anchor bodies under high temperature, high stress and corrosion are rarely mentioned, and there is also a lack of specific quantification of the performance of anchor bodies. Therefore, it is urgent to design a quantitative simulation device and method for the tunnel anchoring performance in the complex state of high temperature, high stress and corrosion to solve the above problems. Summary of the invention

[0009] The purpose of the present invention is to provide a quantitative simulation method for the performance of deep tunnel anchors, which is suitable for the complex environment of high temperature, high stress and strong corrosion, and can realize the quantitative evaluation of the performance of tunnel anchor units, making the test results more accurate.

[0010] In order to achieve the above-mentioned purpose, the present invention adopts the following technical scheme: a quantitative simulation method for the performance of deep tunnel anchor bodies, the quantitative simulation method is applied in a coupled environment of geothermal-stress-corrosion, and the quantitative simulation method includes: step 1, preparing the required anchor body rock sample.

[0011] Step 2: prepare and install the required simulation system, which includes a simulation container, a specimen test bench, a geothermal simulation system, a stress simulation system, a corrosion simulation system, a dynamic monitoring simulation system and a control platform. The simulation container includes a tank body of a certain volume, on which a liquid filling port and a liquid discharge port are arranged; a bottom plate is arranged in the lower part of the tank body, and the geothermal simulation system is located below the bottom plate; the specimen test bench is placed in the simulation container, and the anchored rock sample is located in the specimen test bench, and a heat-conducting partition is arranged between the bottom plate and the specimen test bench.

[0012] The stress simulation system comprises a hydraulic mechanism and confining pressure panels, wherein the confining pressure panels are respectively arranged in the front, rear, left and right directions of the tank body; a strain gauge is arranged on each surrounding rock panel, and the strain gauge is connected to a strain tester.

[0013] The control platform is used to control the stress simulation system, geothermal simulation system and corrosion simulation system. The dynamic monitoring simulation system transmits the acquired data to the control platform. The corrosion simulation system includes a circuit-guided control system and a conductive wire, and the conductive wire is located in the tank.

[0014] Step 3: Inject mine water into the tank through the injection port, and control the amount of injected mine water through the control platform. The circuit-guided control system is used to control the current of the entire corrosion circuit, simulate the corrosion state through the current, and calculate the corrosion intensity through formula (1): .

[0015] (1).

[0016] In formula (1): is the magnitude of the current passing through the corrosion circuit; is the electrochemical equivalent of the anchor material in the anchored rock sample; is the density of the anchor in the anchored rock sample; It is the corrosion area of ​​the anchor rod in the anchored rock sample exposed in the tank.

[0017] Step 4: Turn on the geothermal simulation system for heating, and control the required heating temperature through the control platform; turn on the stress simulation system and apply confining pressure to the side of the anchored rock sample through the confining pressure panel.

[0018] Step 5: Obtain the characteristic data of the anchored rock sample through the dynamic monitoring simulation system, and analyze the performance response law of the anchored rock sample in the coupled environment of geothermal-stress-corrosion in combination with theoretical knowledge.

[0019] In the above-mentioned quantitative simulation method for the performance of anchor bodies in deep tunnels, in step one, the anchor body rock sample includes a rectangular rock sample with dimensions of 50 mm in length, 50 mm in width, and 100 mm in height. A hole is reserved on the top surface of the rectangular rock sample, and an anchor rod matching it is installed in the hole. The dimensions of the hole are 22 mm in outer diameter and 60 mm in height.

[0020] In the above-mentioned quantitative simulation method for the performance of deep tunnel anchor bodies, in step one, a crack of a certain angle is formed on the anchor body rock sample, the crack divides the rectangular rock sample into two relatively movable rock samples, the anchor rod penetrates the two rock samples from top to bottom, and an axial force meter is set at the top position of the anchor rod.

[0021] In the above-mentioned quantitative simulation method for the performance of anchor bodies in deep tunnels, in step 4, the relationship between the axial force meter reading of the anchor rod in the anchoring rock in the axial direction and the shear stress received by the anchor rod at the joint surface is shown in formula (2).

[0022] (2).

[0023] In formula (2): is the shear stress on the anchor rod; It is the ratio of the anchor hole area of ​​the anchor bolt to the joint surface area of ​​the anchored rock sample; is the indication of the axial force gauge on the anchor rod; is the internal friction at the joint surface, which is a dynamic value and is ignored as zero in a corrosive environment.

[0024] The above-mentioned quantitative simulation method for the performance of deep tunnel anchor bodies, the geothermal simulation system includes a heating wire and a bracket, the heating wire and the bracket are both located below the bottom plate of the tank body, the heating wire is a spring-shaped resistance wire as a whole, and the heating wire is located above the bracket.

[0025] The above-mentioned quantitative simulation method for the performance of deep tunnel anchor bodies, the dynamic monitoring simulation system includes a temperature control sensor, a pressure sensor and an electron flow rate sensor, the temperature control sensor is located on the outer wall of the tank body, and is used to monitor the temperature of the geothermal simulation system, the pressure sensor is located above the anchoring end of the anchor rock sample, and the electron flow rate sensor is used to monitor the electron flow direction of the conductive wire, and the temperature control sensor, pressure sensor and electron flow rate sensor are all connected to the control platform and the data output end.

[0026] The above-mentioned quantitative simulation method for the performance of deep tunnel anchor bodies, the interior of the tank body is coated with a waterproof coating, the top of the tank body is provided with an openable window, and the window is made of stainless steel; the liquid storage height of the internal space of the tank body is 100 cm, and the liquid injection port is arranged on the side wall of the tank body above the liquid storage height; the liquid discharge port is arranged on the side wall located at the bottom of the tank body.

[0027] In the above-mentioned quantitative simulation method of the performance of anchor bodies in deep tunnels, strain gauges are welded on the confining pressure panels, data from the strain tester are transmitted to the control platform via wires, strain gauges are arranged at equal intervals on the confining pressure panels, and waterproof insulating coatings are provided on the confining pressure panels.

[0028] In the above-mentioned quantitative simulation method for the performance of anchor bodies in deep tunnels, the spacing between adjacent strain gauges is 3 cm, and the strain gauges are arranged in a rectangular or square shape as a whole, covering the entire confining pressure panel; the hydraulic mechanism booster hydraulic cylinder pumps the hydraulic oil into the booster hydraulic cylinder through the control platform, and lateral stress is applied to the anchor rock sample through the booster hydraulic cylinder and the confining pressure panel.

[0029] In the above-mentioned quantitative simulation method for the performance of anchor bodies in deep tunnels, the pressure sensor is of a waterproof and insulating type, and a matching holder is also provided at the bottom of the anchor body rock sample.

[0030] Compared with the prior art, the present invention brings the following beneficial technical effects: Compared with a multi-phase multi-field coupled anchor body combined deformation test method disclosed in application number 201510218850.3, the present invention provides a simulation method for the performance of tunnel anchor bodies under high temperature-high stress-corrosion coupling. In the public text of application number 201510218850.3, the sample studied is an anchor assembly formed by a coal rock sample and an anchor cable or an anchor rod. In the subsequent mechanical property test of the anchor assembly, the pull-out force is obtained by a pull-out test to reflect the influence of various variables on the performance of the anchor structure assembly. The present invention does not involve pull-out force. The sample of the present application is prefabricated with cracks, and lateral pressure is applied to it through a confining pressure panel, and the shear stress relationship is combined to accurately obtain the stress condition of the anchor rod in the sample, which is more combined with the actual mechanical mechanism of the surrounding rock load on site, and the stress condition of the anchor body under the coupling of high temperature-high stress-corrosion can be accurately obtained, and the quantitative evaluation of the anchor body under the above-mentioned multi-field action conditions can be realized.

[0031] In the corrosion simulation unit of the present invention, by coordinating various components with each other and combining the designed corrosion strength formula, the corrosion strength of the anchor body under the coupling of high temperature-high stress-corrosion can be accurately obtained, thereby achieving quantitative evaluation of the corrosion strength of the anchor body.

[0032] The test equipment designed in the present invention will provide the necessary basic indoor experimental conditions for the bearing structure of the surrounding rock of deep tunnels, and will help to systematically analyze the mechanism of the effect of ground temperature and tunnel water spraying environment on the load-bearing characteristics of tunnel anchor bodies under the coupling field of high ground temperature, high ground pressure and strong corrosion, and will have important theoretical support and practical application value for the control of surrounding rock of deep long-term mining and water spraying tunnels. BRIEF DESCRIPTION OF THE DRAWINGS

[0033] Figure 1 to Figure 3 They are schematic diagrams of the structures of the anchored rock samples in Example 1, Example 2, and Example 3 of the present invention respectively.

[0034] Figure 4 This is a schematic diagram of the simulation system structure required for the present invention.

[0035] Figure 5 The figure is a flow chart of the simulation method of the present invention.

[0036] In the figure: 1. tank body, 2. liquid filling port, 3. liquid discharge port, 4. bottom plate, 5. heating wire, 6. stress simulation system, 7. temperature control sensor, 8. control platform. DETAILED DESCRIPTION

[0037] The present invention discloses a quantitative simulation method for the performance of deep tunnel anchors. In order to make the advantages and technical solutions of the present invention clearer and more specific, the present invention is further described below in conjunction with specific embodiments.

[0038] In the quantitative simulation method of deep tunnel anchor performance described in the present invention, the anchor rock samples involved are all small-sized rock samples, which are rectangular rock samples with a length of 50mm, a width of 50mm, and a height of 100mm. A hole is reserved on the top surface of the rectangular rock sample, and a matching anchor rod is installed in the hole. The size of the hole is 22mm in outer diameter and 60mm in height. The structure of the anchor rock sample is combined with Figure 1 , Figure 2 and Figure 3 It can be seen that it can be set as a complete anchor rock sample and an anchor rock sample with cracks. Figure 2 A crack with a certain angle is formed on the anchored rock sample, which divides the rectangular rock sample into two relatively movable rock samples. The two parts are connected through an anchor rod, and an axial force gauge is set at the top of the anchor rod. Different designs of anchored rock samples can be used to simulate different working conditions. The "quantification" mentioned in the present invention specifically refers to the quantification of stress and corrosion performance under stress environment, geothermal environment and corrosion environment. There are few reports on quantitative research in the prior art. The present invention obtains quantitative calculations of stress and corrosion performance by placing the anchored rock sample under complex environmental conditions, which can obtain corresponding data more accurately and provide a reference for actual working conditions.

[0039] Combine the following Figure 4 The simulation system required by the present invention is further described as follows: The simulation system required by the present invention includes a simulation container, a ground temperature simulation system, a stress simulation system 6 , a corrosion simulation system, a dynamic monitoring simulation system and a control platform 8 .

[0040] The simulation container includes a tank body 1 of a certain volume, the interior of the tank body 1 is coated with a waterproof coating, and a window that can be opened and closed is set on the top of the tank body 1, and the window is made of stainless steel; the liquid storage height of the internal space of the tank body 1 is 100cm, and the liquid injection port 2 is set on the side wall of the tank body 1 above the liquid storage height; the liquid discharge port 3 is set on the side wall located at the bottom of the tank body 1, and the outside of the tank body 1 is provided with a control oil circuit interface for simulating stress and a circuit guide control system for the corrosion simulation system. All pores outside the tank body 1 are filled with sealing materials.

[0041] A bottom plate 4 is provided in the middle and lower part of the tank body 1, and a geothermal simulation system is provided below the bottom plate 4, i.e., the anchored rock sample is on the top and the heat is on the bottom. The heating method of the geothermal simulation system is mainly electric heating, and its main structure includes a heating wire 5 and a bracket. The heating wire 5 and the bracket are both located below the bottom plate 4 of the tank body 1. The heating wire 5 is spring-shaped as a whole, and the heating wire 5 is located above the bracket and supported by the bracket. After the heating wire 5 is energized, it dissipates heat to achieve the required temperature for simulation.

[0042] A test bench is set on the base plate 4. The test bench contains anchored rock samples. The test bench has no top cover. A heat-conducting partition is also set between the test bench and the base plate 4. When starting the simulation, it is necessary to check whether the test bench is firmly installed with the heat-conducting partition, and whether the heat-conducting partition is firmly installed with the base plate 4.

[0043] In the present invention, the stress simulation system 6 is only used to provide lateral pressure. The stress simulation system 6 includes a hydraulic mechanism and a confining pressure panel. The confining pressure panels are respectively arranged in the front, rear, left and right directions of the tank body 1. The confining pressure panels in the four directions just form a regular tetrahedron space. The length and width of the confining pressure panel are both 15 cm. A strain gauge is arranged on each surrounding rock panel. The strain gauge is connected to the confining pressure panel by welding. The strain gauge connecting wire is connected to the strain gauge through the control oil channel. The data of the strain gauge is connected to the control platform 8 through a wire. Preferably, the strain gauges on each confining pressure panel are arranged at intervals of 3 cm, and the whole is a regular square or rectangle, covering the entire confining pressure panel. The hydraulic pump station is controlled by the control platform 8 to send the emulsion into the hydraulic mechanism.

[0044] The corrosion simulation system of the present invention includes a circuit-guided control system and a conductive wire. The conductive wire is located in a tank body 1, and prepared mine water is injected into the tank body 1 through a liquid injection port 2. After the conductive wire is energized, the performance of the anchored rock sample in a corrosive environment can be simulated. The components of the prepared mine water are mainly water, sodium bicarbonate, calcium chloride, sodium sulfate and magnesium sulfate, as shown in Table 1.

[0045] Table 1

[0046]

[0047] The above-mentioned dynamic monitoring simulation system includes a temperature control sensor 7, a pressure sensor and an electron flow rate sensor. The temperature control sensor is located on the outer wall of the tank 1 and is used to monitor the temperature of the geothermal simulation system. The pressure sensor is located above the anchoring end of the anchored rock sample. The electron flow rate sensor is used to monitor the electron flow direction of the conductive wire. The temperature control sensor 7, the pressure sensor and the electron flow rate sensor are all connected to the control platform 8 and the data output end. The control platform 8 can control the stress simulation system 6, the geothermal simulation system and the corrosion simulation system as a whole.

[0048] The quantitative simulation method of the present invention is described in detail below in conjunction with the above-mentioned simulation system.

[0049] like Figure 5 As shown, the specific steps include: Step 1, prepare the required anchor rock sample, fully investigate the deep tunnel site, clarify the basic mechanical properties and parameters of the tunnel surrounding rock, obtain the on-site support means and basic existence state, summarize and organize, the anchor rock sample consists of a rectangular rock sample and the anchor rod located therein.

[0050] Step 2: Check whether the various components of the simulation system are installed firmly and whether the components are connected normally to ensure the normal operation of the simulation system.

[0051] Step 3: Install the anchored rock sample in the test bench and input data into the control platform 8 , including the required simulated pressure, temperature, power-on rate and liquid inflow volume.

[0052] Step 4: Inject mine water into the tank 1 through the injection port 2 and start to power on. The amount of injected mine water is controlled by the control platform 8. The circuit-guided control system is used to control the current of the entire corrosion circuit, simulate the corrosion state through the current, and calculate the corrosion intensity through formula (1): .

[0053] (1).

[0054] In formula (1): is the magnitude of the current passing through the corrosion circuit; is the electrochemical equivalent of the anchor material in the anchored rock sample; is the density of the anchor in the anchored rock sample; It is the corrosion area of ​​the anchor rod in the anchored rock sample exposed in the tank.

[0055] Step 5: Turn on the geothermal simulation system for heating, and control the required heating temperature through the control platform 8; turn on the stress simulation system 6 and apply confining pressure to the side of the anchored rock sample through the confining pressure panel.

[0056] The relationship between the axial force meter reading of the anchor rod in the anchored rock and the shear stress on the anchor rod at the joint surface is shown in formula (2).

[0057] (2).

[0058] In formula (2): is the shear stress on the anchor rod; It is the ratio of the anchor hole area of ​​the anchor bolt to the joint surface area of ​​the anchored rock sample; is the indication of the axial force gauge on the anchor rod; is the internal friction at the joint surface, which is a dynamic value and is ignored as zero in a corrosive environment.

[0059] Step 6: Obtain the characteristic data of the anchored rock sample through the dynamic monitoring simulation system, and analyze the performance response law of the anchored rock sample in the coupled environment of geothermal-stress-corrosion in combination with theoretical knowledge.

[0060] Step 7: After the experiment is over, drain the mine water in the tank 1, stop heating, and stop powering on.

[0061] Step 8: After the internal environment of the tank 1 is suitable, take out the anchored rock sample.

[0062] The present invention will be further described below in conjunction with specific embodiments.

[0063] Example 1: The anchor rock sample selected in this example is Figure 1 Anchored rock sample without cracks.

[0064] The specific steps are as follows: Step 1: prepare the required anchor rock sample without cracks, which is composed of a rectangular rock sample and an anchor rod located therein.

[0065] Step 2: Check whether the various components of the simulation system are installed firmly and whether the components are connected normally to ensure the normal operation of the simulation system.

[0066] Step 3: Install the anchored rock sample in the test bench and input data into the control platform 8 , including the required simulated pressure, temperature, power-on rate and liquid inflow volume.

[0067] Step 4: Inject mine water into the tank 1 through the injection port 2 and start to power on. The amount of injected mine water is controlled by the control platform 8. The circuit-guided control system is used to control the current of the entire corrosion circuit, simulate the corrosion state through the current, and calculate the corrosion intensity through formula (1): .

[0068] (1).

[0069] In formula (1): is the current size; is the electrochemical equivalent of the anchor rod in the anchored rock sample; is the density of the anchor in the anchored rock sample; It is the corrosion area of ​​the anchor rod in the anchored rock sample exposed in the tank 1.

[0070] Step 5: Turn on the geothermal simulation system for heating, and control the required heating temperature through the control platform 8; turn on the stress simulation system 6 and apply confining pressure to the side of the anchored rock sample through the confining pressure panel.

[0071] The relationship between the axial force meter reading of the anchor rod in the anchored rock sample and the shear stress on the anchor rod at the joint surface is shown in formula (2).

[0072] (2).

[0073] In formula (2): is the shear stress on the anchor rod; It is the ratio of the anchor hole area of ​​the anchor bolt to the joint surface area of ​​the anchored rock sample; is the indication of the axial force gauge on the anchor rod; is the internal friction at the joint surface, which is a dynamic value and is ignored as zero in a corrosive environment.

[0074] Step 6: Obtain the characteristic data of the anchored rock sample through the dynamic monitoring simulation system, and analyze the performance response law of the anchored rock sample in the coupled environment of geothermal-stress-corrosion in combination with theoretical knowledge.

[0075] Step 7: After the experiment is over, drain the mine water in the tank 1, stop heating, and stop powering on.

[0076] Step 8: After the internal environment of the tank 1 is suitable, take out the anchored rock sample.

[0077] Example 2: The anchor rock sample selected in this example is Figure 2 Anchored rock sample with a crack in the middle.

[0078] The specific steps are different from those of Example 1 in that: Step 1, prepare an anchoring rock sample with a required crack, which is composed of a rectangular rock sample and an anchor rod located therein, and the crack in the anchoring rock sample is composed of two different materials above and below, and the crack inclination angle is 45°.

[0079] Example 3: The anchor rock sample selected in this example is Figure 3 Anchored rock samples of two cracks in the middle.

[0080] The specific steps are different from those of Example 1 in that: Step 1, prepare an anchoring rock sample with the required two cracks, which is composed of a rectangular rock sample and an anchor rod located therein, and the two cracks in the anchoring rock sample are composed of three different materials above and below, and the inclination angle of the two cracks is 45°.

[0081] Parts not described in the present invention can be implemented by referring to the existing technology.

[0082] It should be noted that those skilled in the art should recognize that the above implementation modes are only used to illustrate the present application and are not used to limit the present application. As long as they are within the essential spirit of the present application, appropriate changes and modifications made to the above embodiments should fall within the scope of protection of the claims of the present application.

Claims

1. A quantitative simulation method for the performance of anchor bodies in deep tunnels, characterized in that: The quantitative simulation method is applied to the coupled environment of geothermal-stress-corrosion, and the quantitative simulation method includes: Step 1: Prepare the required anchor rock sample; Step 2, prepare and install the required simulation system: the simulation system includes a simulation container, a specimen test bench, a geothermal simulation system, a stress simulation system, a corrosion simulation system, a dynamic monitoring simulation system and a control platform. The simulation container includes a tank body of a certain volume, and a liquid injection port and a liquid discharge port are arranged on the tank body; a bottom plate is arranged in the lower part of the tank body, and the geothermal simulation system is located below the bottom plate; the specimen test bench is placed in the simulation container, the anchored rock sample is located in the specimen test bench, and a heat-conducting partition is arranged between the bottom plate and the specimen test bench; The stress simulation system includes a hydraulic mechanism and a confining pressure panel, and the confining pressure panels are respectively arranged in the front, rear, left and right directions of the tank body; a strain gauge is arranged on each confining pressure panel, and the strain gauge is connected to a strain tester; The control platform is used to control the stress simulation system, the ground temperature simulation system and the corrosion simulation system, and the dynamic monitoring simulation system transmits the acquired data to the control platform; The corrosion simulation system comprises a circuit guidance control system and a conductive wire, wherein the conductive wire is located in the tank; Step 3: Inject mine water into the tank through the injection port, and control the amount of injected mine water through the control platform. The circuit-guided control system is used to control the current of the entire corrosion circuit, simulate the corrosion state through the current, and calculate the corrosion intensity through formula (1): ; （1）； In formula (1): is the magnitude of the current passing through the corrosion circuit; is the electrochemical equivalent of the anchor material in the anchored rock sample; is the density of the anchor in the anchored rock sample; is the corrosion area of ​​the anchor rod in the anchored rock sample exposed in the tank; Step 4: Turn on the geothermal simulation system for heating, and control the required heating temperature through the control platform; turn on the stress simulation system and apply confining pressure to the side of the anchored rock sample through the confining pressure panel; Step 5: Obtain the characteristic data of the anchored rock sample through the dynamic monitoring simulation system, and analyze the performance response law of the anchored rock sample in the coupled environment of geothermal-stress-corrosion in combination with theoretical knowledge; In step 4, the relationship between the axial force meter reading of the anchor rod in the anchored rock sample and the shear stress of the anchor rod at the joint surface is shown in formula (2): （2）； In formula (2): is the shear stress on the anchor rod; It is the ratio of the anchor hole area of ​​the anchor bolt to the joint surface area of ​​the anchored rock sample; is the indication of the axial force gauge on the anchor rod; is the internal friction at the joint surface, which is a dynamic value and is ignored as zero in a corrosive environment.

2. A quantitative simulation method for deep tunnel anchor performance according to claim 1, characterized in that: In step one, the anchor rock sample comprises a rectangular rock sample with dimensions of 50 mm in length, 50 mm in width and 100 mm in height. A hole is reserved on the top surface of the rectangular rock sample, and a matching anchor rod is installed in the hole. The dimensions of the hole are 22 mm in outer diameter and 60 mm in height.

3. A quantitative simulation method for the performance of deep tunnel anchors according to claim 2, characterized in that: In step one, a crack with a certain angle is formed on the anchor rock sample, the crack divides the rectangular rock sample into two relatively movable rock sample parts, the anchor rod penetrates the two rock sample parts from top to bottom, and an axial force meter is set at the top of the anchor rod.

4. The method for quantitatively simulating the performance of anchor bodies in deep tunnels according to claim 1, characterized in that: The ground temperature simulation system comprises a heating wire and a bracket, both of which are located below the bottom plate of the tank body. The heating wire is a spring-shaped resistance wire, and the heating wire is located above the bracket.

5. A quantitative simulation method for deep tunnel anchor performance according to claim 4, characterized in that: The dynamic monitoring simulation system includes a temperature control sensor, a pressure sensor and an electron flow rate sensor. The temperature control sensor is located on the outer wall of the tank and is used to monitor the temperature of the geothermal simulation system. The pressure sensor is located above the anchoring end of the anchored rock sample. The electron flow rate sensor is used to monitor the electron flow direction of the conductive wire. The temperature control sensor, pressure sensor and electron flow rate sensor are all connected to the control platform and the data output end.

6. The method for quantitatively simulating the performance of anchor bodies in deep tunnels according to claim 1, characterized in that: The inside of the tank body is coated with a waterproof coating, and the top of the tank body is provided with an openable window, which is made of stainless steel; the liquid storage height of the internal space of the tank body is 100 cm, and the liquid injection port is arranged on the side wall of the tank body above the liquid storage height; the liquid discharge port is arranged on the side wall located at the bottom of the tank body.

7. The method for quantitatively simulating the performance of anchor bodies in deep tunnels according to claim 1, characterized in that: The strain gauges are welded on the confining pressure panel, the data of the strain tester is transmitted to the control platform through the wire, the strain gauges are arranged at equal intervals on the confining pressure panel, and the confining pressure panel is provided with a waterproof insulating coating.

8. A quantitative simulation method for deep tunnel anchor performance according to claim 7, characterized in that: The spacing between adjacent strain gauges is 3 cm, and the strain gauges are arranged in a rectangular or square shape, covering the entire confining pressure panel; the hydraulic mechanism includes a booster hydraulic cylinder, and the hydraulic oil is pumped into the booster hydraulic cylinder through the control platform, and lateral stress is applied to the anchored rock sample through the booster hydraulic cylinder and the confining pressure panel.

9. A quantitative simulation method for deep tunnel anchor performance according to claim 5, characterized in that: The pressure sensor is of waterproof and insulating type, and a matching card seat is arranged at the bottom of the anchor rock sample.

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