CN116047024A - Grouting lifting three-dimensional model test device and test method - Google Patents
Grouting lifting three-dimensional model test device and test method Download PDFInfo
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Abstract
The invention discloses a grouting lifting three-dimensional model test device, wherein a grouting pipe extends into a test soil sample from the bottom end of a test barrel in a mode of penetrating the bottom of the test barrel upwards and injects slurry into the test soil sample through a grouting pump, an exhaust mechanism is embedded in the grouting pipe and communicated with the inside of the grouting pipe through the exhaust mechanism, gas in a slurry conveying pipeline and the grouting pipe during grouting is timely discharged, a flowmeter and a pressure gauge are further arranged on the slurry conveying pipeline, a plurality of miniature soil pressure gauges and miniature pore water pressure gauges are arranged in the test soil sample, and a plurality of sensing displacement gauges are arranged on the surface of the test soil sample. The invention also provides a test method thereof. The invention avoids the problems of inconvenient pore forming, difficult grouting and hole sealing and inconvenient surface displacement measurement of the test soil sample in the test barrel; through the exhaust mechanism arranged on the grouting pipe, the influence of the grouting diffusion dominant channel formed by gas or liquid in the grouting pipe on the grouting diffusion of the grouting model test slurry is avoided.
Description
Technical Field
The invention relates to the technical field of rock-soil grouting engineering, in particular to a grouting lifting three-dimensional model test device and a test method.
Background
The problems of cracking and tilting of structures such as ballastless tracks, traditional residential houses, cultural relics, buildings and the like caused by foundation deformation due to factors such as underground space development and utilization, underground resource exploitation and the like, and even collapse are a series of problems which are brought into the great attention of engineering circles. The construction structure comprises an upper structure and a lower foundation, the complex interaction between the upper structure and the stratum causes the deformation problem of different degrees, the deformation process of the construction structure needs to be recovered, the normal use of the construction structure is not affected, the construction structure has great risk and complexity, the recovery process is the reverse process of the deformation process of the construction structure, the nonlinear change characteristic is obvious, and therefore, a reliable, economical and reasonable foundation treatment method is needed to solve the problems. The grouting reinforcement technology has the advantages of safety, economy, simple equipment, short construction period and small influence on the existing structure and surrounding environment, so that the grouting reinforcement technology is widely applied to the fields of geotechnical engineering and geological engineering, and is particularly applied to reinforcement, lifting correction and protection engineering of the traditional resident structure and ancient cultural relic building.
The grouting lifting technology is used as a developing application of grouting reinforcement technology, and can be traced to the 'squeeze grouting' method starting from the United states in the 30 th century, and later the technology is gradually popularized and continuously developed. On one hand, due to the concealment of grouting engineering and the complexity of a rock and soil body, the existing grouting lifting theory is established aiming at the assumption and simplification of the established engineering example, meanwhile, the grouting lifting effect is not generated in a short time, but gradually accumulates and dynamically develops, the influence of different lifting embodiments on a stratum and a built structure is different facing to the increasingly complex engineering, and the existing theory cannot be used for guiding practice very effectively. On the other hand, in cultural relic protection engineering, the requirements on the accuracy and the environmental protection of grouting lifting control of lifting deviation correction of a structure are high, the grouting effect is too short, namely, the engineering effect is not obvious when lifting displacement is small, the engineering problem can not be effectively solved, and the normal use of an engineering object is influenced or secondary damage is generated when the lifting displacement is too large.
In a strict sense, grouting lifting is a challenging technology, and relates to a series of complex rock-soil mass parameters, grouting variables, lifting object characteristics and the like, and the grouting lifting problem of a building structure is more complex relative to the lifting problem of a track plate and a tunnel, the on-site grouting lifting effect has instability and uncertainty, and meanwhile, the stratum lifting effect generally continuously fluctuates with time until stable, so that due to the complexity of geological conditions and the difference of the building structure, the law is difficult to study in many cases, and the situation is not predicted by the existing lifting theory. Therefore, prediction and control of lifting displacement caused by grouting are one of key problems to be solved in grouting engineering design and construction. The indoor grouting model test is one of effective methods for researching grouting technology, has the advantages of simplicity in operation and low cost, and can be used for verifying grouting design parameters and exploring grouting theory, so that the development of a grouting lifting model test device and a grouting lifting model test method is particularly urgent for researching grouting lifting control theory.
The currently disclosed Chinese patents (CN 113791068A, CN 113341109A) related to grouting lifting model test devices are all lifting tests aiming at an underground tunnel structure so as to research the lifting effect of grouting on the tunnel structure, have obvious application limitation, and cannot be applied to related model tests for researching grouting lifting deviation correcting on-ground building structures. In addition, the existing more grouting model test devices often bring the problem which is easy to ignore in grouting engineering practice into a model test, and the problem has obvious influence on test research results, for example, in engineering practice sites, the influence of gas in grouting holes or grouting pipes on grouting effects is often ignored, and the model test is due to size limitation, the existence of gas in grouting pipes is ignored in the grouting model test process, so that the gas acts on a model test soil sample in the grouting process to form a grouting diffusion dominant channel, and the grouting model test effect and the accuracy of results are influenced. In addition, the grouting pipe is installed from the upper surface of the soil body through the existing grouting model test, the limitation of the size of a soil sample in the model test rock test is omitted, and therefore hole sealing is difficult or surface grouting and leakage are easy to occur in the grouting process, and test failure or test result deviation is large.
Disclosure of Invention
The invention aims to solve the technical problems of overcoming the defects in the prior art, and provides a grouting lifting three-dimensional model test device and a grouting lifting three-dimensional model test method, which can simulate grouting model tests under different environmental water occurrence conditions, avoid the problems of inconvenient hole forming, difficult grouting hole sealing and inconvenient surface displacement measurement of a test soil sample in a test barrel, improve the success rate of the test and avoid the influence of a grouting diffusion dominant channel formed by gas or liquid in a grouting pipe on grouting model test slurry diffusion.
In order to solve the technical problems, the invention adopts the following technical scheme:
the utility model provides a three-dimensional model test device of slip casting lifting, includes test barrel and slip casting pipe, it has experimental soil sample to fill in the test barrel, the entrance point of slip casting pipe passes through thick liquid pipeline and is connected with the slip casting pump, the exit end of slip casting pipe extends in to experimental soil sample with the mode of upwards running through test barrel bottom from the bottom of test barrel and injects thick liquid in the experimental soil sample through the slip casting pump, the slip casting pipe is last to be embedded to have exhaust mechanism and to pass through exhaust mechanism and the inside intercommunication of slip casting pipe in time discharge slip casting time thick liquid pipeline and the gas in the slip casting pipe, still be equipped with on the thick liquid pipeline and be used for in the thick liquid pipeline of real time acquisition thick liquid flow rate's flowmeter, and be used for in the thick liquid pipeline of real time acquisition thick liquid pressure's manometer, be equipped with a plurality of miniature soil pressure gauges and miniature pore pressure gauge that are used for in the real time acquisition experimental soil sample, the surface of experimental soil sample is equipped with a plurality of sensing displacement gauges that are used for real time acquisition experimental soil sample surface displacement data, flowmeter, each pressure gauge, each pore pressure gauge and each data acquisition and all are connected with host computer data acquisition and data processing and are gathered through each water pressure gauge and all data acquisition and data processing and are connected to miniature host computer.
Further, the exhaust mechanism comprises an exhaust pipe, one section of the exhaust pipe is embedded in the grouting pipe and extends towards the top end of the outlet of the grouting pipe, the other section of the exhaust pipe penetrates through the pipe wall of the grouting pipe to the outside of the grouting pipe and is used for discharging gas in the grouting pipe and saturated liquid at the outlet end of the grouting pipe, and a section of the exhaust pipe, far away from the grouting pipe, is provided with a first gate valve.
Further, a return pipe is arranged on the slurry conveying pipeline, one end of the return pipe is communicated with the slurry conveying pipeline, and the other end of the return pipe is communicated with a slurry barrel of the grouting pump and used for detecting whether the grouting pump and the flowmeter can work normally and stably.
Further, the flowmeter is arranged on a slurry conveying pipeline between the grouting pump and the return pipe, a second gate valve is arranged on the slurry conveying pipeline, a third gate valve is arranged on the return pipe, and the second gate valve is arranged on one side, away from the grouting pump, of the return pipe and used for controlling the slurry in the slurry conveying pipeline to be converted between flowing to the grouting pipe and flowing to the return pipe together with the third gate valve.
Further, the pressure gauge and the return pipe are communicated with a slurry conveying pipeline through a three-way joint, and the slurry conveying pipeline is communicated with a grouting pump and a grouting pipe through a quick-release joint.
Further, the bottom of test barrel is equipped with mounting hole and the sleeve that runs through from top to bottom, the sleeve cartridge is in the mounting hole, the card is equipped with elastic sealing washer between mounting hole and the sleeve, sleeve's both ends cover is equipped with gasket and nut in proper order, each nut and sleeve threaded connection and through tightening each nut so that sleeve and the bottom fastening connection of test barrel, grouting pipe runs through in the sleeve and with sleeve fastening connection.
Further, a threaded cylinder is arranged on the circumference of the grouting pipe in a surrounding mode, a sealing rubber pad is arranged at the bottom of the threaded cylinder, and the threaded cylinder is in threaded connection with the sleeve in a mode of sleeving one end of the sleeve, which is located on the outer side of the test barrel, and is tightly attached to the sealing rubber pad.
Further, a plurality of grouting holes are uniformly distributed on a section of the grouting pipe, which is positioned in the test soil sample.
Further, the test barrel is made of transparent materials, the test soil sample is transparent particles, pore liquid is filled in gaps of the test soil sample, the pore liquid is transparent solution, a camera for collecting slurry diffusion image data in the test barrel in real time is arranged on one side of the test barrel, and the camera is connected with the host computer and transmits collected data to the host computer for processing and analysis.
Further, a bracket is arranged in the test barrel, and a plurality of clamping grooves for installing each miniature soil pressure gauge and miniature pore water pressure gauge are formed in the bracket.
Further, the test barrel comprises an inner barrel and an outer barrel, the test soil sample is filled in the inner barrel, the outer barrel is arranged on the periphery of the inner barrel in a surrounding mode, a plurality of cavities for filling pore liquid are arranged between the outer barrel and the inner barrel, the cavities are communicated with the inner barrel so that the pore liquid flows between the inner barrel and each cavity and is filled in a gap of the test soil sample, water inlet holes and water outlet holes communicated with the cavities are formed in the outer barrel, and the water inlet holes and the water outlet holes are connected with sealing valves.
Further, a plurality of communication holes are formed in the inner barrel, the communication holes are uniformly distributed in the inner barrel, one end of each communication hole is communicated with the inner portion of the inner barrel, the other end of each communication hole is communicated with the inner portion of each cavity and used for flowing water or pore liquid, and each communication hole is provided with a filter screen and used for preventing test soil samples from entering each cavity through the filter screen.
Further, the cavity comprises a water inlet cavity and a water outlet cavity, the water inlet hole is arranged on an outer barrel connected with the water inlet cavity, a plurality of water outlet holes are formed in the outer barrel connected with the water outlet cavity, and the water outlet holes are uniformly distributed in the vertical direction to realize different water level differences.
A grouting lifting three-dimensional model test method comprises the following steps:
step one: the grouting pipe is arranged at the bottom of the test barrel and extends upwards into the test barrel, then a gate valve arranged on the grouting pipe is closed, then a bracket provided with a plurality of micro soil pressure gauges and micro pore water pressure gauges is placed in the test barrel, each micro soil pressure gauge and each micro pore water pressure gauge are connected with a data acquisition instrument, and the data acquisition instrument is connected with a host computer;
step two: spreading the test soil sample in layers in a test barrel, filling water or pore liquid into a plurality of cavities arranged on the circumference of the test barrel according to the occurrence condition of the required test environmental water, and allowing the pore liquid to flow into the test soil sample in the test barrel; the grouting lifting test of common soil samples with different water contents does not need to inject water or pore liquid;
step three: then, arranging a plurality of sensing displacement meters on the surface of the test soil sample, and connecting each sensing displacement meter with a data acquisition instrument;
step four: the grouting pipe is connected with a grouting pump through a slurry conveying pipeline, a flowmeter and a pressure gauge which are connected with a data acquisition instrument are arranged on the slurry conveying pipeline, an exhaust mechanism is arranged on the grouting pipe, then the grouting pump is started, and whether the grouting pump, the flowmeter and the exhaust mechanism can work normally and stably is tested in sequence;
Step five: when the exhaust mechanism stably discharges the slurry, the exhaust mechanism is closed to start a grouting lifting test in a test soil sample, and all acquired data are captured in real time and stored;
step six: after the grouting test is finished, each device is cleaned.
Further, in the first step, after the grouting pipe is installed and the gate valve arranged on the grouting pipe is closed, a preset hole on the test barrel is sealed, a barrel cover is covered on the test barrel, then a vacuum pump penetrates through the barrel cover to vacuumize the test barrel, and then a vacuum meter is observed to test the air tightness of the test barrel and the grouting pipe.
Further, in the third step, when the transparent soil three-dimensional visual grouting lifting model is tested, all gate valves communicated with the outside of the test barrel are closed, a sealing cover for vacuumizing on the vacuum pump is covered on the test barrel and is tightly connected with an elastic rubber pad on the test barrel, the vacuum pump is started and vacuumizes the test barrel to accelerate the saturation speed of pore liquid in the experimental soil sample, and after the experimental soil sample is quickly visualized, the vacuum pump is closed and the sealing cover is detached.
Compared with the prior art, the invention has the advantages that:
according to the invention, the grouting pipe is arranged at the bottom of the test barrel and extends into the test soil sample, so that the problems of inconvenient hole forming, difficult grouting hole sealing and inconvenient earth surface displacement measurement of the test soil sample in the test barrel are firstly avoided, the grouting test failure caused by earth surface leakage and slurry stringing in the grouting process is avoided to a certain extent, the success rate of the test is improved, the sensor displacement meter is conveniently arranged on the surface of the test soil sample, the displacement data of the surface of the test soil sample are conveniently collected in real time, and grouting model tests with different grouting depths or different overburden soil thicknesses are realized by the fourth grouting pipe extending into the test soil sample in different lengths; the influence of gas in the grouting pipe on grouting effect is considered through the exhaust mechanism arranged on the grouting pipe, so that the influence of a grouting diffusion dominant channel formed by gas or liquid in the grouting pipe on grouting model test slurry diffusion is avoided, and the problem of difficult hole sealing of a grouting hole in the grouting pipe and test failure or larger deviation of test results caused by ground slurry stringing and slurry leakage are avoided; the test device not only can complete a grouting lifting model test of a common and transparent test soil sample, but also can be applied to a related three-dimensional model test for researching a grouting slurry diffusion theory and a grouting lifting deviation correcting ground building structure, and can be used for simulating and researching the relation between ground stress, pore water pressure, slurry diffusion and stratum displacement and time-varying rule caused by grouting under the conditions of different soil bodies, grouting parameters, upper loads and environmental water occurrence, and analyzing a grouting lifting mechanism and a lifting effect, and is mainly used for the model test research of the ground surface lifting theory caused by grouting so as to realize the deep research of a grouting lifting technology and provide scientific basis for grouting lifting engineering design and construction.
Drawings
Fig. 1 is a schematic structural diagram of a three-dimensional model test device for grouting lifting.
Fig. 2 is a schematic structural view of a sleeve of a grouting lifting three-dimensional model test device.
Fig. 3 is a schematic view of the external structure of a grouting pipe of the grouting lifting three-dimensional model test device.
Fig. 4 is a schematic cross-sectional structure of a grouting pipe of the grouting lifting three-dimensional model test device.
Fig. 5 is a schematic top view of the inner and outer barrels of the grouting lifting three-dimensional model test device.
FIG. 6 is a schematic diagram of a side cross-sectional structure of an inner barrel and an outer barrel of a grouting lifting three-dimensional model test device.
Fig. 7 is a schematic top view of a support of the grouting lifting three-dimensional model test device.
FIG. 8 is a schematic side sectional view of a support of a grouting lifting three-dimensional model testing device.
Fig. 9 is a schematic top view of the mounting base of the grouting lifting three-dimensional model test device.
Fig. 10 is a schematic side view of a mounting base of a three-dimensional model test device with elevated grouting.
Legend description:
1. a test barrel; 11. a mounting hole; 12. a sleeve; 13. an elastic sealing ring; 14. a gasket; 15. a nut; 16. an inner barrel; 17. an outer tub; 18. a cavity; 181. a water inlet cavity; 182. a water outlet cavity; 2. grouting pipe; 21. a thread cylinder; 22. sealing rubber cushion; 23. grouting holes; 3. testing a soil sample; 31. a sensing displacement meter; 4. a slurry delivery conduit; 41. a grouting pump; 411. a pulp barrel; 42. a flow meter; 43. a pressure gauge; 44. a return pipe; 45. a second gate valve; 46. a third gate valve; 47. a three-way joint; 48. quick-release connectors; 5. an exhaust mechanism; 51. an exhaust pipe; 52. a first gate valve; 6. a data acquisition instrument; 61. a host; 7. a camera; 8. a bracket; 81. a clamping groove; 9. and (5) a mounting seat.
Detailed Description
The invention is described in further detail below with reference to the drawings and the specific examples.
As shown in fig. 1 to 10, the three-dimensional model test device and the test method for grouting lifting of the embodiment comprise a test barrel 1 and a grouting pipe 2, wherein a test soil sample 3 is filled in the test barrel 1, the inlet end of the grouting pipe 2 is connected with a grouting pump 41 through a slurry conveying pipeline 4, the outlet end of the grouting pipe 2 extends from the bottom end of the test barrel 1 to the test soil sample 3 in a mode of penetrating the barrel bottom of the test barrel 1 upwards and injects slurry into the test soil sample 3 through the grouting pump 41, an exhaust mechanism 5 is embedded on the grouting pipe 2 and communicated with the interior of the grouting pipe 2 through the exhaust mechanism 5, and gas in the slurry conveying pipeline 4 and the grouting pipe 2 is discharged in time, the slurry conveying pipeline 4 is also provided with a flowmeter 42 for collecting the slurry flow in the slurry conveying pipeline 4 in real time and a pressure meter 43 for collecting the slurry pressure in the slurry conveying pipeline 4 in real time, a plurality of miniature soil pressure meters and miniature pore water pressure meters for collecting the soil pressure in the test soil sample 3 in real time are arranged in the test soil sample 3, the surface of the test soil sample 3 is provided with a plurality of sensing displacement meters 31 for collecting the surface displacement data of the test soil sample 3 in real time, and the flowmeter 42, the pressure meter 43, each miniature soil pressure meter, each miniature pore water pressure meter and each sensing displacement meter 31 are all connected with the data collecting instrument 6 and used for capturing and storing each collected data through the data collecting instrument 6, and the data collecting instrument 6 is connected with the host 61 and used for processing and analyzing each collected data through the host 61. The grouting pipe 2 is arranged at the bottom of the test barrel 1 and extends into the test soil sample 3, and is not arranged on the ground in a consistent manner with the site, so that the problems of inconvenient hole forming, difficult grouting hole sealing and inconvenient surface displacement measurement of the test soil sample 3 in the test barrel 1 are avoided firstly, the grouting test failure caused by surface leakage and grouting in the grouting process is avoided to a certain extent, the success rate of the test is improved, the sensor displacement meter 31 is conveniently arranged on the surface of the test soil sample 3, the displacement data of the surface of the test soil sample 3 are conveniently collected in real time, and grouting model tests with different grouting depths or different overburden soil thicknesses are realized by the fourth grouting pipe 2 with different extending lengths in the test soil sample 3; the influence of the gas in the grouting pipe 2 on the grouting effect is considered through the exhaust mechanism 5 arranged on the grouting pipe 2, so that the influence of a grouting diffusion dominant channel formed by the gas or liquid in the grouting pipe 2 on the grouting model test slurry diffusion is avoided, and the difficulty in sealing the grouting holes 23 on the grouting pipe 2 and the test failure or the larger deviation of the test result caused by ground slurry stringing and slurry leakage are avoided; the test device not only can complete a grouting lifting model test of a common and transparent test soil sample 3, but also can be applied to a related three-dimensional model test for researching a grouting slurry diffusion theory and a grouting lifting deviation correcting ground building structure, and can be used for simulating and researching the relation and time-varying rule of ground stress, pore water pressure, slurry diffusion and stratum displacement caused by grouting under the conditions of different soil bodies, grouting parameters, upper loads and environmental water occurrence, and analyzing the grouting lifting mechanism and lifting effect, and is mainly used for the model test research of the ground surface lifting theory caused by grouting so as to realize the deep research of a grouting lifting technology and provide scientific basis for grouting lifting engineering design and construction.
In this embodiment, the slurry conveying pipe 4 is a pressure-resistant metal straight pipe or metal hose, and the pressure gauge 43 is connected to the data acquisition instrument 6 through a signal converter.
In this embodiment, the exhaust mechanism 5 includes an exhaust pipe 51, one section of the exhaust pipe 51 is embedded in the grouting pipe 2 and extends toward the top end of the outlet of the grouting pipe 2, the other section of the exhaust pipe 51 penetrates through the pipe wall of the grouting pipe 2 to the outside of the grouting pipe 2 and is used for exhausting gas in the grouting pipe 2 and saturated liquid at the outlet end of the grouting pipe 2, and a section of the exhaust pipe 51 far away from the grouting pipe 2 is provided with a first gate valve 52. The small pipe has the function of liquid discharge. The exhaust pipe 51 can discharge partial gas remained in the grouting pipe 2 and the slurry feeding conveying pipeline 4 or the pore liquid or water which is leaked and accumulated at the position of the grouting pipe 2 from soil with higher saturation degree during the test, thereby avoiding the influence of the dominant channel formed by the gas or liquid firstly diffusing in the soil during the model test on the slurry diffusion, and further ensuring the accuracy and the reliability of the grouting model test result.
In this embodiment, the slurry delivery pipe 4 is provided with a return pipe 44, one end of the return pipe 44 is communicated with the slurry delivery pipe 4, and the other end of the return pipe 44 is communicated with the slurry tank 411 of the grouting pump 41 and is used for detecting whether the grouting pump 41 and the flowmeter 42 can work normally and stably. The grouting pump 41 and the flowmeter 42 can be detected to move well before the test through the return pipe 44, so that the problem of equipment failure in the test is reduced, and the gas in the slurry conveying pipeline 4 can be initially discharged.
In this embodiment, the flow meter 42 is arranged on the slurry delivery pipe 4 between the grouting pump 41 and the return pipe 44, the slurry delivery pipe 4 is provided with a second gate valve 45, the return pipe 44 is provided with a third gate valve 46, and the second gate valve 45 is arranged on the side of the return pipe 44 away from the grouting pump 41 and is used for controlling the slurry in the slurry delivery pipe 4 to switch between flowing to the grouting pipe 2 and flowing to the return pipe 44 together with the third gate valve 46. The grouting pump 41 is started, the second gate valve 45 is closed, the third gate valve 46 is opened, data of the flowmeter 42 is observed, the pumping flow of a test design is achieved by adjusting the working power of the grouting pump 41, and whether the slurry outlet of the slurry return pipe 44 is stable or not is observed; the return pipe 44 is a metal hose capable of meeting the requirement that the slurry reaches the slurry barrel 411, and the second gate valve 45 and the third gate valve 46 are operated to limit the grouting return path in the grouting test, so that the convenience of operation is improved.
In the present embodiment, the pressure gauge 43 and the return pipe 44 are communicated with the slurry delivery pipe 4 through a three-way joint 47, and the slurry delivery pipe 4 is communicated with the grouting pump 41 and the grouting pipe 2 through a quick-release joint 48. The three-way joint 47 and the quick-release joint 48 can facilitate quick installation and disassembly of various devices, prevent slurry solidification from blocking various pipelines, and avoid the problems of unsmooth pipeline or difficult gate valve opening and closing caused by incomplete cleaning of residual slurry, thereby facilitating cleaning so as to repeatedly perform experiments.
In this embodiment, the bottom of the test barrel 1 is provided with a mounting hole 11 and a sleeve 12 penetrating up and down, the sleeve 12 is inserted into the mounting hole 11, an elastic sealing ring 13 is clamped between the mounting hole 11 and the sleeve 12, two ends of the sleeve 12 are sequentially sleeved with a gasket 14 and nuts 15, each nut 15 is in threaded connection with the sleeve 12, and the nuts 15 are tightened to fasten the sleeve 12 to the bottom of the test barrel 1, so that the grouting pipe 2 penetrates through the sleeve 12 and is fastened and connected with the sleeve 12. The grouting pipe 2 can be conveniently sealed and detached through the sleeve 12, and the sealing connection between the grouting pipe 2 and the test barrel 1 can be ensured through the elastic sealing ring 13.
In this embodiment, a threaded cylinder 21 is provided around the circumference of the grouting pipe 2, a sealing rubber pad 22 is provided at the bottom of the threaded cylinder 21, and the threaded cylinder 21 is in threaded connection with the sleeve 12 and is tightly attached to the sealing rubber pad 22 in a manner of sleeving one end of the sleeve 12 outside the test barrel 1. The grouting pipe 2 is convenient to fixedly install through the threaded cylinder 21, and the sealing performance between the grouting pipe 2 and the sleeve 12 can be ensured through the sealing rubber gasket 22.
In this embodiment, a plurality of grouting holes 23 are uniformly arranged on a section of the grouting pipe 2 located in the test soil sample 3. The slurry in the grouting pipe 2 can be uniformly spread into the test soil sample 3 through the plurality of grouting holes 23, so that the actual construction condition is better simulated.
In this embodiment, the test barrel 1 is made of transparent materials, the test soil sample 3 is transparent particles, the gap of the test soil sample 3 is filled with pore liquid, the pore liquid is transparent solution, one side of the test barrel 1 is provided with a camera 7 for collecting slurry diffusion image data in the test barrel 1 in real time, and the camera 7 is connected with the host 61 and transmits the collected data to the host 61 for processing and analysis. The test soil sample 3 is a transparent soil sample of conventional soil and fused quartz particles with gaps filled with pore liquid; through the transparent test barrel 1, the test soil sample 3 and the pore liquid, the three-dimensional visual test of grouting slurry diffusion and grouting lifting is realized; the test barrel 1 is manufactured by processing colorless and transparent organic glass, the whole test barrel is cylindrical, the camera 7 is a CCD camera and is arranged on a tripod, and the tripod is fixed on one side of the test barrel 1, so that image data can be conveniently collected.
In this embodiment, a support 8 is provided in the test barrel 1, and a plurality of clamping grooves 81 for mounting each micro soil pressure gauge and micro pore water pressure gauge are provided on the support 8. The edge of the bottom plate of the test barrel 1 is reserved with a round hole for installing a waterproof joint with each micro soil pressure gauge and each micro pore water pressure gauge data line, and the waterproof joint is sealed and installed by high-strength sealant, each micro soil pressure gauge and each micro pore water pressure gauge are installed on a support 8 and buried in a test soil sample 3, the support 8 consists of a bottom plate and a vertical rod, the bottom plate comprises two circular steel plates, a connecting rib is connected between the two circular steel plates, the vertical rod is perpendicular to the bottom plate, a high-energy clamping groove 81 is arranged on the vertical rod, and the support 8 has enough rigidity and is not influenced by external factors in the test process; the waterproof joint is formed by adopting an injection molding process, has higher sealing performance and waterproof performance, and each miniature soil pressure gauge and miniature pore water pressure gauge data wire are fixed along the upright rod by adopting epoxy resin; the hollow of the circular ring steel plate is not in conflict with the installation of the grouting pipe 2, the dead weight load of the bracket 8 is reduced, and the stable support is realized through the dead weight load of the upper test soil sample 3.
In this embodiment, the test barrel 1 includes an inner barrel 16 and an outer barrel 17, the test soil sample 3 is filled in the inner barrel 16, the outer barrel 17 is enclosed in the circumferential direction of the inner barrel 16, a plurality of cavities 18 for filling pore liquid are arranged between the outer barrel 17 and the inner barrel 16, each cavity 18 is communicated with the inner barrel 16 so that the pore liquid flows between the inner barrel 16 and each cavity 18 and fills in the gap of the test soil sample 3, the outer barrel 17 is provided with water inlets and water outlets communicated with each cavity 18, and the water inlets and the water outlets are connected with sealing valves. The wall body of the outer barrel 17 is slightly higher than the wall body of the inner barrel 16, all the wall bodies are connected by using organic glass rib plates with certain thickness meeting the test bearing capacity requirement, the rib plates are vertically connected to the bottom plate of the test barrel 1 and all the wall bodies, and the sealing performance of the connecting part meets the test requirement; the floor divides into four cavitys 18 with the space between interior bucket 16 and the outer bucket 17, through filling water or pore liquid in each cavity 18 that sets up relatively, ordinary soil sample uses the running water, and transparent soil sample uses pore solution, can simulate the slip casting lifting test of experimental soil sample 3 under the effect of different environment waters, including the experimental soil sample 3 slip casting lifting test under the different groundwater level, the different seepage gradient, can further carry out the slip casting lifting test of three-dimensional visual experimental soil sample 3.
In this embodiment, the inner barrel 16 is provided with a plurality of communicating holes, the communicating holes are uniformly distributed on the inner barrel 16, one end of each communicating hole is communicated with the interior of the inner barrel 16, the other end of each communicating hole is communicated with the interior of each cavity 18 and is used for flowing water or pore liquid, and each communicating hole is provided with a filter screen and prevents the test soil sample 3 from entering each cavity 18 through the filter screen. The wall bodies of the inner barrels 16 of the two opposite cavities 18 are distributed with a plurality of communication holes so as to simulate grouting lifting model tests under different groundwater levels or groundwater seepage environments, or grouting causes pore water removal of soil samples 3 with different water contents under the condition of no environment water, so that grouting lifting model tests under different occurrence conditions of the environment water can be considered, and the method is closer to engineering practice.
In this embodiment, the cavity 18 includes a water inlet cavity 181 and a water outlet cavity 182, the water inlet hole is disposed on the outer barrel 17 connected to the water inlet cavity 181, a plurality of water outlet holes are disposed on the outer barrel 17 connected to the water outlet cavity 182, and the water outlet holes are uniformly distributed along the vertical direction to realize different water head differences. By injecting water into the two cavities 18 to simulate different groundwater levels and by different water level differences of the water inlet cavity 181 and the water outlet cavity 182, seepage of pore liquid in the soil body is realized, so that groundwater seepage environments under different hydraulic gradients are simulated, and grouting lifting model tests under the action of water in different environments can be realized.
In this embodiment, the test barrel 1 is placed on the mounting base 9. The mounting seat 9 is made of an organic glass square plate with a certain thickness, the mounting seat 9 can meet the test load effect without obvious deformation, has enough rigidity, the size meets the requirements of model tests and supporting sizes, the mounting seat 9 is a steel frame made of angle steel by welding, the top surface and the bottom surface of the steel frame are hollow plane square shapes, four angle steel are respectively welded at four corner points of the top surface and the bottom surface, namely, four angle steel are used as supporting columns, and the height of the base meets the requirements of being convenient for test installation and overall stability; the test barrel 1 is placed on the mounting seat 9, the height of the mounting seat 9 is convenient for operating and mounting the grouting pipe 2, closing the valve and the like at the bottom of the barrel, and the overall stability of the test barrel 1 and the mounting seat 9 is not easy to be excessively high; the length and width outer edge dimensions of the mounting seat 9 are consistent with those of the bottom plate of the test barrel 1, the dimensions do not comprise supporting frames which are made of mounting steel and used for mounting the sensing displacement meter 31, and the bearing capacity, strength, rigidity and stability of the supporting frames all meet test requirements.
A grouting lifting three-dimensional model test method comprises the following steps:
Step one: the grouting pipe 2 is arranged at the bottom of the test barrel 1 and extends upwards into the test barrel 1, then a gate valve arranged on the grouting pipe 2 is closed, then a bracket 8 provided with a plurality of micro soil pressure gauges and micro pore water pressure gauges is arranged in the test barrel 1, each micro soil pressure gauge and each micro pore water pressure gauge are connected with the data acquisition instrument 6, and the data acquisition instrument 6 is connected with the host computer 61;
step two: paving the test soil samples 3 in layers in the test barrel 1 by adopting a sand rain method, compacting according to a preset soil body pore ratio, gradually completing filling of the test soil samples 3, and then filling water or pore liquid into a plurality of cavities 18 arranged on the circumference of the test barrel 1, wherein the pore liquid flows into the test soil samples 3 in the test barrel 1; the grouting lifting test of common soil samples with different water contents does not need to inject water or pore liquid;
step three: then, arranging a plurality of sensing displacement meters 31 on the surface of the test soil sample 3, and connecting each sensing displacement meter 31 with a data acquisition instrument 6;
step four: the grouting pipe 2 is connected with a grouting pump 41 through a slurry conveying pipeline 4, a flowmeter 42 and a pressure gauge 43 which are connected with a data acquisition instrument 6 are arranged on the slurry conveying pipeline 4, an exhaust mechanism 5 is arranged on the grouting pipe 2, then the grouting pump 41 is started, and whether the grouting pump 41, the flowmeter 42 and the exhaust mechanism 5 can work normally and stably is tested in sequence;
Step five: when the exhaust mechanism 5 stably discharges the slurry, the exhaust mechanism 5 is closed to start a grouting lifting test in the test soil sample 3, and all acquired data are captured in real time and stored;
step six: after the grouting test is finished, each device is cleaned.
In the embodiment, in the first step, after the grouting pipe 2 is installed and the gate valve arranged on the grouting pipe 2 is closed, a preset hole on the test barrel 1 is sealed, the upper edge of the test barrel 1 is wrapped with sealing rubber, a barrel cover is covered on the test barrel 1, a vacuum pump is used for vacuumizing the test barrel 1 through a vacuumizing pressure-resistant pipe penetrating through the barrel cover, a valve is arranged on the pressure-resistant pipe, and then a vacuum gauge is observed to test the air tightness of the test barrel 1 and the grouting pipe 2. Starting a vacuum pump to vacuumize, reading a vacuum meter to 0.08MPa, keeping the normal operation of the vacuum pump for 4-8 hours, maintaining the pressure for more than 10 minutes after the vacuum pump vacuumizes, and indicating that the pointer of the vacuum meter points to-1 and no large fluctuation is normal, wherein the test barrel 1 is good in installation air tightness and can be used for a transparent soil three-dimensional visual grouting lifting model test.
In the embodiment, in the third step, when the grouting lifting test of the test soil sample 3 is performed, the test can be directly performed according to the third step; when the transparent soil three-dimensional visual grouting lifting model test is carried out, all gate valves communicated with the outside of the test barrel 1 are closed, a sealing cover for vacuumizing on the vacuum pump is covered on the test barrel 1 and is tightly connected with an elastic rubber pad on the test barrel 1, the vacuum pump is started and the test barrel 1 is vacuumized to accelerate the saturation speed of pore liquid in the transparent test soil sample 3, and after the visualization is rapidly realized, the vacuum pump is closed and the sealing cover is detached.
In the first embodiment, the grouting pipe 2 can be disassembled in advance after 4-6 hours, and the grouting pipe 2 and the slurry in the exhaust pipe 51 are cleaned for recycling, and the grouting consolidation body can be obtained by excavation after 48 hours.
In the embodiment, in the first step, a data acquisition system is started to test and check a miniature soil pressure gauge and a miniature pore water pressure gauge, and whether each sensor works normally is detected; after the test barrel 1 is filled with water, observing whether the test barrel 1 has leakage marks after 8 hours, particularly taking care of checking the tightness of the position of the grouting pipe 2, and discharging the water in the test barrel 1 through the water outlet of the cavity 18.
In the second embodiment, in the step two, according to the test design parameters set by the test soil sample 3, in order to effectively control the uniformity and performance parameters of the test soil sample 3, the test soil sample 3 is buried according to a layered soil filling method, the thickness of each layer is 10cm, the compactness of the test soil sample 3 is controlled, and the filling of the test soil sample 3 to the test design height is gradually completed.
When grouting lifting or slurry diffusion model tests of soil samples 3 with different initial water contents and densities are completed, each cavity 18 does not need water, and holes on the wall body of the test barrel 1 provide water permeable boundaries, so that the water permeable boundaries are practically consistent with the engineering; when the near-saturated soil grouting lifting test is simulated, water is injected into each cavity 18 to be identical to the test soil sample 3 in height, and the test soil sample 3 is fully stood, so that the test soil sample 3 is approximately saturated to simulate the saturated soil grouting lifting and slurry diffusion model test; when the effect of water in different environments is finished, water with the same height can be injected into each cavity 18, and the mixture is kept stand for more than 48 hours, so that grouting lifting tests under different groundwater levels are simulated by changing the water injection height in each cavity 18; when grouting lifting test under the simulated seepage environment is needed, the water injection heights in the cavities 18 are inconsistent, a water head difference is formed, and after stable seepage is generated in the test soil sample 3 for more than 48 hours, the subsequent grouting test operation is carried out.
Preparing cement slurry according to the test design water-cement ratio, confirming to close each gate valve on the slurry conveying pipeline 4 and the grouting pipe 2, pouring the prepared cement slurry into a slurry barrel 411 of the grouting pump 41, enabling the grouting pump 41 to work stably, further opening a second gate valve 45, enabling the grouting pump 41 to work continuously and initially discharging gas in the slurry conveying pipeline 4, then closing a third gate valve 46, opening the gate valve on the grouting pipe 2, then opening a first gate valve 52, further discharging air or infiltrated environmental water in the slurry conveying pipeline 4 and the grouting pipe 2 again, immediately closing the first gate valve 52 when the slurry outlet of the exhaust pipe 51 is stable, and recording real-time data by the data acquisition instrument 6.
When the grouting stopping test condition is reached, grouting is finished, all gate valves are closed, the grouting pump 41 is closed, all quick connectors 48 are disassembled, and the slurry conveying pipeline 4, the grouting pump 41, the slurry barrel 411, all gate valves and the like are disassembled; wherein each micro earth pressure gauge and micro pore water pressure gauge and sensing displacement gauge 31 keep real-time data acquisition until grouting consolidation body is excavated; after 4 hours, the grouting pipe 2 can be disassembled from the sleeve 12 by twisting the grouting pipe 2, and residual slurry in the grouting pipe 2 and the exhaust pipe 51 is cleaned for recycling; after 48h, stopping data acquisition, pulling out the joints of the data lines of each micro soil pressure gauge and the micro pore water pressure gauge at the external connection port, removing the support frame of the sensing type displacement gauge 31, disassembling the support frame of the sensing type displacement gauge 31, gradually excavating to obtain grouting consolidation, and cleaning the grouting test barrel 1, each sensor and the base for the next test.
The above description is merely a preferred embodiment of the present invention, and the scope of the present invention is not limited to the above examples. Modifications and variations which would be obvious to those skilled in the art without departing from the spirit of the invention are also considered to be within the scope of the invention.
Claims (16)
1. The three-dimensional model test device for grouting lifting is characterized by comprising a test barrel (1) and a grouting pipe (2), wherein a test soil sample (3) is filled in the test barrel (1), the inlet end of the grouting pipe (2) is connected with a grouting pump (41) through a slurry conveying pipeline (4), the outlet end of the grouting pipe (2) extends into the test soil sample (3) from the bottom end of the test barrel (1) in a mode of penetrating the barrel bottom of the test barrel (1) upwards and injects slurry into the test soil sample (3) through the grouting pump (41), an exhaust mechanism (5) is embedded in the grouting pipe (2) and is communicated with the inside of the grouting pipe (2) through the exhaust mechanism (5), a slurry conveying pipeline (4) and a collection gas in the grouting pipe (2) are timely discharged, a flowmeter (42) for collecting the slurry flow in the slurry conveying pipeline (4) in real time and a pressure meter (43) for collecting the slurry in the slurry conveying pipeline (4) in real time are further arranged on the grouting pipe (4), a micro pore pressure meter (3) and a micro pore pressure meter are arranged in the micro pore pressure meter (3) and a micro pore pressure meter, the surface of experimental soil sample (3) is equipped with a plurality of sensing displacement meters (31) that are used for gathering experimental soil sample (3) surface displacement data in real time, flowmeter (42), manometer (43), each miniature soil pressure gauge, miniature pore water pressure gauge and each sensing displacement meter (31) all are connected with data acquisition appearance (6) and capture each acquisition data and store through data acquisition appearance (6), data acquisition appearance (6) are connected with host computer (61) and handle and analyze each acquisition data through host computer (61).
2. The grouting lifting three-dimensional model test device according to claim 1, wherein the exhaust mechanism (5) comprises an exhaust pipe (51), one section of the exhaust pipe (51) is embedded in the grouting pipe (2) and extends towards the outlet top end of the grouting pipe (2), the other section of the exhaust pipe (51) penetrates through the pipe wall of the grouting pipe (2) to the outside of the grouting pipe (2) and is used for exhausting gas in the grouting pipe (2) and saturated liquid at the outlet end of the grouting pipe (2), and a section of the exhaust pipe (51) away from the grouting pipe (2) is provided with a first gate valve (52) for controlling the on-off of the exhaust pipe (51).
3. The grouting lifting three-dimensional model test device according to claim 1, wherein a return pipe (44) is arranged on the slurry conveying pipeline (4), one end of the return pipe (44) is communicated with the slurry conveying pipeline (4), and the other end of the return pipe (44) is communicated with a slurry barrel (411) of the grouting pump (41) and is used for testing whether the grouting pump (41) and the flowmeter (42) can work normally and stably.
4. A grouting lifting three-dimensional model test device according to claim 3, characterized in that the flow meter (42) is arranged on the slurry conveying pipeline (4) between the grouting pump (41) and the return pipe (44), a second gate valve (45) is arranged on the slurry conveying pipeline (4), a third gate valve (46) is arranged on the return pipe (44), and the second gate valve (45) is arranged on one side of the return pipe (44) away from the grouting pump (41) and is used for controlling the slurry in the slurry conveying pipeline (4) to be converted between flowing to the grouting pipe (2) and flowing to the return pipe (44) together with the third gate valve (46).
5. The grouting lifting three-dimensional model test device according to claim 4, characterized in that the pressure gauge (43) and the return pipe (44) are communicated with the slurry conveying pipeline (4) through a three-way joint (47), and the slurry conveying pipeline (4) is communicated with the grouting pump (41) and the grouting pipe (2) through a quick-release joint (48).
6. The grouting lifting three-dimensional model test device according to claim 1, wherein the bottom of the test barrel (1) is provided with a mounting hole (11) and a sleeve (12) which penetrate up and down, the sleeve (12) is inserted into the mounting hole (11), an elastic sealing ring (13) is clamped between the mounting hole (11) and the sleeve (12), two ends of the sleeve (12) are sequentially sleeved with a gasket (14) and nuts (15), each nut (15) is in threaded connection with the sleeve (12) and is in fastening connection with the bottom of the test barrel (1) by screwing each nut (15), and the grouting pipe (2) penetrates through the sleeve (12) and is in fastening connection with the sleeve (12).
7. The grouting lifting three-dimensional model test device according to claim 5, wherein a threaded cylinder (21) is arranged on the periphery of the grouting pipe (2), a sealing rubber pad (22) is arranged at the bottom of the threaded cylinder (21), and the threaded cylinder (21) is in threaded connection with the sleeve (12) in a mode of sleeving one end of the sleeve (12) on the outer side of the test barrel (1) and is tightly attached to the sealing rubber pad (22).
8. The grouting lifting three-dimensional model test device according to claim 1, characterized in that a plurality of grouting holes (23) are uniformly arranged on a section of the grouting pipe (2) positioned in the test soil sample (3).
9. The grouting lifting three-dimensional model test device according to claim 1, wherein the test barrel (1) is made of transparent materials, the test soil sample (3) is transparent particles, a gap of the test soil sample (3) is filled with pore liquid, the pore liquid is transparent solution, one side of the test barrel (1) is provided with a camera (7) for collecting slurry diffusion image data in the test barrel (1) in real time, and the camera (7) is connected with a host (61) and transmits collected data to the host (61) for processing and analysis.
10. The grouting lifting three-dimensional model test device according to claim 1, wherein a bracket (8) is arranged in the test barrel (1), and a plurality of clamping grooves (81) for installing each micro soil pressure gauge and each micro pore water pressure gauge are used on the bracket (8).
11. The grouting lifting three-dimensional model test device according to any one of claims 1-10, wherein the test barrel (1) comprises an inner barrel (16) and an outer barrel (17), the test soil sample (3) is filled in the inner barrel (16), the outer barrel (17) is arranged on the periphery of the inner barrel (16) in a surrounding mode, a plurality of cavities (18) for filling pore liquid are arranged between the outer barrel (17) and the inner barrel (16), each cavity (18) is communicated with the inner barrel (16) so that the pore liquid flows between the inner barrel (16) and each cavity (18) and fills in a gap of the test soil sample (3), and a water inlet hole and a water outlet hole which are communicated with each cavity (18) are formed in the outer barrel (17) and are connected with sealing valves.
12. The grouting lifting three-dimensional model test device according to claim 11, wherein the inner barrel (16) is provided with a plurality of communication holes, the communication holes are uniformly distributed on the inner barrel (16), one end of each communication hole is communicated with the inside of the inner barrel (16), the other end of each communication hole is communicated with the inside of each cavity (18) and used for flowing water or pore liquid, and each communication hole is provided with a filter screen and used for preventing a test soil sample (3) from entering each cavity (18) through the filter screen.
13. The grouting lifting three-dimensional model test device according to claim 11, wherein the cavity (18) comprises a water inlet cavity (181) and a water outlet cavity (182), the water inlet hole is arranged on an outer barrel (17) connected with the water inlet cavity (181), a plurality of water outlet holes are arranged on the outer barrel (17) connected with the water outlet cavity (182), and the water outlet holes are uniformly distributed along the vertical direction to realize different water level differences.
14. A method of three-dimensional modeling of grouting lifting as claimed in any one of claims 1 to 13, characterised by the steps of:
step one: the grouting pipe (2) is arranged at the bottom of the test barrel (1) and extends upwards into the test barrel (1), then a gate valve arranged on the grouting pipe (2) is closed, then a bracket (8) provided with a plurality of micro soil pressure gauges and micro pore water pressure gauges is placed in the test barrel (1), each micro soil pressure gauge and each micro pore water pressure gauge are connected with a data acquisition instrument (6), and then the data acquisition instrument (6) is connected with a host computer (61);
Step two: paving the test soil samples (3) in layers in the test barrel (1), filling water or pore liquid into a plurality of cavities (18) arranged on the circumferential direction of the test barrel (1) according to the required test environment water occurrence condition, and enabling the pore liquid to flow into the test soil samples (3) in the test barrel (1); the grouting lifting test of common soil samples with different water contents does not need to inject water or pore liquid;
step three: then, arranging a plurality of sensing displacement meters (31) on the surface of the test soil sample (3), and connecting each sensing displacement meter (31) with a data acquisition instrument (6);
step four: the grouting pipe (2) is connected with a grouting pump (41) through a slurry conveying pipeline (4), a flowmeter (42) and a pressure gauge (43) which are connected with a data acquisition instrument (6) are arranged on the slurry conveying pipeline (4), an exhaust mechanism (5) is arranged on the grouting pipe (2), then the grouting pump (41) is started, and whether the grouting pump (41), the flowmeter (42) and the exhaust mechanism (5) can work normally and stably is tested in sequence;
step five: when the exhaust mechanism (5) stably discharges the slurry, the exhaust mechanism (5) is closed to start a grouting lifting test in the test soil sample (3), and all acquired data are captured in real time and stored;
step six: after the grouting test is finished, each device is cleaned.
15. The grouting lifting three-dimensional model test device according to claim 14, wherein in the first step, after the grouting pipe (2) is installed and a gate valve arranged on the grouting pipe (2) is closed, a preset hole on the test barrel (1) is sealed, a barrel cover is covered on the test barrel (1), then a vacuum pump is used for vacuumizing the test barrel (1) through the barrel cover, and then a vacuum gauge is observed to test the air tightness of the test barrel (1) and the grouting pipe (2).
16. The grouting lifting three-dimensional model test device according to claim 14, wherein in the third step, when the three-dimensional visualization grouting lifting model test of transparent soil is performed, all gate valves communicated with the outside of the test barrel (1) are closed, a sealing cover for vacuumizing on the vacuum pump is covered on the test barrel (1) and is tightly connected with an elastic rubber pad on the test barrel (1), the vacuum pump is started and vacuumizes the test barrel (1) to accelerate the saturation speed of interstitial fluid in the test soil sample (3), and after the test soil sample (3) is rapidly visualized, the vacuum pump is closed and the sealing cover is detached.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117433959A (en) * | 2023-10-23 | 2024-01-23 | 中国矿业大学 | Broken rock mass dynamic water grouting simulation test device and operation method thereof |
| CN117491244A (en) * | 2023-11-07 | 2024-02-02 | 昆明理工大学 | Controllable grouting seepage flow test device and test method thereof |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103995096A (en) * | 2014-06-06 | 2014-08-20 | 中国科学院武汉岩土力学研究所 | Simulation jacking tube for model test |
| CN105527384A (en) * | 2016-01-15 | 2016-04-27 | 山东大学 | Grouting simulating test device and test method thereof |
| CN206990551U (en) * | 2017-08-14 | 2018-02-09 | 中国地质大学（北京） | Acoustic frequency vibration creeps into slip casting analogue experiment installation |
| CN108196034A (en) * | 2018-01-19 | 2018-06-22 | 合肥工业大学 | Simulate high-pressure slip-casting device and test method under buried stratum river channels |
| CN110297076A (en) * | 2019-08-14 | 2019-10-01 | 中山大学 | A kind of three-dimensional visible osmotic grouting model test apparatus and method |
| CN111693675A (en) * | 2020-06-23 | 2020-09-22 | 中山大学 | Tunnel non-excavation construction test device and method capable of simulating penetration of existing structures |
| CN113030277A (en) * | 2021-03-08 | 2021-06-25 | 广东工业大学 | System and method for testing permeability damage and grouting injectability of surrounding rock of water-rich sand layer tunnel |
-
2022
- 2022-12-12 CN CN202211597139.XA patent/CN116047024A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103995096A (en) * | 2014-06-06 | 2014-08-20 | 中国科学院武汉岩土力学研究所 | Simulation jacking tube for model test |
| CN105527384A (en) * | 2016-01-15 | 2016-04-27 | 山东大学 | Grouting simulating test device and test method thereof |
| CN206990551U (en) * | 2017-08-14 | 2018-02-09 | 中国地质大学（北京） | Acoustic frequency vibration creeps into slip casting analogue experiment installation |
| CN108196034A (en) * | 2018-01-19 | 2018-06-22 | 合肥工业大学 | Simulate high-pressure slip-casting device and test method under buried stratum river channels |
| CN110297076A (en) * | 2019-08-14 | 2019-10-01 | 中山大学 | A kind of three-dimensional visible osmotic grouting model test apparatus and method |
| CN111693675A (en) * | 2020-06-23 | 2020-09-22 | 中山大学 | Tunnel non-excavation construction test device and method capable of simulating penetration of existing structures |
| CN113030277A (en) * | 2021-03-08 | 2021-06-25 | 广东工业大学 | System and method for testing permeability damage and grouting injectability of surrounding rock of water-rich sand layer tunnel |
Non-Patent Citations (1)
| Title |
|---|
| 武广铁路客运专线有限责任公司编: "中国铁路建设新的里程碑 武广铁路客运专线建设技术汇编 第1辑", 31 August 2007, 西南交通大学出版社, pages: 216 - 217 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117433959A (en) * | 2023-10-23 | 2024-01-23 | 中国矿业大学 | Broken rock mass dynamic water grouting simulation test device and operation method thereof |
| CN117491244A (en) * | 2023-11-07 | 2024-02-02 | 昆明理工大学 | Controllable grouting seepage flow test device and test method thereof |
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