CN115015251A - Visual three-dimensional fracture grouting experiment system and method under multiple acting forces - Google Patents
Visual three-dimensional fracture 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, and relates to the technical field of underground engineering, wherein an electro-hydraulic servo loading tester is used for carrying a fractured rock mass model and applying a preset load to the carrying fractured rock mass model so as to simulate the initial ground stress at an actual fractured rock mass; a transparent model of a fractured rock mass model; the water injection module is used for injecting water into the fractured rock mass model so as to simulate the underground water 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, determining a slurry diffusion path in a fracture of 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 visualized three-dimensional fracture grouting experiment system and method under multiple acting forces.
Background
The fractured rock mass grouting reinforcement technology is widely applied to projects of filling and repairing rock mass fractures, treating tunnel water inrush, mine water inrush and dam foundation leakage and the like, and grout can reinforce surrounding rock masses while plugging the fractures and enhance the overall stability of the rock masses. The flowing of the slurry in the fracture is invisible, the difficulty in researching the slurry diffusion rule and the plugging mechanism is increased, the slurry diffusion rule and the plugging mechanism are still unclear at present, and the theoretical research lags behind the engineering practice. Underground engineering rock mass is affected by various acting forces such as tectonic stress and underground water, and the slurry diffusion path of fractured rock mass is more complicated.
The patent with the application number of 201910331147.1 discloses a simulation test method for directional drilling grouting slurry diffusion, which is characterized in that a branch hole crack mold is magnetically adsorbed on a test bed body, and simulation of different crack types of a branch hole is realized by arranging a rotating shaft. Belongs to a two-dimensional model grouting experiment, does not consider the influence of ground stress, and has larger difference from the actual engineering. The patent with the application number of 202110170699.6 discloses a three-dimensional grouting simulation test system and a test method under a seepage field, which are used for filling soil materials into a medium container for a grouting experiment on the basis of an underground flowing water environment. Although depending on the actual engineering soil body medium, the diffusion path and the cementation process of the slurry inside the grouting device cannot be observed in the grouting process.
Except for the invention, the current indoor rock mass grouting experiment aims are mainly divided into two types:
(1) and (3) performing a fracture flowing water grouting model experiment. Under the action of flowing water, the slurry diffusion state and the slurry deposition and cementation state under different parameter conditions such as a fracture inclination angle, a grouting rate, a grouting pressure, slurry density and the like are researched, a slurry deposition and nuclear diffusion rule is obtained, the rapid slurry precipitation and sedimentation principle is determined, and quantitative evaluation of slurry diffusion and plugging effects in the 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 experiments are mostly carried out aiming at single plane fracture, the experimental main body is a two-dimensional plane model, and the experimental main body is far away from the three-dimensional fracture condition of the engineering rock mass.
(2) Grouting reinforcement experiment of fractured rock mass. The main research object is the reinforcement body that rock particle slip casting that different grain grading formed, perhaps adopts the direct cracked rock mass of sampling of engineering, consolidates broken rock mass through different grouting material, carries out unipolar and conventional triaxial experiment after the sample maintenance is accomplished, obtains the physical mechanics parameter of sample, quantitative evaluation slip casting reinforcing effect. The method focuses on mechanical property analysis of the reinforcing body, and cannot visually display the diffusion form and the plugging process of slurry in the fracture.
Therefore, a fracture grouting experiment technology is needed, and the grouting reinforcement process of fractured rock mass under different stresses and different water pressures can be visually simulated.
Disclosure of Invention
The invention aims to provide a visual three-dimensional fractured grouting experiment system and method under multiple acting forces, which can visually simulate the grouting reinforcement process of fractured rock mass under the combined action of ground stress and water pressure and provide a theoretical basis for the fractured rock mass grouting reinforcement technology.
In order to achieve the purpose, the invention provides the following scheme:
a visual three-dimensional crack slip casting experimental system under many effort includes:
the device comprises an electro-hydraulic servo loading testing machine, a water injection module, a grouting module, a data acquisition module and a control module;
the electro-hydraulic servo loading testing machine, the water injection module, the grouting module and the data acquisition module are all connected with the control module;
the electro-hydraulic 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 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 of a frozen photosensitive resin material; the fractured rock mass model is provided with a grouting hole and a water injection hole;
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 so as to simulate the underground water pressure at the actual fractured rock mass;
the grouting module is connected with the grouting hole;
the data acquisition module is used for acquiring images and acoustic emission data of the surface of the fractured rock mass model after water injection and grouting;
the control module is used for determining a slurry diffusion path in a fissure of the fractured rock mass model and strain field data in the fractured rock mass model according to the image of the surface of the fractured rock mass model after water injection and grouting; and determining the position and the expansion condition of the microcrack in the fractured rock mass model according to the acoustic emission signal.
Optionally, the fractured rock mass model is of a square pie structure;
the fractured rock mass model is arranged perpendicular to a carrying platform of the electro-hydraulic 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 superposed with the through hole on the carrying platform; 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 the square plane on which the grouting holes are not arranged on the fractured rock mass model is provided with optical speckle.
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 both connected with the control module;
the first high-speed camera is arranged on a square plane of the fractured rock mass model, wherein the square plane is provided with a grouting hole, and the first high-speed camera is used for acquiring a slurry diffusion path image;
the second high-speed camera is arranged at a square plane of the fractured rock mass model provided with the optical speckle and is used for collecting strain field data in the fractured rock mass model;
the acoustic emission monitoring device is used for acquiring 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 hole 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; the control module is used for controlling the grouting machine to perform grouting into the fractured rock mass model through the grouting hole 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.
A multi-acting visual three-dimensional fracture grouting experiment method is applied to the multi-acting visual three-dimensional fracture grouting experiment system, and comprises the following steps:
constructing a fractured rock mass model according to the fracture parameters of the actual fractured rock mass; the fractured rock mass model is a transparent model obtained by 3D printing of a frozen photosensitive resin material;
applying a preset load to the carrying fractured rock mass model to simulate the initial ground stress of the actual fractured rock mass;
injecting water into the fractured rock mass model to simulate the underground water pressure at the actual fractured rock mass;
grouting the fractured rock mass model;
collecting images and acoustic emission signals of the surface of the fractured rock mass model after water injection and grouting; the image is used for describing a slurry diffusion path in a fracture of the fractured rock mass model and strain field data in the fractured rock mass model; and the acoustic emission signal is used for determining the position and the expansion condition of the microcrack in the fractured rock mass model.
Optionally, after the acquiring the image of the fractured rock mass model surface after water injection and grouting, the method further includes:
adjusting grouting parameters and returning to the step of building a fractured rock mass model according to fracture parameters of an actual fractured rock mass; the grouting parameters comprise slurry density, slurry proportion, grouting rate and grouting pressure.
Optionally, after the acquiring the image of the fractured rock mass model surface after water injection and grouting, the method further includes:
adjusting fracture 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 fracture parameters comprise fracture inclination angle, fracture opening, fracture surface roughness and fracture space 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 performing 3D printing on frozen photosensitive resin materials according to fracture parameters of an actual fractured rock mass, wherein a transparent fractured rock mass model realizes visualization of a three-dimensional fracture grouting experiment, and an electrohydraulic servo loading testing machine is arranged to simulate initial ground stress at the actual fractured rock mass; simulating the underground water pressure 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 in the prior art, the drawings needed to be used in the embodiments will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings without inventive exercise.
FIG. 1 is a front view of a fractured rock mass model in example 1 of the present invention;
FIG. 2 is a side view of a fractured rock mass model in embodiment 1 of the present invention;
FIG. 3 is a front view of a fractured rock mass model test process in embodiment 1 of the invention;
FIG. 4 is a rear view of a fractured rock mass model test process in embodiment 1 of the invention;
FIG. 5 is a three-dimensional perspective view of a fractured rock mass model in embodiment 1 of the invention;
FIG. 6 is a schematic diagram of a set of cross-fracture samples of a fractured rock mass model in example 2 of the present invention;
FIG. 7 is a schematic diagram of a random fractured sample of a fractured rock mass model in embodiment 2 of the invention;
fig. 8 is a schematic structural view of a visualized three-dimensional fracture grouting experiment system in embodiment 3 of the present invention.
Description of the drawings: 1-grouting hole, 2-water injection hole, 3-crack surface water outlet, 4-crack slurry outlet, 5-electro-hydraulic servo loading tester, 6-grouting module, 7-water injection module and 8-optical speckle measurement; 9-acoustic emission probe, 10-acoustic emission monitoring device.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
The invention aims to provide a visual three-dimensional fractured grouting experiment system and method under multiple acting forces, which can visually simulate the grouting reinforcement process of fractured rock mass under the combined action of ground stress and water pressure and provide a theoretical basis for the fractured rock mass grouting reinforcement technology.
In order to make the aforementioned objects, features and advantages of the present invention comprehensible, embodiments accompanied with figures are described in further detail below.
Example 1
The embodiment provides a visual three-dimensional crack slip casting experimental system under many effort, includes: an electro-hydraulic servo loading tester 5 (the model is WAW-2000D), a water injection module 7, a grouting module 6, a data acquisition module and a control module; the electro-hydraulic servo loading tester 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 all connected with the control module; the electro-hydraulic servo loading testing machine 5 is used for carrying a fractured rock mass model and applying a preset load to the carrying fractured rock mass model to simulate the initial ground stress of the actual fractured rock mass; the fractured rock mass model is a transparent model determined according to fracture parameters of an actual fractured rock mass as shown in figures 1-5; the transparent model is obtained by 3D printing of the frozen photosensitive resin material; a grouting hole 1 and a water injection hole 2 are arranged on the fractured rock mass model; 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 so as to simulate the underground water 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; and the grouting module 6 and the grouting hole 1 are sealed by epoxy resin AB glue. The data acquisition module is used for acquiring images and acoustic emission data of the surface of the fractured rock mass model after water injection and grouting; the control module is used for determining a slurry diffusion path in a fracture of the fractured rock mass model and strain field data in the fractured rock mass model according to the image of the surface of the fractured rock mass model after water injection and grouting; and determining the position and the expansion condition of the microcrack in the fractured rock mass model according to the acoustic emission signal. Specifically, the image of the fractured rock mass model surface after water injection and grouting comprises a first image and a second image; the first image is a surface image of one side of the fractured rock mass model provided with the grouting holes after water injection and grouting; the second image is a surface image of the fractured rock mass model after water injection and grouting, wherein the surface image is not provided with a grouting hole; the control module is used for determining a slurry diffusion path in a fractured rock mass model fracture according to the first image; and the control module is used for determining strain field data inside 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 arranged perpendicular to a carrying platform of the electro-hydraulic 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 superposed with the through hole on the carrying platform; 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 optical speckle 8 is arranged on the square plane of the fractured rock mass model, which is not provided with the grouting hole 1. In addition, a fissure surface water outlet 3 and a fissure grout outlet 4 are also arranged on the fissure rock mass model.
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 a square plane of the fractured rock mass model provided with the grouting holes 1 and is used for collecting slurry diffusion path images; the second high-speed camera is arranged at the square plane of the fractured rock mass model provided with the optical speckle 8 and is used for collecting strain field data in the fractured rock mass model; the acoustic emission monitoring device is used for acquiring acoustic emission signals at the fractured rock mass model.
Illustratively, the visualized three-dimensional fracture grouting experiment system under multiple acting forces provided by the embodiment further comprises a 3D printer, which is the Stratasys F7703D model.
Further, the grouting module 6 adopted by the invention can also comprise: the grouting machine, the slurry storage tank, the pressure detection device and the pressure barrel provided with the 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 hole 1 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; the control module is used for controlling the grouting machine to perform grouting into the fractured rock mass model through the grouting holes 1 when the pressure at the grouting pipe is greater than a pressure threshold value.
Example 2
The embodiment provides a visualized three-dimensional fracture grouting experiment method under multiple acting forces, which is applied to the visualized three-dimensional fracture grouting experiment system under the multiple acting forces described in embodiment 1, and the method comprises the following steps:
constructing a fractured rock mass model according to the fracture parameters of the actual fractured rock mass; the fractured rock mass model is a transparent model obtained by 3D printing of a frozen photosensitive resin material;
applying a preset load to the carrying fractured rock mass model to simulate the initial ground stress of the actual fractured rock mass;
injecting water into the fractured rock mass model to simulate the underground water pressure at the actual fractured rock mass;
grouting the fractured rock mass model;
collecting images and acoustic emission signals of the surface of the fractured rock mass model after water injection and grouting; the image is used for describing a slurry diffusion path in a fracture of the fractured rock mass model and strain field data in the fractured rock mass model; and the acoustic emission signal is used for determining the position and the expansion condition of the microcrack in the fractured rock mass model.
After the image of the fractured rock mass model surface after water injection and grouting is collected, the method further comprises the following steps:
adjusting grouting parameters and returning to the step of constructing a fractured rock mass model according to fracture parameters of the actual fractured rock mass; grouting parameters including slurry density, slurry proportion, grouting rate and grouting pressure.
In addition, after gathering the image on water injection slip casting back fracture rock mass model surface, still include:
adjusting fracture 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 fracture parameters include fracture dip angle, fracture opening, fracture surface roughness and fracture spatial distribution. The models of the rock mass of the gap corresponding to different fracture parameters are shown in figures 6-7.
Example 3
As shown in fig. 8, the embodiment provides a visualized three-dimensional fracture grouting experiment method under multiple acting forces, an adopted simulation experiment system includes 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 is as follows: and 3D printing the transparent fractured rock mass model. The 3D printer model Stratasys F7703D was used with a print volume of 13 cubic feet (372 liters) to meet the sample size requirements for this experiment. Firstly, scanning a rock real fracture by a CT scanning technology, importing the rock real fracture into a computer for three-dimensional reconstruction, calculating a JRC value of the rock real fracture, establishing a model of the processed data by an image analysis and visualization platform 3DSLICER, and finally inputting the model into a 3D printer for re-carving the rock mass fracture. Selecting the frozen photosensitive resin material as a similar material, manufacturing a transparent three-dimensional fractured rock mass model, and reserving a grouting hole and a water injection hole in the model. The model size is 1000mm 500mm, the single crack size is 400mm 2mm, and the joint spacing, inclination angle, opening degree and spatial distribution can be adjusted as required. In order to ensure that the slurry can enter each fracture, the fractures need to be communicated with each other. The water injection hole is prefabricated in the 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 made into various types with different roughness, different inclination angles, different shapes or different crossing modes according to the requirements, and a plurality of groups of cracks can be prefabricated and combined in different crossing modes. The joint can scan the real joint surface of the rock by a CT scanning technology, the real joint surface of the rock is led into a computer for three-dimensional reconstruction, joint spacing, inclination angle, openness, spatial distribution and a rough coefficient (JRC) value are obtained through calculation, and various joint parameters such as the joint spacing, the inclination angle, the openness, 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 manufacture 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; gaps need to be reserved between the upper loading plate and the left and right loading plates to ensure that the loading process is carried out smoothly, and the four corners of the model are all provided with triangular chamfers of 15mm by 30mm to ensure that the loading process is stable; the method comprises the steps of prefabricating non-through fractures with different angles and roughness in a fractured rock mass model by using a 3D printing technology, arranging grouting holes in the center of the front face of the fractured rock mass model, wherein the size of the grouting holes is phi 3mm, and arranging water injection holes in the center of the bottom of the fractured rock mass model, wherein the size of the water injection holes is phi 2 mm. The channels directly connected with the cracks are a slurry outlet and a water outlet, and the sizes of the channels are phi 2 mm; a grouting channel is arranged between the grouting hole and the grout outlet, the length of the grouting channel is half 250mm of the width of the model, a water injection channel is arranged between the water injection hole and the water outlet, the length of the grouting channel is half 500mm of the height of the model, and a grouting interface adapter is arranged at the grouting hole and sealed by using threads and epoxy resin AB glue.
The second step is that: and arranging a monitoring device. The acoustic emission probe is arranged on one side of a model without a grouting hole, the side with the grouting hole is painted to manufacture DIC (digital image speckle technology) optical speckle, two high-speed cameras are arranged, one high-speed camera is arranged on one side of the fractured rock mass model sample speckle to collect strain field data on the surface of the sample, and the other high-speed camera is arranged on the side of the sample without the speckle and is used for observing a slurry diffusion path in the fracture.
Specifically, acoustic emission probes are respectively arranged in the upper direction, the lower direction, the left direction and the right direction around a fissure on one side of a non-arranged grouting hole of a model, DIC optical speckle is manufactured by spraying paint on the other side of the model, two high-speed cameras are arranged, one high-speed camera is arranged right in front of a fractured rock mass model sample and used for collecting strain field data on the surface of the sample, the other high-speed camera is arranged 45 degrees above the sample in an inclined mode, and a slurry diffusion path in the fissure is observed.
The third step: the transparent fractured rock mass model applies initial ground stress. Fixing the fractured rock mass model at the central position of the electro-hydraulic servo loading testing machine, applying a set static load to the test sample, and simulating the initial ground stress state of the surrounding rock.
Four sides all set up the loading plate about the model, and the high strength plexiglas lid is installed additional to the testing machine outside, prevents the thick liquid blowout, protection experimenter and equipment safety.
The fourth step: and (5) installing an experiment protection device. And the resin glass cover bodies matched with the loading frame body are arranged on the periphery of the sample, so that the safety of experimenters and equipment is protected.
The 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 the pump, and a steel water injection nozzle is reserved in the center of a loading plate at the bottom of the loading testing machine and is positioned at the same position as a water injection hole of the fractured rock mass model. Before water injection, the grouting interface adapter is installed on a model grouting hole through threads and sealed by epoxy resin AB glue; then setting a water injection pressure value, turning on a power supply of a servo motor control pump, and injecting water into the model through a water injection nozzle at the bottom of the loading plate by using the servo motor control pump; after the water pressure is stable, the control pump is kept to be started, the water pressure of the water injection port is controlled to be constant, and the pressure-bearing underground water state of fractured rock mass occurrence in the actual engineering is simulated.
Specifically, a similar model is placed in the center of an electro-hydraulic servo loading testing machine, a pressure head of the testing machine is completely contacted with the model at a constant loading speed V of 0.01mm/s, vertical force and lateral confining pressure are gradually increased to the actually measured ground stress level of an actual engineering, water is injected into the model through a water injection hole at a fixed water pressure, and after the water pressure is stable, a control pump is kept on, and the water pressure of a water injection port is controlled to be constant.
And a sixth step: grouting the 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 detection 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 pipe 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 a grouting valve is arranged at one end of the high-pressure grouting pipe connected with the grouting machine; pouring the raw materials of the grout into a full-automatic stirring pressure barrel according to the proportion for stirring, adjusting the types and the proportion of the raw materials of the grout according to the requirement, setting grouting pressure, opening a power supply and a grouting valve of a grouting machine, opening a grouting interface converter after the pressure in the high-pressure grouting pipe reaches the preset pressure, and grouting the interior 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 stable, gradually reducing the grouting pressure to be equal to the water pressure, sealing the grouting interface adapter, and removing the grouting pipe; in the experimental process, a high-speed camera is adopted to continuously record the diffusion path and the deposition state of the slurry.
Specifically, grouting the fractured rock mass model through the grouting holes by fixed grouting pressure, observing a grout diffusion path, and recording the diffusion state and the deposition state of grout in the fractured rock mass model after indexes such as grout pressure and the like are stable. In the experiment, the digital image speckle technology is adopted to test the change of a strain field on the surface of a sample in the whole process, the acoustic emission technology is adopted to collect the expansion information of the microcracks in the sample in the whole process of deformation, and a high-speed camera is used to observe the grouting and diffusion process of fractured rocks.
The seventh step: grouting test of fractured rock mass with different engineering parameters. The method comprises the steps of 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 reinforcing 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 reinforcing effect, and analyzing the influence of different water pressures on the slurry diffusion path and the reinforcing effect.
Eighth step: grouting reinforcement effect experiment. After the grouting simulation experiment is finished, keeping the loading and water pressure of the model constant, standing the similar model for a certain time for maintenance, wherein the maintenance time is generally not more than 8h (in grouting construction, the gel time of single-liquid slurry is not more than 8h in principle, otherwise, the diffusion range of the slurry is difficult to control), continuously pressurizing by a loading tester after the maintenance is finished until the model is destroyed, and continuously monitoring by a high-speed camera and DIC monitoring equipment in the loading process.
The structural stress which can reach 100MPa at most is simulated through the electro-hydraulic servo loading tester, so that the magnitude of the ground stress borne by the rock body can be truly simulated; the long-time water pressure maintenance can be realized by controlling the pump through a high-precision closed-loop servo motor; the fractured rock mass model is manufactured by adopting a 3D printing photosensitive resin material under the freezing condition, the strength is ensured to be similar to that of an actual rock mass, the problem that the grout diffusion process in the fracture is difficult to transparently observe in the conventional grouting experiment is solved, and the grout diffusion process in the fracture in the rock mass grouting process is visually shown; measuring a strain field of the whole deformation process of the sample on one side of a grouting hole by adopting a digital image speckle technology (DIC), collecting microcrack expansion information in the sample in the whole process of an experiment on one side of a non-laid grouting hole by adopting an acoustic emission technology, and observing the grouting diffusion process of fractured rocks 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 grouting fractured rock masses in underground water environments. Simulating the slurry diffusion rule of different types of fractured rock masses under the true stress condition; slurry diffusion rules under the conditions of different fracture network distribution, fracture inclination angles, fracture openness, fracture roughness and the like and slurry diffusion rules under the conditions of different slurry densities, slurry proportions, grouting rates, grouting pressures and the like are simulated, and slurry expansion rule research in the prefabricated fractures, comparison research of the slurry diffusion rules under different influence factors in the prefabricated fractures and comparison research of effects before and after grouting reinforcement of the prefabricated fractured rock are realized.
The embodiments in the present description are described in a progressive manner, each embodiment focuses on differences from other embodiments, and the same and similar parts among the embodiments are referred to each other. For the system disclosed by the embodiment, the description is relatively simple because the system corresponds to the method disclosed by the embodiment, and the relevant points can be referred to the method part for description.
The principles and embodiments of the present invention have been described herein using specific examples, which are provided only to help understand the method and the core concept of the present invention; meanwhile, for a person skilled in the art, according to the idea of the present invention, the specific embodiments and the application range may be changed. In view of the above, the present disclosure should not be construed as limiting the invention.
Claims (10)
1. The utility model provides a visual three-dimensional crack slip casting experiment system under many effort which characterized in that includes:
the device comprises an electro-hydraulic servo loading testing machine, a water injection module, a grouting module, a data acquisition module and a control module;
the electro-hydraulic servo loading testing machine, the water injection module, the grouting module and the data acquisition module are all connected with the control module;
the electro-hydraulic 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 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 of a frozen photosensitive resin material; the fractured rock mass model is provided with a grouting hole and a water injection hole;
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 so as to simulate the underground water pressure at the actual fractured rock mass;
the grouting module is connected with the grouting hole;
the data acquisition module is used for acquiring images and acoustic emission data of the surface of the fractured rock mass model after water injection and grouting;
the control module is used for determining a slurry diffusion path in a fissure of the fractured rock mass model and strain field data in the fractured rock mass model according to the image of the surface of the fractured rock mass model after water injection and grouting; and determining the position and the expansion condition of the microcrack in the fractured rock mass model according to the acoustic emission signal.
2. The multi-force visual three-dimensional fracture grouting experiment system according to claim 1,
the fractured rock mass model is of a square cake-shaped structure;
the fractured rock mass model is arranged perpendicular to a carrying platform of the electro-hydraulic 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 superposed with the through hole on the carrying platform; 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 the square plane on which the grouting holes are not arranged on the fractured rock mass model is provided with optical speckle.
3. The system for the multi-force visualization three-dimensional fracture grouting experiment according to claim 2, wherein 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 both connected with the control module;
the first high-speed camera is arranged on a square plane of the fractured rock mass model, wherein the square plane is provided with a grouting hole, and the first high-speed camera is used for acquiring a slurry diffusion path image;
the second high-speed camera is arranged at a square plane of the fractured rock mass model provided with the optical speckle and is used for collecting strain field data in the fractured rock mass model;
the acoustic emission monitoring device is used for acquiring acoustic emission signals at the fractured rock mass model.
4. The system for the multi-force visualization three-dimensional fracture grouting experiment according to claim 1, wherein the system further comprises a 3D printer.
5. The system for performing multi-force visualization three-dimensional fracture grouting test according to claim 4, wherein the model of the 3D printer is Stratasys F7703D.
6. The system for the multi-force visualization three-dimensional fracture grouting experiment according to claim 1, wherein the grouting module comprises:
the grouting machine, the slurry storage tank, the pressure detection device and the pressure barrel provided with the 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 hole 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; the control module is used for controlling the grouting machine to perform grouting into the fractured rock mass model through the grouting hole when the pressure at the grouting pipe is greater than a pressure threshold value.
7. The multi-force visual three-dimensional fracture grouting experiment system according to claim 1,
the water injection module and the water injection hole are sealed through epoxy resin AB glue;
and the grouting module and the grouting hole are sealed by epoxy resin AB glue.
8. A multi-acting visual three-dimensional fracture grouting experiment method, which is applied to the multi-acting visual three-dimensional fracture grouting experiment system as claimed in any one of claims 1 to 7, and comprises the following steps:
constructing a fractured rock mass model according to the fracture parameters of the actual fractured rock mass; the fractured rock mass model is a transparent model obtained by 3D printing of a frozen photosensitive resin material;
applying a preset load to the carrying fractured rock mass model to simulate the initial ground stress of the actual fractured rock mass;
injecting water into the fractured rock mass model to simulate the underground water pressure at the actual fractured rock mass;
grouting the fractured rock mass model;
collecting images and acoustic emission signals of the surface of the fractured rock mass model after water injection and grouting; the image is used for describing a slurry diffusion path in a fracture of the fractured rock mass model and strain field data in the fractured rock mass model; and the acoustic emission signal is used for determining the position and the expansion condition of the microcrack in the fractured rock mass model.
9. The method for the three-dimensional fracture grouting experiment under multiple acting forces according to claim 8, wherein after the acquiring the image of the fractured rock mass model surface 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 fracture parameters of the actual fractured rock mass; the grouting parameters comprise slurry density, slurry proportion, grouting rate and grouting pressure.
10. The method for the three-dimensional fracture grouting experiment under multiple acting forces according to claim 8, wherein after the acquiring the image of the fractured rock mass model surface after water injection and grouting, the method further comprises the following steps:
adjusting fracture 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 fracture parameters comprise fracture inclination angle, fracture opening, fracture surface roughness and fracture space distribution.
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