CN115015251B - Visual three-dimensional crack grouting experiment system and method under multiple acting forces - Google Patents
Visual three-dimensional crack grouting experiment system and method under multiple acting forces Download PDFInfo
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Abstract
The invention provides a visual three-dimensional fracture grouting experiment system and method under multiple acting forces, which relate to the technical field of underground engineering, wherein an electrohydraulic servo loading tester is used for carrying a fracture rock mass model and applying a preset load to the carrying fracture rock mass model to simulate the initial ground stress of an actual fracture rock mass; a transparent model of the fractured rock mass model; the water injection module is used for injecting water into the fractured rock mass model to simulate the groundwater pressure at the actual fractured rock mass; the data acquisition module is used for acquiring images of the surface of the fractured rock mass model after water injection and grouting, and determining slurry diffusion paths in the fractured rock mass model and strain field data in the fractured rock mass model. The grouting reinforcement process of the fractured rock mass under the combined action of the ground stress and the water pressure can be visually simulated, and a theoretical basis is provided for the grouting reinforcement technology of the fractured rock mass.
Description
Technical Field
The invention relates to the technical field of underground engineering, in particular to a visual three-dimensional crack grouting experimental system and method under multiple acting forces.
Background
The grouting reinforcement technology for the fractured rock mass is widely applied to the projects of filling and repairing rock mass fracture, treating tunnel water burst, mine water burst, dam foundation leakage and the like, and the slurry is used for reinforcing surrounding rock mass while plugging the fracture, so that the overall stability of the rock mass is enhanced. The slurry flows in the cracks with invisibility, so that the research difficulty of the slurry diffusion rule and the plugging mechanism is increased, the current slurry diffusion rule and the plugging mechanism are still unclear, and the theoretical research is lagged behind the engineering practice. The underground engineering rock mass is influenced by various acting forces such as structural stress, groundwater and the like, and the slurry diffusion path of the fractured rock mass is more complex.
The patent with the application number of 201910331147.1 discloses a simulation test method for directional drilling grouting slurry diffusion, which realizes simulation of different fracture types of branch holes by arranging a rotating shaft through magnetic attraction of a branch hole fracture mold on a test bench body. Belongs to a two-dimensional model grouting experiment, and has larger gap with actual engineering without considering the influence of ground stress. The patent with application number 202110170699.6 discloses a three-dimensional grouting simulation test system and a three-dimensional grouting simulation test method under a seepage field, which are based on underground flowing water environment, and fill soil materials into a medium container for grouting experiments. Although depending on the actual engineering soil medium, the internal slurry diffusion path and the cementing process cannot be observed in the grouting process.
With the exception of the above-mentioned invention, the current indoor rock mass grouting experiment purposes are mainly divided into two categories:
(1) And (5) carrying out crack dynamic water grouting model experiments. Under the action of dynamic water, the slurry diffusion form and slurry deposition cementing state under the conditions of different parameters such as fracture dip angle, grouting rate, grouting pressure, slurry density and the like are researched, a slurry deposition nuclear retention diffusion rule is obtained, a slurry rapid water separation deposition principle is determined, and quantitative evaluation of slurry diffusion and plugging effects in fractured rock mass is realized. The method focuses on observing the slurry diffusion form and analyzing the slurry diffusion rule, but the influence of ground stress is not considered, the obtained slurry diffusion form has deviation from the actual engineering, the experiment is mostly carried out aiming at a single planar fracture, and the experimental main body is mostly a two-dimensional planar model and is far from the three-dimensional fracture condition of the engineering rock mass.
(2) Grouting reinforcement experiments of broken rock mass. The main research object is a reinforcing body formed by grouting rock particles with different particle sizes, or a fractured rock body directly sampled by engineering is adopted, the crushed rock body is reinforced by different grouting materials, and single-axis and conventional triaxial experiments are carried out after sample maintenance is completed, so that physical mechanical parameters of the sample are obtained, and the grouting reinforcing effect is quantitatively evaluated. The method is focused on the mechanical property analysis of the reinforcing body, the diffusion form and the plugging process of the slurry in the fracture cannot be intuitively displayed, and in addition, the method does not consider the influence of initial ground stress and water pressure in the grouting process, and is difficult to be applied to the grouting reinforcing effect research of the fractured rock mass under the actions of different ground stress and different water pressure.
Therefore, a crack grouting experimental technology is needed to be capable of visually simulating grouting reinforcement processes of a crack rock body under the actions of different ground stresses and different water pressures.
Disclosure of Invention
The invention aims to provide a visual three-dimensional fracture grouting experiment system and method under a multi-acting force, which can visually simulate the grouting reinforcement process of a fractured rock mass under the combined action of ground stress and water pressure and provide a theoretical basis for the grouting reinforcement technology of the fractured rock mass.
In order to achieve the above object, the present invention provides the following solutions:
a visual three-dimensional fracture grouting experiment system under multiple forces, comprising:
the device comprises an electrohydraulic servo loading testing machine, a water injection module, a grouting module, a data acquisition module and a control module;
the electrohydraulic servo loading testing machine, the water injection module, the grouting module and the data acquisition module are all connected with the control module;
the electrohydraulic servo loading testing machine is used for carrying a fractured rock mass model, and applying a preset load to the carried fractured rock mass model so as to simulate the initial ground stress of an actual fractured rock mass; the fractured rock mass model is a transparent model determined according to fracture parameters of an actual fractured rock mass; the transparent model is obtained by 3D printing by utilizing the frozen photosensitive resin material; grouting holes and water injection holes are formed in the fractured rock mass model;
the water injection module is connected with the water injection hole; the water injection module is used for injecting water into the fractured rock mass model to simulate the groundwater pressure of the actual fractured rock mass;
the grouting module is connected with the grouting hole;
the data acquisition module is used for acquiring images and sound emission data of the surface of the fractured rock mass model after water injection and grouting;
the control module is used for determining slurry diffusion paths in the cracks of the fractured rock mass model and strain field data in the fractured rock mass model according to the images of the surfaces of the fractured rock mass model after grouting; and determining the positions and the expansion conditions of microcracks in the fractured rock mass model according to the acoustic emission signals.
Optionally, the fractured rock mass model is of a square cake-shaped structure;
the fractured rock mass model is perpendicular to a carrying platform of the electrohydraulic servo loading testing machine; the water injection hole is arranged on the lower side surface of the fractured rock mass model; the water injection hole is connected with a water injection channel in the fractured rock mass model; the water injection hole is overlapped with the through hole on the carrying table; the water injection module is connected with a water injection channel in the fractured rock mass model at the water injection hole through the through hole;
the grouting holes are arranged on a square plane of the fractured rock mass model; and optical measurement speckles are arranged on a square plane which is not provided with a grouting hole on the fractured rock mass model.
Optionally, the data acquisition module includes:
a first high-speed camera, a second high-speed camera, and an acoustic emission monitoring device;
the first high-speed camera and the second high-speed camera are connected with the control module;
the first high-speed camera is arranged at a square plane of the fractured rock mass model, provided with grouting holes, and is used for acquiring slurry diffusion path images;
the second high-speed camera is arranged at a square plane of the fractured rock mass model, and is used for collecting strain field data in the fractured rock mass model;
the acoustic emission monitoring device is used for collecting acoustic emission signals at the fractured rock mass model.
Optionally, the system further comprises a 3D printer.
Optionally, the model of the 3D printer is Stratasys F7703D.
Optionally, the grouting module includes:
the device comprises a grouting machine, a slurry storage tank, a pressure detection device and a pressure barrel provided with an automatic stirring device;
the automatic stirring device is connected with the control module; the pressure barrel is connected with the slurry storage tank; the pressure barrel is used for preparing slurry;
the slurry storage tank is connected with the grouting holes through a grouting pipe of the grouting machine;
the pressure detection device is arranged at the grouting pipe; the pressure detection device is connected with the control module; the pressure detection device is used for detecting the pressure at the grouting pipe;
the control module is also electrically connected with the grouting machine; and the control module is used for controlling the grouting machine to grouting into the fractured rock mass model through the grouting holes when the pressure at the grouting pipe is greater than a pressure threshold value.
Optionally, the water injection module and the water injection hole are sealed by epoxy resin AB glue;
and the grouting module and the grouting hole are sealed by epoxy resin AB glue.
The method is applied to the visual three-dimensional crack grouting experimental system under the multi-acting force, and comprises the following steps:
constructing a fractured rock mass model according to fracture parameters of an actual fractured rock mass; the fractured rock mass model is a transparent model obtained by 3D printing by utilizing a frozen photosensitive resin material;
applying a preset load to the loaded fractured rock mass model to simulate an initial ground stress at an actual fractured rock mass;
injecting water into the fractured rock mass model to simulate the groundwater pressure at the actual fractured rock mass;
grouting a fractured rock mass model;
collecting images and acoustic emission signals of the surface of a fractured rock mass model after water injection and grouting; the image is used for describing slurry diffusion paths in the fissure rock mass model fissures and strain field data in the fissure rock mass model; the acoustic emission signals are used for determining the positions and the expansion conditions of microcracks in the fractured rock mass model.
Optionally, after the acquiring the image of the surface of the fractured rock mass model after the water injection and grouting, the method further comprises:
adjusting grouting parameters and returning to the step of constructing a fractured rock mass model according to the fracture parameters of the actual fractured rock mass; the grouting parameters include slurry density, slurry proportion, grouting rate and grouting pressure.
Optionally, after the acquiring the image of the surface of the fractured rock mass model after the water injection and grouting, the method further comprises:
adjusting the fracture parameters and returning to the step of constructing a fracture rock mass model according to the fracture parameters of the actual fracture rock mass; the fracture parameters include fracture dip angle, fracture opening, fracture surface roughness, and fracture spatial distribution.
According to the specific embodiment provided by the invention, the invention discloses the following technical effects:
the invention provides a visual three-dimensional fracture grouting experiment system and method under multiple acting forces, which are obtained by 3D printing by utilizing a frozen photosensitive resin material according to fracture parameters of an actual fractured rock body, wherein a transparent fractured rock body model realizes visualization of a three-dimensional fracture grouting experiment, and an electrohydraulic servo loading tester is arranged to simulate initial ground stress at the actual fractured rock body; simulating the pressure of underground water at the actual fractured rock mass by arranging a water injection module; the grouting reinforcement process of the fractured rock mass under the combined action of the ground stress and the water pressure can be visually simulated, and a theoretical basis is provided for the grouting reinforcement technology of the fractured rock mass.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions of the prior art, the drawings that are needed in the embodiments will be briefly described below, it being obvious that the drawings in the following description are only some embodiments of the present invention, and that other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a front view of a fractured rock mass model according to embodiment 1 of the present invention;
FIG. 2 is a side view of a split rock mass model according to example 1 of the present invention;
FIG. 3 is a front view showing the process of the split rock mass model test in example 1 of the present invention;
FIG. 4 is a rear view showing the process of the split rock mass model test in example 1 of the present invention;
FIG. 5 is a three-dimensional perspective view of a fractured rock mass model according to example 1 of the present invention;
FIG. 6 is a schematic diagram of a group of intersecting fracture samples of a fractured rock mass model according to example 2 of the present invention;
FIG. 7 is a schematic diagram of a random fracture sample of a fractured rock mass model according to example 2 of the present invention;
fig. 8 is a schematic structural diagram of a visual three-dimensional fracture grouting experimental system in embodiment 3 of the present invention.
Description of the drawings: 1-grouting holes, 2-water injection holes, 3-crack surface water outlets, 4-crack slurry outlets, 5-electrohydraulic servo loading testing machines, 6-grouting modules, 7-water injection modules and 8-optical speckle detection; 9-acoustic emission probe, 10-acoustic emission monitoring device.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
The invention aims to provide a visual three-dimensional fracture grouting experiment system and method under a multi-acting force, which can visually simulate the grouting reinforcement process of a fractured rock mass under the combined action of ground stress and water pressure and provide a theoretical basis for the grouting reinforcement technology of the fractured rock mass.
In order that the above-recited objects, features and advantages of the present invention will become more readily apparent, a more particular description of the invention will be rendered by reference to the appended drawings and appended detailed description.
Example 1
The embodiment provides a visual three-dimensional crack slip casting experimental system under multi-acting force, which comprises: the electrohydraulic servo loading testing machine 5 (model: WAW-2000D), a water injection module 7, a grouting module 6, a data acquisition module and a control module; the electrohydraulic servo loading testing machine 5, the water injection module 7, the grouting module 6 and the data acquisition module (comprising an acoustic emission probe 9 and an acoustic emission monitoring device 10) are connected with the control module; the electrohydraulic servo loading testing machine 5 is used for carrying the fractured rock mass model and applying a preset load to the carried fractured rock mass model so as to simulate the initial ground stress of the actual fractured rock mass; the fractured rock mass model is shown in figures 1-5, and is a transparent model determined according to fracture parameters of an actual fractured rock mass; the transparent model is obtained by 3D printing by utilizing the frozen photosensitive resin material; the fractured rock mass model is provided with grouting holes 1 and water injection holes 2; the water injection module 7 is connected with the water injection hole 2; the water injection module 7 is used for injecting water into the fractured rock mass model to simulate the groundwater pressure at the actual fractured rock mass; the grouting module 6 is connected with the grouting hole 1; the water injection module 7 and the water injection hole 2 are sealed by epoxy resin AB glue; the grouting module 6 and the grouting holes 1 are sealed by epoxy resin AB glue. The data acquisition module is used for acquiring images and sound emission data of the surface of the fractured rock mass model after water injection and grouting; the control module is used for determining slurry diffusion paths in the cracks of the fractured rock mass model and strain field data in the fractured rock mass model according to the images of the surfaces of the fractured rock mass model after grouting; and determining the positions and the expansion conditions of microcracks in the fractured rock mass model according to the acoustic emission signals. Specifically, the image of the surface of the fractured rock mass model after water injection and grouting comprises a first image and a second image; the first image is a surface image of one surface of the fractured rock mass model provided with the grouting holes after water injection and grouting; the second image is a surface image of one surface of the fractured rock mass model, which is not provided with grouting holes, after water injection and grouting; the control module is used for determining a slurry diffusion path in the fractured rock mass model fracture according to the first image; the control module is used for determining strain field data in the fractured rock mass model according to the second image.
Wherein the fractured rock mass model is of a square cake-shaped structure; the fractured rock mass model is perpendicular to the carrying platform of the electrohydraulic servo loading testing machine 5; the water injection hole 2 is arranged on the lower side surface of the fractured rock mass model; the water injection hole 2 is connected with a water injection channel in the fractured rock mass model; the water injection hole 2 is overlapped with the through hole on the carrying table; the water injection module 7 is connected with a water injection channel in the fractured rock mass model at the water injection hole 2 through a through hole; the grouting hole 1 is arranged on a square plane of the fractured rock mass model; the square plane of the fractured rock mass model, which is not provided with the grouting holes 1, is provided with optical measurement speckles 8. In addition, the fracture rock mass model is also provided with a fracture surface water outlet 3 and a fracture slurry outlet 4.
Specifically, the data acquisition module includes: a first high-speed camera, a second high-speed camera, and an acoustic emission monitoring device; the first high-speed camera and the second high-speed camera are both connected with the control module; the first high-speed camera is arranged at the square plane of the fractured rock mass model, provided with the grouting holes 1, and is used for acquiring slurry diffusion path images; the second high-speed camera is arranged at a square plane of the fractured rock mass model, provided with the optical measurement speckle 8, and is used for collecting strain field data in the fractured rock mass model; the acoustic emission monitoring device is used for collecting acoustic emission signals at the fractured rock mass model.
The embodiment provides a visual three-dimensional crack grouting experimental system under multiple acting forces, which further comprises a 3D printer, wherein the model is Stratasys F7703D.
Further, the grouting module 6 used in the present invention may further include: the device comprises a grouting machine, a slurry storage tank, a pressure detection device and a pressure barrel provided with an automatic stirring device; the automatic stirring device is connected with the control module; the pressure barrel is connected with the slurry storage tank; the pressure barrel is used for preparing slurry; the slurry storage tank is connected with the grouting holes 1 through grouting pipes of the grouting machine; the pressure detection device is arranged at the grouting pipe; the pressure detection device is connected with the control module; the pressure detection device is used for detecting the pressure at the grouting pipe; the control module is also electrically connected with the grouting machine; and the control module is used for controlling the grouting machine to grouting into the fractured rock mass model through the grouting holes 1 when the pressure at the grouting pipe is greater than the pressure threshold value.
Example 2
The embodiment provides a visual three-dimensional crack grouting experimental method under a plurality of acting forces, which is applied to the visual three-dimensional crack grouting experimental system under the plurality of acting forces described in the embodiment 1, and comprises the following steps:
constructing a fractured rock mass model according to fracture parameters of an actual fractured rock mass; the fractured rock mass model is a transparent model obtained by 3D printing by utilizing the frozen photosensitive resin material;
applying a preset load to the loaded fractured rock mass model to simulate an initial ground stress at the actual fractured rock mass;
injecting water into the fractured rock mass model to simulate the groundwater pressure at the actual fractured rock mass;
grouting a fractured rock mass model;
collecting images and acoustic emission signals of the surface of a fractured rock mass model after water injection and grouting; the image is used for describing slurry diffusion paths in the fissure rock mass model fissures and strain field data in the fissure rock mass model; the acoustic emission signals are used for determining the positions and the expansion conditions of microcracks in the fractured rock mass model.
After collecting the image of the surface of the fractured rock mass model after water injection and grouting, the method further comprises the following steps:
adjusting grouting parameters and returning to the step of constructing a fractured rock mass model according to the fracture parameters of the actual fractured rock mass; grouting parameters, slurry density, slurry ratio, grouting rate and grouting pressure.
In addition, after acquiring the image of the surface of the fractured rock mass model after water injection and grouting, the method further comprises the following steps:
adjusting the fracture parameters and returning to the step of constructing a fracture rock mass model according to the fracture parameters of the actual fracture rock mass; the fracture parameters include fracture dip angle, fracture opening, fracture surface roughness, and fracture spatial distribution. The models of the slotted rock mass corresponding to the different fracture parameters are shown in fig. 6-7.
Example 3
As shown in fig. 8, the embodiment provides a visual three-dimensional crack grouting experimental method under a multi-acting force, and the adopted simulation experimental system comprises a loading system, a control system, a water injection system, a grouting system and a real-time monitoring system, and the implementation steps are as follows:
the first step: and 3D printing a transparent fractured rock mass model. The 3D printer with the model of Stratasys F7703D is adopted, and the printing volume of the printer is 13 cubic feet (372 liters), so that the size requirement of a sample required by the experiment can be met. Firstly, scanning a real rock fracture through a CT scanning technology, introducing the real rock fracture into a computer for three-dimensional reconstruction, calculating a JRC value of the real rock fracture, establishing a model of processed data through an image analysis and visualization platform 3DSLICER, and finally inputting the model into a 3D printer for re-etching the rock fracture. And (3) selecting the frozen photosensitive resin material as a similar material, and manufacturing a transparent three-dimensional fractured rock mass model, wherein grouting holes and water injection holes are reserved in the model. The model size is 1000mm 500mm, the single crack size is 400mm 2mm, and the joint spacing, the inclination angle, the opening degree and the space distribution can be adjusted according to the requirements. In order to ensure that the slurry can enter each crack, the cracks are communicated with each other. The water injection hole is prefabricated at the right center of the bottom of the sample and is communicated with the crack; the grouting hole is prefabricated in the right front center of the sample and communicated with the crack; the cracks can be manufactured into various patterns with different roughness, different inclination angles, different shapes or different crossing modes according to the requirements, and also can be prefabricated into a plurality of groups of cracks which are crossed and combined in different modes. The joint can scan the real joint surface of the rock through a CT scanning technology, the real joint surface is led into a computer for three-dimensional reconstruction, the joint distance, the inclination angle, the opening degree, the spatial distribution and the roughness coefficient (JRC) value are calculated, and various joint parameters such as the joint distance, the inclination angle, the opening degree, the spatial distribution and the JRC value are directly copied into a 3D printing fractured rock mass model by utilizing a 3D printing technology. The embodiment can be used for firm manufacturing of various two-dimensional fracture networks or similar models of three-dimensional fracture networks.
The size of the crack can be adjusted according to the requirement; because gaps are reserved between the upper loading plate and the loading plates at the left side and the right side to ensure that the loading process is carried out smoothly, triangular chamfer angles of 15mm and 30mm are adopted at four corners of the model to ensure that the loading process is stable; and prefabricating non-through cracks with different angles and roughness in the crack rock mass model by utilizing a 3D printing technology, wherein a grouting hole is arranged at the center part of the front surface of the crack model, the size is phi 3mm, and the water injection hole is arranged at the center position of the bottom of the crack rock mass model, and the size is phi 2mm. The channels directly connected with the cracks are a slurry outlet and a water outlet, and the sizes of the slurry outlet and the water outlet are phi 2mm; the grouting device is characterized in that a grouting channel is arranged between the grouting hole and the grouting outlet, the length of the grouting channel is half of the width of the model, a water injection channel is arranged between the grouting hole and the water outlet, the length of the water injection channel is half of the height of the model, a grouting interface adapter is arranged at the grouting outlet, and the grouting interface adapter is sealed by using screw threads and epoxy resin AB glue.
And a second step of: the monitoring device is arranged. An acoustic emission probe is arranged on one side of a model without a grouting hole, DIC (digital image speckle technology) optical measurement speckle is manufactured by spraying paint on the side with the grouting hole, and two high-speed cameras are arranged, one of the cameras is placed on one side of a sample speckle of a fractured rock mass model, strain field data of the sample surface is collected, and the other high-speed camera is placed on the other side of the sample non-speckle for observing a slurry diffusion path in the fracture.
Specifically, acoustic emission probes are respectively arranged in the four directions of the upper, lower, left and right around a crack on one side of a non-laid grouting hole of the model, DIC optical speckle measurement is manufactured by spray painting on the other side of the non-laid grouting hole, two high-speed cameras are arranged, one high-speed camera is placed right in front of a crack rock mass model sample, sample surface strain field data are collected, and the other high-speed camera is placed obliquely above the sample for 45 degrees, so that a slurry diffusion path in the crack is observed.
And a third step of: the transparent fractured rock mass model applies an initial ground stress. And fixing the fractured rock mass model at the center of the electrohydraulic servo loading testing machine, applying a set static load to the sample, and simulating the initial ground stress state of the surrounding rock.
The loading plates are arranged on the upper, lower, left and right sides of the model, and the high-strength resin glass cover body is additionally arranged outside the testing machine, so that the slurry is prevented from being sprayed out, and the safety of experimental staff and equipment is protected.
Fourth step: and installing an experiment protection device. And resin glass covers matched with the loading frame bodies are arranged around the test sample, so that safety of experimental staff and equipment is protected.
Fifth step: the transparent fractured rock mass model applies water pressure. The water injection system adopts a high-precision closed-loop servo motor to control a pump, and a steel water injection nozzle is reserved at the right central position of a loading plate at the bottom of a loading testing machine, and the position of the steel water injection nozzle is the same as the water injection hole of a fractured rock mass model. Before water injection, the grouting interface adapter is arranged on a grouting hole of the model through threads, and sealing is well carried out by using epoxy resin AB glue; setting a water injection pressure value, opening a power supply of a servo motor control pump, and using the servo motor control pump to inject water into the model through a water injection nozzle at the bottom of the loading plate; after the water pressure is stable, the control pump is kept on, the water pressure of the water injection port is controlled to be constant, and the pressure-bearing groundwater state of occurrence of the fractured rock mass in the actual engineering is simulated.
Specifically, a similar model is placed at the right center of an electrohydraulic servo loading testing machine, a pressure head of the testing machine is fully contacted with the model at a constant loading speed V=0.01 mm/s, vertical force and lateral confining pressure are gradually increased to the actually measured ground stress level of practical engineering, water is injected into the model through a water injection hole at a fixed water pressure, after the water pressure is stable, a control pump is kept on, and the water injection port water pressure is controlled to be constant.
Sixth step: grouting a transparent fractured rock mass model. The grouting system mainly comprises an automatic stirring device, a full-automatic stirring pressure barrel, a slurry conveying device and a pressure detecting device 4; the slurry conveying device comprises a slurry storage tank, a grouting machine, a high-pressure rubber pipe, a grouting pipe and the like. The high-pressure rubber tube is connected between the slurry storage tank and the grouting machine; the grouting machine is connected to the grouting interface adapter through a high-pressure grouting pipe, and one end of the high-pressure grouting pipe connected with the grouting machine is provided with a grouting valve; pouring the slurry raw materials into a full-automatic stirring pressure barrel according to the proportion, stirring, setting the grouting pressure according to the types and proportion of the slurry raw materials, opening a power supply and a grouting valve of a grouting machine, opening a grouting interface converter after the internal pressure of a high-pressure grouting pipe reaches the preset pressure, and grouting the inside of a sample through a grouting hole; when the slurry pressure is stabilized at 3MPa and the slurry diffusion form in the fractured rock mass is stabilized, gradually reducing the grouting pressure to be equal to the water pressure, closing the grouting interface adapter, and removing the grouting pipe; in the experimental process, a high-speed camera is adopted to continuously record the slurry diffusion path and the deposition state.
Specifically, grouting is carried out on the fractured rock mass model through grouting holes by fixed grouting pressure, a slurry diffusion path is observed, and after indexes such as slurry pressure and the like are stable, the diffusion state and the deposition state of the slurry in the fractured rock mass model are recorded. The method is characterized in that the surface strain field change of a sample is tested in the whole process of the test by adopting a digital image speckle technology, the microcrack expansion information in the deformed whole process sample is collected by adopting an acoustic emission technology, and the grouting diffusion process of the fractured rock mass is observed by utilizing a high-speed camera.
Seventh step: and (5) grouting experiments of fractured rock mass with different engineering parameters. And (3) changing grouting parameters, researching the influence of different grouting parameters (slurry density, slurry proportion, grouting rate and grouting pressure) on a slurry diffusion path and a reinforcement effect, analyzing the influence of different fracture parameters (fracture inclination angle, fracture opening degree, fracture surface roughness and fracture space distribution) on the slurry diffusion path and the reinforcement effect, and analyzing the influence of different water pressures on the slurry diffusion path and the reinforcement effect.
Eighth step: grouting reinforcement effect experiment. After the grouting simulation experiment is finished, the model loading and the water pressure are kept constant, the similar model is kept stand for a certain period of time for maintenance, the maintenance time is generally not more than 8 hours (in grouting construction, the gel time of single-liquid slurry is not more than 8 hours in principle, otherwise, the diffusion range of slurry is difficult to control), the loading tester continues to pressurize until the model is damaged after the maintenance is finished, and a high-speed camera and DIC monitoring equipment continuously monitor in the loading process.
The electro-hydraulic servo loading testing machine is used for simulating the construction stress of up to 100MPa, so that the magnitude of the ground stress of the rock mass can be truly simulated; the pump is controlled by the high-precision closed-loop servo motor to realize long-time water pressure maintenance; the 3D printing photosensitive resin material under the freezing condition is adopted to manufacture a fractured rock mass model, so that the difficulty that the slurry diffusion process in the fracture is difficult to observe transparently in the past grouting experiment is overcome while the strength is ensured to be similar to that of an actual rock mass, and the slurry diffusion process in the fracture in the rock mass grouting process is intuitively displayed; measuring the whole-process strain field of sample deformation at one side of a grouting hole by adopting a digital image speckle technology (DIC), collecting the internal microcrack expansion information of the whole-process sample of an experiment at one side of a non-layout grouting hole by adopting an acoustic emission technology, and observing the grouting diffusion process of a fractured rock mass by utilizing a high-speed camera; the high-precision closed-loop servo motor control grouting pump has the advantages of low energy consumption, no noise, uninterrupted test, simple structure and high automation, can realize long-time pressure-stabilizing water injection and high-pressure grouting, and is favorable for developing slurry diffusion research of fractured rock mass grouting in groundwater environment. By simulating slurry diffusion rules of different types of fractured rock mass under the condition of real ground stress; and simulating slurry diffusion rules under the conditions of different fracture network distribution, fracture inclination angle, fracture opening degree, fracture roughness and the like, and slurry density, slurry proportion, slurry injection rate, slurry injection pressure and the like, so as to realize slurry expansion rule research in the prefabricated fracture, contrast research on slurry diffusion rules under different influencing factors in the prefabricated fracture and contrast research on effects of the prefabricated fracture rock mass before and after grouting reinforcement.
In the present specification, each embodiment is described in a progressive manner, and each embodiment is mainly described in a different point from other embodiments, and identical and similar parts between the embodiments are all enough to refer to each other. For the system disclosed in the embodiment, since it corresponds to the method disclosed in the embodiment, the description is relatively simple, and the relevant points refer to the description of the method section.
The principles and embodiments of the present invention have been described herein with reference to specific examples, the description of which is intended only to assist in understanding the methods of the present invention and the core ideas thereof; also, it is within the scope of the present invention to be modified by those of ordinary skill in the art in light of the present teachings. In view of the foregoing, this description should not be construed as limiting the invention.
Claims (9)
1. The utility model provides a visual three-dimensional crack slip casting experimental system under many effort, its characterized in that includes:
the device comprises an electrohydraulic servo loading testing machine, a water injection module, a grouting module, a data acquisition module and a control module;
the electrohydraulic servo loading testing machine, the water injection module, the grouting module and the data acquisition module are all connected with the control module;
the electrohydraulic servo loading testing machine is used for carrying a fractured rock mass model, and applying a preset load to the carried fractured rock mass model so as to simulate the initial ground stress of an actual fractured rock mass; the fractured rock mass model is a transparent model determined according to fracture parameters of an actual fractured rock mass; the transparent model is obtained by 3D printing by utilizing the frozen photosensitive resin material; grouting holes and water injection holes are formed in the fractured rock mass model;
the water injection module is connected with the water injection hole; the water injection module is used for injecting water into the fractured rock mass model to simulate the groundwater pressure of the actual fractured rock mass;
the grouting module is connected with the grouting hole;
the data acquisition module is used for acquiring images and sound emission data of the surface of the fractured rock mass model after water injection and grouting;
the control module is used for determining slurry diffusion paths in the cracks of the fractured rock mass model and strain field data in the fractured rock mass model according to the images of the surfaces of the fractured rock mass model after grouting; determining the positions and the expansion conditions of microcracks in the fractured rock mass model according to the acoustic emission signals;
the data acquisition module comprises:
a first high-speed camera, a second high-speed camera, and an acoustic emission monitoring device;
the first high-speed camera and the second high-speed camera are connected with the control module;
the first high-speed camera is arranged at a square plane of the fractured rock mass model, provided with grouting holes, and is used for acquiring slurry diffusion path images;
the second high-speed camera is arranged at a square plane of the fractured rock mass model, and is used for collecting strain field data in the fractured rock mass model;
the acoustic emission monitoring device is used for collecting acoustic emission signals at the fractured rock mass model.
2. The multi-force visual three-dimensional fracture grouting experiment system according to claim 1, wherein,
the fractured rock mass model is of a square cake-shaped structure;
the fractured rock mass model is perpendicular to a carrying platform of the electrohydraulic servo loading testing machine; the water injection hole is arranged on the lower side surface of the fractured rock mass model; the water injection hole is connected with a water injection channel in the fractured rock mass model; the water injection hole is overlapped with the through hole on the carrying table; the water injection module is connected with a water injection channel in the fractured rock mass model at the water injection hole through the through hole;
the grouting holes are arranged on a square plane of the fractured rock mass model; and optical measurement speckles are arranged on a square plane which is not provided with a grouting hole on the fractured rock mass model.
3. The multi-force visual three-dimensional fracture grouting experiment system of claim 1, further comprising a 3D printer.
4. A multi-force visual three-dimensional fracture grouting experiment system according to claim 3, wherein the model of the 3D printer is Stratasys F7703D.
5. The multi-force visual three-dimensional fracture grouting experiment system according to claim 1, wherein the grouting module comprises:
the device comprises a grouting machine, a slurry storage tank, a pressure detection device and a pressure barrel provided with an automatic stirring device;
the automatic stirring device is connected with the control module; the pressure barrel is connected with the slurry storage tank; the pressure barrel is used for preparing slurry;
the slurry storage tank is connected with the grouting holes through a grouting pipe of the grouting machine;
the pressure detection device is arranged at the grouting pipe; the pressure detection device is connected with the control module; the pressure detection device is used for detecting the pressure at the grouting pipe;
the control module is also electrically connected with the grouting machine; and the control module is used for controlling the grouting machine to grouting into the fractured rock mass model through the grouting holes when the pressure at the grouting pipe is greater than a pressure threshold value.
6. The multi-force visual three-dimensional fracture grouting experiment system according to claim 1, wherein,
the water injection module and the water injection hole are sealed by epoxy resin AB glue;
and the grouting module and the grouting hole are sealed by epoxy resin AB glue.
7. A method for a multi-force visual three-dimensional fracture grouting experiment, wherein the method is applied to the multi-force visual three-dimensional fracture grouting experiment system as claimed in any one of claims 1 to 6, and the method comprises the following steps:
constructing a fractured rock mass model according to fracture parameters of an actual fractured rock mass; the fractured rock mass model is a transparent model obtained by 3D printing by utilizing a frozen photosensitive resin material;
applying a preset load to the loaded fractured rock mass model to simulate an initial ground stress at an actual fractured rock mass;
injecting water into the fractured rock mass model to simulate the groundwater pressure at the actual fractured rock mass;
grouting a fractured rock mass model;
collecting images and acoustic emission signals of the surface of a fractured rock mass model after water injection and grouting; the image is used for describing slurry diffusion paths in the fissure rock mass model fissures and strain field data in the fissure rock mass model; the acoustic emission signals are used for determining the positions and the expansion conditions of microcracks in the fractured rock mass model.
8. The method for performing three-dimensional crack grouting experiments under the condition of multiple acting forces according to claim 7, wherein after the image of the surface of the crack rock mass model after water injection and grouting is acquired, the method further comprises the steps of:
adjusting grouting parameters and returning to the step of constructing a fractured rock mass model according to the fracture parameters of the actual fractured rock mass; the grouting parameters include slurry density, slurry proportion, grouting rate and grouting pressure.
9. The method for performing three-dimensional crack grouting experiments under the condition of multiple acting forces according to claim 7, wherein after the image of the surface of the crack rock mass model after water injection and grouting is acquired, the method further comprises the steps of:
adjusting the fracture parameters and returning to the step of constructing a fracture rock mass model according to the fracture parameters of the actual fracture rock mass; the fracture parameters include fracture dip angle, fracture opening, fracture surface roughness, and fracture spatial distribution.
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| CN115821911A (en) * | 2022-11-21 | 2023-03-21 | 三峡大学 | Device and method for simulating multi-angle visual anchor rod and inherent water fractured rock mass fracture |
| CN116127859B (en) * | 2022-11-23 | 2024-07-05 | 山东大学 | High-temperature dynamic water grouting simulation method and system for fractured rock |
| CN116735367B (en) * | 2023-06-21 | 2024-10-01 | 安徽理工大学 | True triaxial rock-soil body test device and test method thereof |
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