Simulation test system and method for pressure-reducing and cutting-off grouting of water-fissure under high osmotic pressure

Abstract

The application discloses a kind of high permeability pressure under water fissure pressure reduction cut-off grouting simulation test system and method, it includes grouting chamber, sequence grouting pipe fittings, multiple pressure detection components, first grouting material holding cavity, second grouting material holding cavity and grouting pump, wherein, grouting chamber is set in the grouting pipe outlet of sequence grouting pipe fittings, and can be inserted into each position of grouting chamber;Material held in first grouting material holding cavity is foamed silicate water plugging material, material held in second grouting material holding cavity is reinforced silicate plugging material, sequence grouting pipe fittings foamed silicate water plugging material is injected into grouting cavity middle part to form sealing blocking layer, and reinforced silicate plugging material is injected into the sealing blocking space on the other side of relative water inlet, to truly simulate the test effect of pressure reduction cut-off grouting in high permeability pressure environment under wellbore deep excavation, provide technical support for broken water-rich zone strata modification and water inrush risk control.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of grouting plugging, in particular to a pressure reduction and cutting-off grouting simulation test system and method for water seepage fissures under high permeation pressure. BACKGROUND

[0002] In the process of mining and tunneling, it is found that the surrounding rock fissures are developed, in addition to the main seepage channels composed of fractured rock mass, there are also a large number of small seepage fissures. The fissures are interconnected and cannot be plugged at the same time, and the on-site grouting is always in a dynamic water grouting state. This leads to a part of the slurry flowing away from the seepage fissure before it solidifies, and the grouting effect is greatly reduced, and serious material waste is caused. In order to solve the above problems, it is necessary to simulate the grouting effect under dynamic water environment to find the best plugging method, so an experimental device which can truly simulate the grouting effect under dynamic water environment is urgently needed.

[0003] The patent application with the application number CN201610917944.4 provides a dynamic water grouting test device for simulating different filling fissures. The device is used for grouting under the conditions of good parameters such as water head pressure, water injection flow rate, grouting pressure, etc. The device is used for grouting after the specially designed rubber pad is laid in the test model box, the corresponding small hole position is provided with a grouting pipe and a pressure measuring device, the outer end is connected with a water injection device, a grouting device and a waste liquid collection device, and the slurry is configured. However, the air tightness of the grouting test device is not good, which greatly affects the accuracy of the collected parameters, and the grouting sealing effect under high pressure environment cannot be simulated. Moreover, the grouting pipe is fixedly arranged, and only one kind of slurry can be injected in a single test, so the grouting effect of multiple slurries cannot be simulated at the same time. Therefore, the real effect of multiple slurry auxiliary grouting plugging in complex environment cannot be simulated. SUMMARY

[0004] In order to overcome the water inrush engineering risk caused by the occurrence characteristics of deep strata and the disturbance of shaft excavation, the present application provides a pressure reduction and cutting-off grouting simulation test system and method for water seepage fissures under high permeation pressure, so as to truly simulate the test effect of pressure reduction and cutting-off grouting under high permeation pressure environment in deep shaft excavation, improve the grouting plugging rate, and provide technical support for modification of broken water-rich area strata and water inrush risk control.

[0005] To solve the above technical problems, the technical scheme adopted by the present application is:

[0006] The simulation test system for pressure reduction and cutting-off grouting of water seepage fracture under high osmotic pressure comprises a grouting chamber, a sequential grouting pipe, a plurality of pressure detection components, a first grouting material storage chamber, a second grouting material storage chamber and a grouting pump, wherein the grouting chamber is filled with gravel, the first end of the grouting chamber is provided with a water inlet, the top near the end of the grouting chamber is provided with an overflow outlet, the grouting outlet of the sequential grouting pipe is arranged in the grouting chamber and can be inserted into each position of the grouting chamber, the plurality of pressure detection components are arranged on the grouting chamber along the length extension direction of the grouting chamber, the first grouting material storage chamber and the second grouting material storage chamber are connected with the sequential grouting pipe through the grouting pump, the material stored in the first grouting material storage chamber is foamed silicate water blocking material, and the material stored in the second grouting material storage chamber is reinforced silicate sealing material.

[0007] Preferably, the sequential grouting pipe comprises long and short grouting pipes which are respectively inserted into the grouting chamber from the end of the grouting chamber, the length of the long grouting pipe inserted into the grouting chamber is greater than the length of the short grouting pipe inserted into the grouting chamber, and the length of the long grouting pipe inserted into the grouting chamber is greater than half of the length of the grouting chamber.

[0008] Preferably, the sequential grouting pipe comprises a first grouting pipe inserted into the grouting chamber from the first end of the grouting chamber and a second grouting pipe inserted into the grouting chamber from the end of the grouting chamber.

[0009] Preferably, the sequential grouting pipe is a grouting pipe which is inserted into the grouting chamber from the end of the grouting chamber and can freely adjust the length of the pipe body inserted into the grouting chamber.

[0010] Preferably, the grouting pipe connected with the second grouting material storage chamber and the water inlet are arranged at two ends of the grouting chamber, and the grouting pipe connected with the second grouting material storage chamber and the overflow outlet are arranged on the same side.

[0011] Preferably, the first grouting material storage chamber and the second grouting material storage chamber are respectively connected with the first input port and the second input port of a piston type pneumatic double-liquid grouting pump, and the first output port and the second output port of the piston type pneumatic double-liquid grouting pump are respectively connected with the sequential grouting pipe through the grouting pipeline.

[0012] Preferably, a plurality of static mixers are arranged in the grouting pipeline between the piston type pneumatic double-liquid grouting pump and the sequential grouting pipe, and the plurality of static mixers are arranged in series along the length extension direction of the grouting pipeline.

[0013] Preferably, the grouting pipeline and the sequential grouting pipe are detachably connected.

[0014] The application further provides a high-permeability pressure water-fissure pressure-reducing and cutting-off grouting simulation test method using the high-permeability pressure water-fissure pressure-reducing and cutting-off grouting simulation test system.

[0015] S1, filling the grouting chamber with gravel;

[0016] S2, continuously injecting water flow into the grouting chamber through the water injection port;

[0017] S3, injecting a certain amount of foamed portland cement water-blocking slurry into the front half of the grouting chamber through the sequence grouting pipe, and stopping for a period of time, and observing the overflow port at the top of the grouting chamber; when the overflow port at the top of the grouting chamber no longer overflows water flow, the foamed portland cement water-blocking slurry is no longer injected, and vice versa, the step S3 is cycled.

[0018] S4, when the overflow port at the top of the grouting chamber no longer overflows water flow, injecting reinforced portland cement sealing slurry into the rear half of the grouting chamber through the layered sequence grouting pipe, and observing the overflow port at the top of the grouting chamber; when the overflow port at the top of the grouting chamber overflows the reinforced portland cement sealing slurry, the grouting is completed.

[0019] Preferably, when the reinforced portland cement sealing slurry is injected into the grouting chamber, the value of the pressure detection component at the end of the grouting chamber is observed in real time; when the pressure detection component at the end of the grouting chamber detects that the pressure value reaches a preset peak value, the grouting is stopped.

[0020] The application has the following beneficial effects:

[0021] The application provides conditions for simulating a high-pressure dynamic water environment by setting the water injection port, and provides sequence grouting pipe pieces capable of extending into various positions of the grouting chamber, which are used for injecting the foamed portland cement water-blocking material into the middle of the grouting chamber to form a sealing blocking layer, and injecting the reinforced portland cement sealing material into the sealing blocking space on the other side of the water injection port, so as to truly simulate the test effect of pressure-reducing and cutting-off grouting under a high-permeability pressure environment; that is, the water channel is first blocked by the foamed portland cement water-blocking material, and then the cracks in the sealing blocking space are filled with the reinforced portland cement sealing material, until the slurry overflows from the overflow port at the top of the grouting chamber, and all pressure change parameters in the grouting process are recorded by the pressure detection component, which provides technical support for modification of a broken water-rich zone formation and water inrush risk control.

[0022] The application truly simulates the test effect of pressure-reducing and cutting-off grouting under a high-permeability pressure environment in the deep part of the shaft by adopting the sequence of foaming first and then reinforcing to realize grouting, so as to improve the grouting blocking rate. BRIEF DESCRIPTION OF DRAWINGS

[0023] Figure 1 The structural principle schematic diagram of the pressure-reducing and intercepting grouting simulation test system for the water seepage fracture under high osmotic pressure is shown in Embodiment 1 of the present application.

[0024] Figure 2 The flow rule diagram of the foamed grouting slurry in the process of grouting by using the pressure-reducing and intercepting grouting simulation test method for the water seepage fracture under high osmotic pressure is shown in Embodiment 2 of the present application.

[0025] Figure 3 The flow rule diagram of the reinforcing grouting slurry in the process of grouting by using the pressure-reducing and intercepting grouting simulation test method for the water seepage fracture under high osmotic pressure is shown in Embodiment 2 of the present application.

[0026] Figure 4 The internal pressure change diagram of the grouting chamber in the process of grouting by using the pressure-reducing and intercepting grouting simulation test method for the water seepage fracture under high osmotic pressure is shown in Embodiment 2 of the present application.

[0027] The labels of the components in the drawings are as follows:

[0028] 1, grouting chamber; 11, water injection port; 12, overflow port; 2, sequence separation grouting pipe fitting; 21, long grouting pipe; 22, short grouting pipe; 3, pressure detection component; 4, first grouting material holding cavity; 5, second grouting material holding cavity; 6, grouting pump; 7, grouting pipeline. DETAILED DESCRIPTION

[0029] The preferred embodiments of the present application are described in detail below with reference to the drawings, so that the advantages and features of the present application can be more easily understood by those skilled in the art, and the protection scope of the present application is more clearly and definitely defined.

[0030] Embodiment 1

[0031] Embodiment 1 of the present application provides a pressure-reducing and intercepting grouting simulation test system for water seepage fracture under high osmotic pressure, which is used for truly simulating the test effect of plugging of multiple slurry combinations in a flowing water environment, providing reference indexes and data for plugging of micro water seepage fractures generated in the process of mining and tunneling or mine shafts, and providing technical support for modification of broken water-rich strata and control of water inrush risks.

[0032] As Figure 1As shown, the high permeability pressure under water fracture pressure reduction cutoff grouting simulation test system comprises a grouting chamber 1, a sequential grouting pipe 2, a plurality of pressure detection components 3, a first grouting material storage cavity 4, a second grouting material storage cavity 5 and a grouting pump 6. The grouting chamber 1 is filled with gravel, and the first end is provided with a water inlet 11 to provide a high-pressure water simulation environment for the test. The top near the end is provided with an overflow port 12, and the excess water flow and slurry can overflow from the overflow port 12. The grouting outlet of the sequential grouting pipe 2 is arranged in the grouting chamber 1 and can extend into each position of the grouting chamber 1, so that grouting can be performed at different positions in the grouting chamber. A plurality of pressure detection components 3 are uniformly arranged on the grouting chamber 1 along the length extension direction of the grouting chamber 1 to monitor the pressure received by each part of the grouting chamber in real time. The first grouting material storage cavity 4 and the second grouting material storage cavity 5 are connected with the sequential grouting pipe 2 through the grouting pump. The material stored in the first grouting material storage cavity 4 is a foamed silicate water plugging material, and the Macro Yu brand fire-retardant silicate foaming material is preferably used. The material stored in the second grouting material storage cavity 5 is a reinforced silicate sealing material, and the Macro Yu brand silicate resin is preferably used. Under the high-pressure water environment, the foamed silicate water plugging material is injected into the middle of the grouting cavity through the sequential grouting pipe 2 to form a sealing blocking layer, and the reinforced silicate sealing material is injected into the sealing blocking space on the other side of the water inlet 11, thereby simulating the test effect of pressure reduction cutoff grouting under high permeability pressure environment.

[0033] The grouting chamber 1 is made of a whole transparent material, which can facilitate the observation of the slurry flow phenomenon during the grouting process. Preferably, the grouting chamber 1 is a cylindrical cavity integrally formed by acrylic.

[0034] As shown in Figure 1 The sequential grouting pipe 2 comprises a long grouting pipe 21 and a short grouting pipe 22, which extend into the grouting chamber 1 from the end of the grouting chamber 1. The length of the long grouting pipe 21 extending into the grouting chamber 1 is greater than that of the short grouting pipe 22. The length of the long grouting pipe 21 extending into the grouting chamber 1 is greater than half the length of the grouting chamber 1. The long grouting pipe 21 is used to inject the foamed silicate water plugging material into the grouting chamber 1, and the short grouting pipe 22 is used to inject the reinforced silicate sealing material into the grouting chamber 1.

[0035] When the long grouting pipe 21 injects the foamed silicate water plugging material into the middle of the grouting cavity to form a sealing blocking layer, the water flow of the water inlet 11 continues to flow into the end of the grouting chamber 1. The short grouting pipe 22 injects the reinforced silicate sealing material into the sealing blocking space on the other side of the water inlet 11 to fill and seal all the pores in the sealing blocking space until the slurry overflows from the overflow port 12 at the top of the grouting chamber 1.

[0036] The sequential grouting pipe fitting 2 can also adopt other structural forms. For example, the sequential grouting pipe fitting 2 includes a first grouting pipe with one end extending into the grouting chamber 1 from the first end of the grouting chamber 1, and a second grouting pipe with one end extending into the grouting chamber 1 from the end of the grouting chamber 1. Specifically, the first grouting pipe is set in the middle of the grouting chamber 1. The first grouting pipe is used to inject foamed silicate water-blocking material into the grouting chamber 1, and the second grouting pipe is used to inject reinforced silicate sealing material into the grouting chamber 1.

[0037] The sequential grouting fitting 2 can also be a grouting pipe that extends from the end of the grouting chamber 1 into the grouting chamber 1 and whose length can be freely adjusted. The grouting pipe body is slidably and airtightly connected to the cavity wall of the grouting chamber 1 to ensure the airtightness of the grouting chamber 1. When the outlet of the sequential grouting fitting 2 is adjusted to the middle of the grouting chamber 1, it is connected to the first grouting material holding cavity 4 through the grouting pipe 7 to inject foamed silicate water-blocking material into the grouting chamber 1; when the outlet of the sequential grouting fitting 2 is adjusted to the end of the grouting chamber 1, it is connected to the second grouting material holding cavity 5 through the grouting pipe 7 to inject reinforced silicate sealing material into the grouting chamber 1.

[0038] Regardless of how the structure of the sequential grouting pipe fitting 2 changes, the grouting pipe fitting connected to the second grouting material holding chamber 5 is always located at both ends of the grouting chamber 1, separate from the water inlet 11, and the grouting pipe fitting connected to the second grouting material holding chamber 5 is located on the same side as the overflow outlet 12.

[0039] Specifically, the first grouting material holding chamber 4 and the second grouting material holding chamber 5 are connected to the sequential grouting pipe fitting 2 via a piston-type pneumatic dual-liquid grouting pump 6, as shown below. Figure 1 As shown, the first grouting material holding chamber 4 and the second grouting material holding chamber 5 are respectively connected to the first inlet and the second inlet of a piston-type pneumatic dual-liquid grouting pump 6. The first outlet and the second outlet of the piston-type pneumatic dual-liquid grouting pump 6 are connected to one end of the grouting pipe 7 through a T-connector. The other end of the grouting pipe 7 is connected to the sequential grouting fitting 2. Furthermore, the grouting pipe 7 is equipped with multiple static mixers, which are arranged in series along the length of the grouting mixing pipe to fully mix the grout passing through the grouting pipe 7.

[0040] Since the grouting pipe 7 needs to be grouted with a variety of different grouts during the grouting process, and the grouting pipe 7 needs to be cleaned in time after each grouting, the grouting pipe 7 and the sequential grouting fitting 2 are detachably connected.

[0041] The high-permeability water infiltration fracture pressure-reducing blocking grouting simulation test system provided by the embodiment of the present application provides conditions for simulating a high-pressure dynamic water environment through the water injection port 11, and sets the subsequence grouting pipe 2 capable of extending into each position of the grouting chamber 1, which is used for injecting the foamed silicate water blocking material into the middle part of the grouting chamber to form a sealing blocking layer, and injecting the reinforced silicate sealing material into the sealing blocking space on the other side of the water injection port 11, so as to truly simulate the test effect of the pressure-reducing blocking grouting under a high-permeability water infiltration environment. That is, the water channel is first blocked by the foamed silicate water blocking material, and then the cracks in the sealing blocking space are filled and grouted by the reinforced silicate sealing material until the grout overflows from the overflow port 12 at the top of the grouting chamber 1, and the pressure change parameters in the grouting process are recorded by the pressure detection component 3, thereby providing technical support for the modification of the broken water-rich zone stratum and the control of water inrush risk.

[0042] Embodiment 2

[0043] The embodiment 2 of the present application provides a high-permeability water infiltration fracture pressure-reducing blocking grouting simulation test method using the high-permeability water infiltration fracture pressure-reducing blocking grouting simulation test system in the embodiment 1, which comprises the following steps:

[0044] S1, filling the grouting chamber 1 with gravel;

[0045] S2, continuously injecting water flow into the grouting chamber 1 through the water injection port 11;

[0046] S3, injecting a certain amount of foamed silicate water blocking grout into the front half of the grouting chamber 1 through the subsequence grouting pipe 2, and observing the overflow port 12 at the top of the grouting chamber 1, when the overflow port 12 at the top of the grouting chamber 1 no longer overflows water flow, the foamed silicate water blocking grout is no longer injected, and vice versa, the step S3 is repeated.

[0047] S4, when the overflow port 12 at the top of the grouting chamber 1 no longer overflows water flow, the reinforced silicate sealing grout is injected into the rear half of the grouting chamber 1 through the layered subsequence grouting pipe, and the overflow port 12 at the top of the grouting chamber 1 is observed, when the overflow port 12 at the top of the grouting chamber 1 overflows the reinforced silicate sealing grout, the grouting is completed.

[0048] Wherein, before a certain amount of foamed silicate water blocking grout is injected into the front half of the grouting chamber 1, the grouting chamber must be completely filled with water, the water flow continuously overflows from the overflow port 12 at the top of the grouting chamber, and the pressure detection components 3 at each position are observed, and the grouting can be started only under the condition that the pressure in the grouting chamber is balanced.

[0049] It should be noted that the grouting pipe 7 needs to be cleaned in time after each grouting is completed.

[0050] When injecting the reinforced silicate sealing slurry into the grouting chamber 1, the value of the pressure detection component 3 at the end of the grouting chamber 1 is observed in real time, and when the pressure detection component 3 at the end of the grouting chamber 1 detects a pressure value reaching a preset peak value, the grouting is stopped. Preferably, the preset peak value is 1 MPa.

[0051] It should be noted that during the grouting process, if the grouting pressure starts to suddenly rise, it indicates that part of the slurry has begun to harden, and the grouting must be stopped immediately.

[0052] For further illustration, the present application specifically adopts a transparent cylindrical grouting chamber 1 with a size of Φ150mm*1600mm to perform experimental operations, and pressure detection components 3 are arranged at the front ends and the top end of the grouting chamber 1 at 375mm, 750mm, 1125mm from the end of the grouting chamber 1 as the starting point;

[0053] S1, filling the cylindrical grouting chamber 1 with a size of Φ150mm*1600mm with gravel;

[0054] S2, connecting the water injection port 11 to a 0.2 MPa stable water source to continuously inject water flow into the grouting chamber 1;

[0055] S3, injecting 2L of foamed silicate water sealing slurry into the front half of the grouting chamber 1 through the layered and sequenced grouting pipe 2, and observing the foaming of the foamed silicate water sealing slurry and the overflow port 12 at the top of the grouting chamber 1, when the overflow port 12 at the top of the grouting chamber 1 no longer overflows water flow, the foamed silicate water sealing slurry is no longer injected, and vice versa, the step S3 is repeated;

[0056] S4, when the overflow port 12 at the top of the grouting chamber 1 no longer overflows water flow, injecting the reinforced silicate sealing slurry into the rear half of the grouting chamber 1 through the layered and sequenced grouting pipe, and observing the overflow port 12 at the top of the grouting chamber 1, when the overflow port 12 at the top of the grouting chamber 1 overflows the reinforced silicate sealing slurry, the grouting is completed.

[0057] During the above grouting process, the outer contour of the slurry flow is recorded every 5s, and the slurry flow regularity graph during the reinforced grouting process is drawn, as shown in Figure 2 The change of liquid pressure in different test processes is recorded, the pressure gauge reading interval is 1s, and the average pressure value is calculated. The change of internal pressure of the grouting chamber 1 during the water pressure test and the grouting process is shown in Figure 3 .

[0058] Figure 4(a) is the pressure change in the grouting chamber 1 before grouting, the curve can be divided into three stages, the first stage is during the water injection process, from 0 to 19s, the pressure gradually increases, and the internal water pressure reaches 1MPa. The second stage is after the water injection stops, from 19s to 51s, the water pressure gradually decreases. The third stage is the drainage pressure relief stage, from 51s to 55s, the water pressure in the grouting chamber 1 rapidly decreases. In each stage of the water pressure test, the pressure at different positions remains basically the same, indicating that the grout-filled grouting chamber 1 has good internal liquid connectivity, and the chamber has good sealing performance during grouting.

[0059] Figure 4 (b) is the pressure change in the grouting chamber 1 during the foaming grouting stage, t1 represents the time when foaming grouting starts, the pressure in the grouting chamber 1 has small fluctuations during the initial stage of grouting t1+0 to t1+35s, and then the curve basically remains flat, basically consistent with the external water pressure. The foaming grouting stage can be divided into the grouting process and the foaming process, according to the grouting stop rule of the foaming grouting stage, the grouting has been completed at t1+120s, t1+120s to t1+240s is the foaming stage, the volume of the foaming slurry in the reaction expands, and the pressure gauge reading remains unchanged during this process. After t1+240s, it can be found that the grout pipe stops discharging water, and the flowing water in the sealed blocking space on the other side of the water inlet 11 has become static water, indicating that the foaming silicate water plugging material has formed a sealing blocking layer in the grouting chamber, blocking the water flow.

[0060] Figure 4(c) is the change of pressure in the reinforcement grouting stage in the grouting chamber 1, the pressure curve at 1125 mm is obviously different from the pressure curve trend at 375 mm and 750 mm. t2 is the time when the reinforcement grouting starts, the pressure at 375 mm and 750 mm can be divided into four stages, the first stage is t2+0 to t2+13s, which shows that the grouting pressure gradually rises to 0.5 MPa; the second stage is t2+13 to t2+138s, as the grouting continues, the slurry pressure fluctuates around 0.45 MPa and gradually stabilizes; the third stage is t2+138s to t2+154s, which shows that the pressure rises rapidly, the reasons are that the reinforcement slurry has completely filled the pores in the left gravel, and the foaming grouting area is filled; the second is that as the grouting proceeds, the reinforcement slurry injected into the grouting chamber 1 first has begun to react and gradually harden. The fourth stage is after t2+155, according to the stop rule of reinforcement grouting stage, the slurry pressure stops grouting after reaching 1 MPa, and then the pressure drops rapidly to 0. The reason is that after stopping grouting, the slurry has a backflow phenomenon, which causes the internal pressure of the grouting chamber 1 to drop sharply. For the position of 1125 mm, between t2+0 and t2+165s, the pressure is always maintained at 0.2 MPa, because in the foaming grouting stage, the flowing water has been blocked, the pores in the middle of the grouting chamber 1 are blocked, and the pores on the left and right sides are no longer connected, so the grouting pressure cannot be transmitted to the right side.

[0061] After grouting is completed, the grouting body is demolded and cored, and the porosity of the sample is detected:

[0062] The grouting filling rate η is the ratio of the difference in rock porosity before and after grouting to the rock porosity before grouting. Here, the porosity is calculated by measuring the density. The bulk density of the gravel used before the test is p0=1500 kg / m 3 , the approximate density of the rock is p=2700 kg / m 3 , and the porosity before grouting can be represented by the formula P=1-p0 / p. The porosity before grouting is 0.44.

[0063] After grouting, the density of the compacted area can reach 2.017 g / cm 3 , and the self-density of the grouting material is 1.23-1.375 g / cm 3 , so the porosity after filling is 0.02. The grouting filling rate can be calculated to be 95.5%.

[0064] The high-permeability pressure water seepage fracture pressure reduction and cutting grouting simulation test method in embodiment 2 of the present application is aimed at the occurrence characteristics of deep strata and the water inrush engineering risk caused by shaft excavation disturbance, and through the high-permeability pressure water seepage fracture pressure reduction and cutting grouting simulation test device, the test effect of pressure reduction and cutting grouting is realized by adopting the sequence of foaming first and then reinforcing for grouting under the high-permeability pressure environment of deep shaft excavation, the grouting plugging rate is improved, and technical support is provided for strata modification and water inrush risk control in broken water-rich areas.

[0065] The above is only an embodiment of the present application, and does not limit the patent scope of the present application, and any equivalent structure or equivalent process transformation using the content of the specification and drawings, or direct or indirect application in other related technical fields, are also included in the patent protection scope of the present application.

Claims

1. A simulation test system for pressure relief and shutoff grouting of water-fissured fractures under high osmotic pressure, characterized in that, include: The system comprises a grouting chamber, sequential grouting pipes, multiple pressure detection components, a first grouting material holding chamber, a second grouting material holding chamber, and a grouting pump. The grouting chamber is filled with crushed stone. A water inlet is located at the beginning of the grouting chamber, and an overflow outlet is located at the top near the end of the grouting chamber. The outlet of the sequential grouting pipes is located within the grouting chamber and can extend into various positions within the grouting chamber. Multiple pressure detection components are evenly distributed along the length of the grouting chamber. The first and second grouting material holding chambers are connected to the sequential grouting pipes via the grouting pump. The first grouting material holding chamber contains foamed silicate water-blocking material, and the second grouting material holding chamber contains reinforced silicate sealing material. The first grouting material holding cavity and the second grouting material holding cavity are respectively connected to the first input port and the second input port of a piston-type pneumatic dual-liquid grouting pump, and the first output port and the second output port of the piston-type pneumatic dual-liquid grouting pump are respectively connected to the sequential grouting pipe fittings through grouting pipes; The sequential grouting pipe fitting includes a long grouting pipe and a short grouting pipe, each extending into the grouting chamber from one end. The length of the long grouting pipe extending into the grouting chamber is greater than the length of the short grouting pipe extending into the grouting chamber, and the length of the long grouting pipe extending into the grouting chamber is greater than half the length of the grouting chamber. The long grouting pipe of the sequential grouting fitting injects foamed silicate water-blocking grout into the first half of the grouting chamber. When the overflow port at the top of the grouting chamber no longer overflows, the short grouting pipe of the sequential grouting fitting injects reinforced silicate sealing grout into the second half of the grouting chamber.

2. The high permeability water-fissure pressure-reducing shutoff grouting simulation test system according to claim 1, characterized in that, The grouting pipe between the piston-type pneumatic dual-liquid grouting pump and the sequential grouting pipe fitting is equipped with multiple static mixers, which are connected in series along the length of the grouting pipe.

3. The high permeability water-fissure pressure-reducing and shutoff grouting simulation test system according to claim 1, characterized in that, The grouting pipe and the sequential grouting fittings are detachably connected.

4. A method for simulating pressure relief and cutoff grouting of water-fissured fractures under high osmotic pressure, characterized in that, The pressure reduction and truncation grouting simulation test system for seepage fractures under high osmotic pressure as described in claim 1 includes the following steps: S1. The grouting chamber is filled with crushed stone; S2. Continuously inject water into the grouting chamber through the water inlet; S3. Inject foamed silicate water-blocking grout into the front half of the grouting chamber through the long grouting pipe. After standing for a period of time, observe the overflow port at the top of the grouting chamber. When the overflow port at the top of the grouting chamber no longer overflows water, stop injecting foamed silicate water-blocking grout. Otherwise, repeat step S3. S4. When water no longer overflows from the overflow port at the top of the grouting chamber, inject reinforced silicate sealing grout into the rear half of the grouting chamber through the short grouting pipe. Observe the overflow port at the top of the grouting chamber. When reinforced silicate sealing grout overflows from the overflow port at the top of the grouting chamber, the grouting is completed.

5. The method according to claim 4, wherein, When injecting reinforced silicate sealing grout into the grouting chamber, the pressure detection component at the end of the grouting chamber is monitored in real time. Grouting is stopped when the pressure detected by the pressure detection component at the end of the grouting chamber reaches the preset peak value.

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