Model test equipment for researching reinforcing effect of high-pressure jet grouting pile and research method
By designing a model test equipment for simulating the pile formation process of high-pressure rotary spray piles, the problem that traditional tunnel construction technology in the wind-created sand formation is difficult to consolidate the sand layer, and in-depth research on the reinforcement mechanism and effect of high-pressure rotary spray piles is achieved, and the safety and efficiency of tunnel construction are improved.
Patent Information
- Application Number
- CN202510191258.2
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-02-20
- Publication Date
- 2025-05-27
AI Technical Summary
In the wind-abundant sand formation, traditional tunnel construction technology is difficult to effectively diffuse and grout, and cannot consolidate the sand layer within the advance support range, which brings safety and efficiency problems to tunnel construction.
Design a model test equipment, including a test chamber, a rotary spray device, a pressure regulating device and a monitoring device, and study its reinforcement mechanism and effect by simulating the pile formation process of medium and high-pressure rotary spray piles in the wind-abundant sand formation.
This equipment can accurately restore the actual conditions of the wind-created sand formation, comprehensively simulate the pile formation process of high-pressure rotary spray piles, and the research results have high reliability and reference value, helping to optimize the equipment and methods of high-pressure rotary spray piles.
Smart Images
Figure CN120042240A_ABST
Abstract
Description
Technical Field
[0001] The present invention relates to the technical field of tunnel engineering tests, and particularly to a model test device and research method for studying the reinforcement effect of high-pressure jet grouting piles. Background Art
[0002] The aeolian sand stratum is a sand layer formed by wind transportation and accumulation, with the characteristics of uniform particles, silt-like, high density, and low water content. During tunnel construction, problems such as collapse and sand gushing are likely to occur, bringing great difficulties and risks to engineering construction. Traditional tunnel construction technologies, such as large pipe shed or small pipe grouting, are difficult to effectively spread in the aeolian sand stratum and cannot consolidate the sand layer within the advanced support range.
[0003] In view of the above problems, high-pressure jet grouting piles are used in related technologies to reinforce the aeolian sand stratum. The high-pressure jet grouting pile cuts and stirs the soil mass through a high-pressure jet flow, causing the soil particles to mix and solidify with cement to form a cylindrical consolidation body, so as to achieve the purpose of reinforcing the surrounding rock and improving the safety and efficiency of tunnel construction. At present, the application of high-pressure jet grouting pile technology in the construction of aeolian sand tunnels is still in the exploratory stage, and further research and tests are needed to optimize its equipment and methods. There is a lack of simulation test equipment for studying the reinforcement mechanism of high-pressure jet grouting in the aeolian sand stratum in related technologies. Summary of the Invention
[0004] The present invention aims to at least solve one of the technical problems existing in the prior art. For this reason, an object of the present invention is to provide a model test device and research method for studying the reinforcement effect of high-pressure jet grouting piles, which can use model tests to simulate the pile-forming process of high-pressure jet grouting piles in the aeolian sand stratum to study the reinforcement mechanism and effect of high-pressure jet grouting piles on the stratum.
[0005] The present application provides a model test device for studying the reinforcement effect of high-pressure jet grouting piles. The model test device includes a test box, a jet grouting device, a pressure regulating device, and a monitoring device. A geotechnical sample is arranged in the test box, and a grouting port is formed on one side of the test box; the jet grouting device is arranged in the test box, and the jet grouting device is provided with a nozzle that can move relative to the test box, and the nozzle can selectively extend into the grouting port to perform jet grouting on the geotechnical sample; the pressure regulating device is arranged in the test box, and the pressure regulating device is suitable for limiting and applying pressure to the geotechnical sample; the monitoring device is arranged in the test box, and the monitoring device is suitable for monitoring the dynamic changes of the geotechnical sample during the grouting process.
[0006] According to the model test device of the present application, the actual stratum conditions in the tunnel construction area of the aeolian sand stratum can be accurately restored, and the pile-forming process of the high-pressure jet grouting pile can be comprehensively restored. It can be used to study the reinforcement effect of the high-pressure jet grouting pile on the geotechnical sample, and the reliability and reference value of the research results are high.
[0007] According to some embodiments of the present application, the jet grouting device includes a bracket, a drill pipe, a pipeline, and a booster pump; the bracket is disposed in the test box; the drill pipe is disposed on the bracket, a nozzle is provided at an end of the drill pipe, and a grouting channel communicating with the nozzle is formed inside the drill pipe; one end of the pipeline is communicated with the grouting channel, and the other end is communicated with a slurry source; the booster pump is disposed on the pipeline to be adapted to pump the slurry to the nozzle.
[0008] According to some embodiments of the present application, the bracket is rotatably disposed in the test box, and a rotation axis of the bracket is parallel to an extending direction of the grouting port; the drill pipe is movably disposed on the bracket, and the drill pipe is adapted to move relative to the bracket in a direction perpendicular to the rotation axis of the bracket.
[0009] According to some embodiments of the present application, the drill pipe includes a first rod and a second rod, at least a part of the first rod is sleeved outside at least a part of the second rod, and the first rod and the second rod are adapted to move relative to each other along the axial direction of the drill pipe to be adapted to change the length of the drill pipe.
[0010] According to some embodiments of the present application, the pressure regulating device includes a plurality of pressure regulating parts, and at least two pressure regulating parts have different pressure regulating directions for the geotechnical sample.
[0011] According to some embodiments of the present application, the model test equipment further includes pressure plates, a plurality of pressure plates are configured, the plurality of pressure plates are respectively arranged in each pressure regulating direction of the geotechnical sample, and each pressure plate is respectively disposed between the geotechnical sample and the pressure regulating part.
[0012] According to some embodiments of the present application, the monitoring device includes an infrared imager, and the infrared imager is disposed in the test box to be adapted to monitor the morphological changes of the geotechnical sample and the formation process of the jet grouting pile.
[0013] According to some embodiments of the present application, the monitoring device further includes a strain gauge, and the strain gauge is disposed in the test box to be adapted to monitor the stress changes of the geotechnical sample.
[0014] According to some embodiments of the present application, the strain gauge is formed with at least one detection end, and the detection end and the pressure regulating device are respectively disposed on opposite sides of the geotechnical sample.
[0015] The present application also provides a research method for a model test equipment for studying the reinforcement effect of high-pressure jet grouting piles based on the above research. The research method includes the following steps:
[0016] S1. Select aeolian sand surrounding rock to make a geotechnical sample, and test the first mechanical properties of the geotechnical sample;
[0017] S2. Perform jet grouting on the geotechnical sample to form a jet grouting pile;
[0018] S3. Test the second mechanical property of the geotechnical sample after constructing the jet grouting pile and the third mechanical property of the jet grouting pile, compare the differences between the first mechanical property and the second mechanical property, and analyze the reinforcement effect of the jet grouting pile on the geotechnical sample in combination with the third mechanical property.
[0019] Additional aspects and advantages of the present invention will be given in part in the following description, become apparent in part from the following description, or be learned through the practice of the present invention. BRIEF DESCRIPTION OF THE DRAWINGS
[0020] The above and / or additional aspects and advantages of the present invention will become apparent and be readily understood from the following description of embodiments in conjunction with the accompanying drawings, in which:
[0021] Figure 1 is a schematic structural diagram of a model test device according to some embodiments of the present application.
[0022] REFERENCE NUMERALS:
[0023] Test box 10; Grouting port 11;
[0024] Geotechnical sample 20;
[0025] Spray head 31; Drill pipe 32; Bracket 33; Pipeline 34; Booster pump 35; Slurry source 36; Pressure gauge 37;
[0026] Pressure regulating device 40; Pressure plate 50;
[0027] Control system 60. DETAILED DESCRIPTION OF THE EMBODIMENTS
[0028] Embodiments of the present invention will be described in detail below. Examples of the embodiments are shown in the accompanying drawings, where the same or similar reference numerals denote the same or similar elements or elements having the same or similar functions throughout. The embodiments described below with reference to the accompanying drawings are exemplary only for explaining the present invention and should not be construed as limiting the present invention.
[0029] Reference will be made below to Figure 1 describe a model test device for studying the reinforcement effect of high-pressure jet grouting piles according to an embodiment of the present invention.
[0030] The present application provides a model test device for studying the reinforcement effect of high-pressure jet grouting piles. The model test device includes a test box 10, a jet grouting device, a pressure regulating device 40, and a monitoring device. A geotechnical sample 20 is arranged in the test box 10, and a grouting port 11 is formed on one side of the test box 10. The jet grouting device is arranged in the test box 10. The jet grouting device is provided with a nozzle 31 that can move relative to the test box 10. The nozzle 31 can selectively extend into the grouting port 11 to perform jet grouting on the geotechnical sample 20. The pressure regulating device 40 is arranged in the test box 10. The pressure regulating device 40 is suitable for limiting the geotechnical sample 20 and applying pressure. The monitoring device is arranged in the test box 10. The monitoring device is suitable for monitoring the dynamic changes of the geotechnical sample 20 during the grouting process.
[0031] According to the model test device of the present application, the geotechnical sample 20 is taken in the aeolian sand stratum. The geotechnical sample 20 is arranged in the test box 10. The pressure regulating device 40 applies pressure to the geotechnical sample 20 to simulate the actual compressive environment conditions of the aeolian sand stratum, which can accurately restore the stratum characteristics and improve the reference value of the research results. By performing jet grouting on the geotechnical sample 20 through the jet grouting device, the pile-forming process of the jet grouting pile during the actual tunnel construction process can be simulated. The monitoring device is used to monitor and record the dynamic changes of the geotechnical sample 20 and the pile-forming process of the jet grouting pile in real time during the grouting process, which can simulate the pile-forming process of the jet grouting pile in the actual scenario and obtain relevant data. By detecting the mechanical properties of the geotechnical sample 20 and the jet grouting pile and combining the monitoring results of the monitoring device, the reinforcement effect of the high-pressure jet grouting pile on the geotechnical sample 20 can be studied.
[0032] According to the model test device of the present application, the actual stratum conditions of the tunnel construction area in the aeolian sand stratum can be accurately restored, and the pile-forming process of the high-pressure jet grouting pile can be comprehensively restored. It can be used to study the reinforcement effect of the high-pressure jet grouting pile on the geotechnical sample, and the reliability and reference value of the research results are high.
[0033] According to some embodiments of the present application, the jet grouting device includes a support 33, a drill pipe 32, a pipeline 34, and a booster pump 35; the support 33 is disposed in the test box 10; the drill pipe 32 is disposed on the support 33, and a nozzle 31 is rotatably disposed at the end of the drill pipe 32. A grouting channel communicating with the nozzle 31 is formed inside the drill pipe 32; one end of the pipeline 34 communicates with the grouting channel, and the other end communicates with a slurry source 36; the booster pump 35 is disposed on the pipeline 34 to be adapted to pump the slurry to the nozzle 31. In this embodiment, the drill pipe 32 is installed on the test box 10 through the support 33. The drill pipe 32 can drive the nozzle 31 to extend into the test box 10 from the grouting port 11. The booster pump 35 extracts the slurry and transports the high-pressure slurry to the nozzle 31 through the pipeline 34 and the grouting channel. The slurry is sprayed at a high speed from the nozzle 31 to rotate and impact the geotechnical specimen 20 to form a jet grouting pile. In some embodiments, the jet grouting device further includes a pressure gauge 37. The pressure gauge 37 is disposed on the pipeline 34 for monitoring the pressure of the slurry in the pipeline 34. In some embodiments, one or more flow channels for spraying the slurry outward are formed inside the nozzle 31, and the flow channels communicate with the grouting channel. In some embodiments, the nozzle 31 forms an inlet cone angle at the axial end, which can improve the machining accuracy and surface finish of the flow channels formed inside the geotechnical specimen 20. In some embodiments, the nozzle 31 is made of ruby, so as to have high hardness and wear resistance.
[0034] According to some embodiments of the present application, the support 33 is rotatably disposed in the test box 10, and the rotation axis of the support 33 is parallel to the extension direction of the grouting port 11; the drill pipe 32 is movably disposed on the support 33, and the drill pipe 32 is adapted to move relative to the support 33 in a direction perpendicular to the rotation axis of the support 33. In this embodiment, the support 33 can rotate relative to the test box 10 and can drive the drill pipe 32 and the nozzle 31 to move relative to the grouting port 11; the drill pipe 32 can move relative to the support 33 and can drive the nozzle 31 to move further relative to the grouting port 11. The jet grouting device of this embodiment can adjust the relative position with the specimen box, which can ensure that the drill pipe 32 and the nozzle 31 can be selectively aligned with the grouting port 11 axially, thereby improving the operability and selectivity of the grouting process and the accuracy and stability of the grouting process during the research. In specific practice, it can be selected to make the drill pipe 32 and the nozzle 31 axially aligned with the grouting port 11 after the slurry spraying is stable for jet grouting.
[0035] In some embodiments, the specimen box is composed of a plurality of side plates, and a grouting port 11 is opened on one of the side plates; as Figure 1 shown, the support 33 includes a first section and a second section. The first section and the second section are vertically connected, and the first section is vertically disposed with the side plate of the specimen box where the grouting port 11 is opened and can rotate relative to the specimen box; the second section is parallel to the side plate of the specimen box where the grouting port 11 is opened, and the drill pipe 32 is disposed thereon. The drill pipe 32 can move along the extension direction of this section of the support 33.
[0036] It should be noted that Figure 1 In Figure 1 , the grouting port 11 is arranged on the side plate at the top of the specimen box, which can simulate the construction process of a jet grouting pile extending in the vertical direction. However, the setting position of the grouting port 11 is not limited to the side plate at the top, and it can also be arranged on the left side plate of the specimen box, etc., to simulate the construction process of a jet grouting pile extending in the horizontal direction.
[0037] According to some embodiments of the present application, the drill rod 32 includes a first rod and a second rod. At least a part of the first rod is sleeved outside at least a part of the second rod. The first rod and the second rod are adapted to move relative to each other along the axial direction of the drill rod 32 to be adapted to change the length of the drill rod 32. In this embodiment, the length of the drill rod 32 changes by the relative movement of the first rod and the second rod, so as to be able to drive the nozzle 31 to drill into or out of the geotechnical specimen 20.
[0038] According to some embodiments of the present application, the pressure regulating device 40 includes a plurality of pressure regulating parts, and at least two pressure regulating parts have different pressure regulating directions for the geotechnical specimen 20. In this embodiment, by setting a plurality of pressure regulating parts to apply pressures in multiple directions to the geotechnical specimen 20, the actual compressed environmental conditions of the aeolian sand formation are simulated by applying pressures to the geotechnical specimen 20, and the reduction degree of the formation characteristics is improved, thereby improving the reference value of the research results.
[0039] In some embodiments, the pressure regulating parts can be configured as three, which apply pressures to the geotechnical specimen 20 from three directions respectively, and the three pressure directions are perpendicular to each other in pairs. As Figure 1 shown, one pressure regulating part is arranged below the geotechnical specimen 20, one pressure regulating part is arranged on the right side of the geotechnical specimen 20, and the other pressure regulating part is arranged at the rear of the geotechnical specimen 20 (not shown in the figure) to apply pressures in three directions to the geotechnical specimen 20.
[0040] Furthermore, the pressure regulating device 40 can be configured as a hydraulic device, including an electric hydraulic pump. The electric hydraulic pump includes an oil pressure control unit, and the pressure regulating part is configured as a hydraulic jack. The acting force of the hydraulic jack is adjusted by the electric hydraulic pump, and the applied pressure data can be displayed and recorded on the electric hydraulic pump for research and analysis.
[0041] According to some embodiments of the present application, the model test equipment further includes pressure plates 50. A plurality of pressure plates 50 are configured, and the plurality of pressure plates 50 are respectively arranged in each pressure regulating direction of the geotechnical specimen 20, and each pressure plate 50 is respectively arranged between the geotechnical specimen 20 and the pressure regulating part. In this embodiment, the pressure plates 50 are arranged between the pressure regulating part and the geotechnical specimen 20, and can uniformly transfer the pressure applied by the pressure regulating part to the geotechnical specimen 20.
[0042] According to some embodiments of the present application, the monitoring device includes an infrared imager, which is disposed in the test chamber 10 to be adapted to monitor the morphological changes of the geotechnical specimen 20 and the formation process of the jet grouting pile. In this embodiment, by providing the infrared imager to observe and record the morphological changes of the geotechnical specimen 20 and the formation process of the jet grouting pile during the grouting process, it provides a basis for the research on the reinforcement effect of the jet grouting pile.
[0043] According to some embodiments of the present application, the monitoring device further includes a strain gauge, which is disposed in the test chamber 10 to be adapted to monitor the stress changes of the geotechnical specimen 20. In this embodiment, by providing the strain gauge to measure and record the stress changes of the geotechnical specimen 20 during the grouting process, it also provides a basis for the research on the reinforcement effect of the jet grouting pile.
[0044] It should be noted that Figure 1 the position of the monitoring device in only represents the existence state of the monitoring device, and does not represent the actual installation position of the monitoring device. The actual installation position of the monitoring device is reasonably selected and set according to the uses and usage characteristics of each part.
[0045] Furthermore, the monitoring device further includes a high-speed camera, which is used to record the morphological changes of the geotechnical specimen 20 and the pile forming process of the jet grouting pile during the grouting process. The high-speed camera has the advantages of high resolution and high sensitivity, and can record the instantaneous changes of the geotechnical specimen 20 and the grouting when the slurry jets and impacts the geotechnical specimen 20, and can more clearly record the spatio-temporal development process of the reinforcement of the geotechnical specimen 20 by the jet grouting pile, providing more basis for the research on the reinforcement effect of the jet grouting pile.
[0046] According to some embodiments of the present application, the strain gauge is formed with at least one detection end, and the detection end and the pressure regulating device 40 are respectively disposed on opposite sides of the geotechnical specimen 20. In this embodiment, the pressure regulating device 40 is adapted to apply pressure to the geotechnical specimen 20, and the strain gauge is adapted to detect the stress of the geotechnical specimen 20; during the construction of the model test equipment, the detection result of the strain gauge can be used as the reference data for the pressure applied by the pressure regulating device 40; during the grouting process, the stress of the geotechnical specimen 20 will change due to the influence of grouting, and the strain gauge can detect and record this stress change.
[0047] According to some embodiments of the present application, the model test equipment further includes a control system 60, which is connected to the jet grouting device, the pressure regulating device 40 and the monitoring device. The control system 60 is used to control the movement of the drill rod 32 and the nozzle 31, to control the booster pump 35 to adjust the slurry pressure and flow rate, and to control the electro-hydraulic pump to adjust the pressure applied to the geotechnical specimen 20, so that the entire model test equipment can coordinate to complete various set tasks.
[0048] The present application also proposes a research method for a model test device based on the above research on the reinforcement effect of high-pressure jet grouting piles. The research method includes the following steps:
[0049] S1. Select aeolian sand surrounding rock to make a geotechnical specimen 20, and test the first mechanical properties of the geotechnical specimen 20;
[0050] S2. Carry out jet grouting on the geotechnical specimen 20 to form a jet grouting pile;
[0051] S3. Test the second mechanical properties of the geotechnical specimen 20 after constructing the jet grouting pile and the third mechanical properties of the jet grouting pile, compare the differences between the first mechanical properties and the second mechanical properties, and analyze the reinforcement effect of the jet grouting pile on the geotechnical specimen 20 in combination with the third mechanical properties.
[0052] According to the research method of the present application, step S1 specifically includes: screening aeolian sand surrounding rock through visual observation and CT scanning to select a geotechnical specimen 20 without obvious cracks inside and outside, and using a cavitation acoustic vibration test bench to conduct a pseudo-triaxial loading experiment to obtain physical and mechanical parameters such as the compressive strength of the geotechnical specimen 20, that is, the first mechanical properties.
[0053] According to the research method of the present application, step S2 specifically includes: placing the geotechnical specimen 20 in the test box 10, adjusting the pressure regulating device 40 to apply pressure to the geotechnical specimen 20; moving the drill rod 32 and the nozzle 31 to make the nozzle 31 rotate and vertically incident along the center of the end face of the geotechnical specimen 20 to cut the geotechnical specimen 20, so as to drill a flow channel for grouting in the geotechnical specimen 20; after the flow channel is built, control the booster pump 35 to make the slurry spray out from the nozzle 31 in the form of a high-pressure jet, and move the drill rod 32 and the nozzle 31 to carry out jet grouting to form a jet grouting pile. When drilling the flow channel and jet grouting, the position of the nozzle 31 can be set to be offset 4-6 cm relative to the grouting port 11 first, and after the jet velocity is stable, then move the nozzle 31 to the position directly opposite to the center of the grouting port 11 for work.
[0054] According to the research method of the present application, step S3 specifically includes: testing the second mechanical properties of the geotechnical specimen 20 after constructing the jet grouting pile; separating the jet grouting pile from the geotechnical specimen 20, testing parameters such as the effective length, pile body diameter, contact area and adhesion of the pile body of the jet grouting pile, and at the same time testing physical and mechanical parameters such as the compressive strength of the jet grouting pile, that is, the third mechanical properties; comparing the differences between the first mechanical properties and the second mechanical properties, and analyzing the reinforcement effect of the jet grouting pile on the geotechnical specimen 20 in combination with the third mechanical properties.
[0055] In some embodiments, to reduce the test error and improve the reliability and accuracy of the research results, the test can be repeated multiple times. When conducting the test, the same batch and the same piece of aeolian sand surrounding rock are selected to make the geotechnical specimen 20.
[0056] According to the research method of the present application, the construction process of the jet grouting pile in the aeolian sand stratum can be restored by using the model test equipment. Through the comparison before and after pile formation, the reinforcement effect of the high-pressure jet grouting pile on the geotechnical sample 20 can be studied, and the reliability and reference value of the research results are high.
[0057] In the description of the present invention, it should be understood that the orientation or positional relationship indicated by the terms "center", "longitudinal", "transverse", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", "axial", "radial", "circumferential", etc. are based on the orientation or positional relationship shown in the drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of the present invention.
[0058] In the description of the present invention, the "first feature" and "second feature" may include one or more of such features.
[0059] In the description of the present invention, the meaning of "a plurality" is two or more.
[0060] In the description of the present invention, the first feature being "above" or "below" the second feature may include the first and second features being in direct contact, or may include the first and second features not being in direct contact but being in contact through additional features therebetween.
[0061] In the description of the present invention, the first feature being "above", "over" and "on" the second feature includes the first feature being directly above and obliquely above the second feature, or merely indicating that the horizontal height of the first feature is higher than that of the second feature.
[0062] In the description of this specification, the description with reference to terms such as "an embodiment", "some embodiments", "schematic embodiments", "examples", "specific examples", or "some examples", etc. means that the specific features, structures, materials, or characteristics described in connection with the embodiment or example are included in at least one embodiment or example of the present invention. In this specification, the schematic representations of the above terms do not necessarily refer to the same embodiment or example. Moreover, the specific features, structures, materials, or characteristics described may be combined in any one or more embodiments or examples in a suitable manner.
[0063] Although the embodiments of the present invention have been shown and described, those of ordinary skill in the art can understand that various changes, modifications, substitutions, and variations can be made to these embodiments without departing from the principles and spirit of the present invention, and the scope of the present invention is defined by the claims and their equivalents.
Claims
1. A model test equipment for studying the reinforcement effect of high-pressure jet grouting piles, characterized in that: include: A test box, wherein a rock and soil sample is arranged in the test box, and a grouting port is formed on one side of the test box; A rotary jetting device, the rotary jetting device is arranged in the test box, the rotary jetting device is provided with a nozzle that can move relative to the test box, and the nozzle can selectively extend into the grouting port to perform rotary jetting grouting on the rock and soil sample; A pressure regulating device, the pressure regulating device is arranged in the test box, and the pressure regulating device is suitable for limiting the position of the rock and soil sample and applying pressure; A monitoring device is arranged in the test box, and the monitoring device is suitable for monitoring the dynamic changes of the rock and soil sample during the grouting process.
2. The model test equipment for studying the reinforcement effect of high-pressure jet grouting piles according to claim 1 is characterized in that: The rotary spraying device comprises: A bracket, wherein the bracket is arranged in the test box; A drill rod, the drill rod is arranged on the bracket, the nozzle is arranged at the end of the drill rod, and a grouting channel connected with the nozzle is formed inside the drill rod; a pipeline, one end of which is connected to the grouting channel, and the other end of which is connected to a slurry source; A booster pump is arranged on the pipeline to be suitable for pumping the slurry to the nozzle.
3. The model test equipment for studying the reinforcement effect of high-pressure jet grouting piles according to claim 2 is characterized in that: The bracket is rotatably arranged on the test box, and the rotation axis of the bracket is parallel to the extension direction of the grouting port; the drill rod is movably arranged on the bracket, and the drill rod is suitable for moving relative to the bracket in a direction perpendicular to the rotation axis of the bracket.
4. The model test equipment for studying the reinforcement effect of high-pressure jet grouting piles according to claim 2 is characterized in that: The drill rod comprises a first rod and a second rod, at least a portion of the first rod is sleeved outside at least a portion of the second rod, and the first rod and the second rod are suitable for relative movement along the axial direction of the drill rod to change the length of the drill rod.
5. The model test equipment for studying the reinforcement effect of high-pressure jet grouting piles according to claim 1 is characterized in that: The pressure regulating device comprises a plurality of pressure regulating parts, and at least two of the pressure regulating parts have different pressure regulating directions on the rock and soil sample.
6. The model test equipment for studying the reinforcement effect of high-pressure jet grouting piles according to claim 5 is characterized in that: Also includes: The pressure plate is constructed in multiple numbers, and the multiple pressure plates are respectively arranged in each pressure adjustment direction of the geotechnical sample, and each pressure plate is respectively set between the geotechnical sample and the pressure adjustment part.
7. The model test equipment for studying the reinforcement effect of high-pressure jet grouting piles according to claim 1 is characterized in that: The monitoring device comprises: An infrared imager is arranged in the test box to monitor the morphological changes of the rock and soil samples and the formation process of the jet grouting piles.
8. The model test equipment for studying the reinforcement effect of high-pressure jet grouting piles according to claim 7 is characterized in that: The monitoring device also includes: A strain gauge is arranged in the test box to monitor the stress change of the rock and soil sample.
9. The model test equipment for studying the reinforcement effect of high-pressure jet grouting piles according to claim 8, characterized in that: The strain gauge is formed with at least one detection end, and the detection end and the voltage regulating device are respectively arranged on two opposite sides of the rock and soil sample.
10. A research method for a model test device for studying the reinforcement effect of high-pressure jet grouting piles based on any one of claims 1 to 9, characterized in that: The following steps are involved: S1. Select aeolian sand surrounding rock to make a rock and soil sample, and test the first mechanical properties of the rock and soil sample; S2, performing jet grouting on the rock and soil sample to form a jet grouting pile; S3. Test the second mechanical properties of the rock and soil samples after the jet grouting piles are constructed, as well as the third mechanical properties of the jet grouting piles. Compare the difference between the first and second mechanical properties and analyze the reinforcement effect of the jet grouting piles on the rock and soil samples in combination with the third mechanical properties.