CN112268768A - Similar simulation test system and method for unloading of vertical shaft slit type grouting curtain excavation - Google Patents
Similar simulation test system and method for unloading of vertical shaft slit type grouting curtain excavation Download PDFInfo
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- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
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Abstract
The invention discloses a vertical shaft slit type grouting curtain excavation unloading analog simulation test system and a vertical shaft slit type grouting curtain excavation unloading analog simulation test method, wherein the vertical shaft slit type grouting curtain excavation unloading analog simulation test system comprises the steps of pouring a prefabricated slit thick-wall cylindrical vertical shaft surrounding rock sample; manufacturing a vertical shaft crack type grouting curtain sample; loading and reducing the initial three-dimensional ground stress of a vertical shaft crack type grouting curtain; simulating unloading of vertical shaft crack type grouting curtain excavation; monitoring the unloading effect of the vertical shaft crack type grouting curtain excavation. The sample preparation method provided by the invention can be used for preparing vertical shaft crack type grouting curtain samples with different crack occurrence states and different slurry types. The provided unloading test method can be used for carrying out excavation unloading simulation of the vertical shaft grouting curtain under different stress levels and different unloading rates, and reproducing the deformation damage rule and damage degradation characteristics of the crack type grouting curtain under the unloading of the vertical shaft excavation. The method is suitable for experimental study on the water plugging effectiveness and excavation unloading effect of the vertical shaft grouting curtain in mine construction. The simulation test of high ground stress, strong unloading amplitude and real excavation unloading stress path can be realized.
Description
Technical Field
The invention relates to the technical field of vertical shaft grouting curtains. In particular to a similar simulation test system and a similar simulation test method for vertical shaft crack type grouting curtain excavation unloading.
Background
The vertical shaft grouting curtain is an important water prevention and control structure of a vertical shaft bedrock section aquifer. Along with the excavation of the vertical shaft, the stress of the original rock on the excavation contour surface is completely or mostly removed, and the surrounding rock is converted into a two-dimensional stress state from a three-dimensional stress state. The stress redistribution of surrounding rock is caused by excavation unloading, so that the deformation of a grouting curtain of a shaft and the initiation and expansion of microcracks are caused, the damage and the deterioration of the grouting curtain are caused, and the water plugging effect is reduced. In recent years, the water inflow of a shaft is increased and even a well is flooded by water burst caused by the deterioration of a plurality of grouting curtains, so that huge economic loss is caused. Therefore, the development of vertical shaft crack type grouting curtain sample preparation and excavation unloading tests is very important. At present, the conventional sample preparation method can be used for manually prefabricating the surrounding rock fracture, but the influence of fillers in the fracture is not considered, so that a fracture type grouting curtain filled with slurry cannot be simulated. Meanwhile, the existing unloading test method has some defects, and the single-shaft test generally adopts a circular loading and unloading test method, so that the influence of confining pressure is difficult to consider; the triaxial test can consider the confining pressure effect, and usually adopts a test method for unloading the minimum principal stress, so that the simulation requirement of excavating an unloading real unloading stress path is difficult to meet.
Disclosure of Invention
Therefore, the technical problem to be solved by the invention is to provide a vertical shaft slit type grouting curtain excavation unloading similar simulation test system and method for realizing high ground stress, strong unloading amplitude and real excavation unloading stress path.
In order to solve the technical problems, the invention provides the following technical scheme:
the shaft slit type grouting curtain excavation unloading analog simulation test system comprises a rigid loading cavity side wall, a base, a shaft pressure piston, an upper pressure plate, a lower pressure plate, an external pressure oil pump and an internal pressure oil pump, wherein the base is connected with the lower part of the rigid loading cavity side wall through a bearing clamping ring; the lower pressing plate is arranged on the upper surface of the base, and the axial compression piston is arranged at the top of the side wall of the rigid loading cavity; a space enclosed by the base, the side wall of the rigid loading cavity and the axial compression piston is a high-pressure loading cavity; the power output end of the axial compression piston is fixedly connected with the upper pressure plate, and the upper pressure plate is positioned right above the lower pressure plate; a thick-wall cylindrical shaft slit type grouting curtain sample is placed between the upper pressing plate and the lower pressing plate; a thick-wall cylindrical shaft slit type grouting curtain sample is wrapped by a rubber film;
the external pressure oil pump penetrates through the base through a communicating pipe to be communicated with the high-pressure loading cavity fluid on the outer wall of the thick-wall cylindrical shaft crack type grouting curtain sample; the internal pressure oil pump penetrates through the base through a communicating pipe, penetrates through the side wall of the upper pressure plate from the high-pressure loading cavity, penetrates out from the center of the lower bottom wall of the upper pressure plate and is communicated with the inner cavity fluid of the thick-wall cylindrical shaft slit type grouting curtain sample; an internal pressure oil outlet pipe is arranged at the center of the lower pressing plate and the base, and an external pressure oil outlet pipe is arranged at the upper part of the side wall of the rigid loading cavity.
According to the shaft slit type grouting curtain excavation unloading analog simulation test system, the switch of the external pressure oil pump and the switch of the internal pressure oil pump are controlled through the electromagnetic valve.
The method for the similar simulation test of unloading of the vertical shaft crack type grouting curtain excavation comprises the following steps:
(A) pouring a prefabricated crack thick-wall cylindrical shaft surrounding rock sample;
(B) manufacturing a vertical shaft crack type grouting curtain sample;
(C) loading and reducing the initial three-dimensional ground stress of a vertical shaft crack type grouting curtain;
(D) a simulation test of unloading of vertical shaft crack type grouting curtain excavation;
(E) monitoring the unloading effect of the vertical shaft crack type grouting curtain excavation.
In the step (A), the thick-wall cylindrical vertical shaft surrounding rock sample is manufactured by adopting the polyethylene plastic barrel and the PVC pipe, and the method comprises the following steps:
(A-1) sleeving a polyethylene plastic barrel (1) outside a PVC pipe, wherein the polyethylene plastic barrel is coaxial with the PVC pipe, and a groove is formed in the outer wall of the polyethylene plastic barrel at the position where a paraffin slice and a stress-strain sensor are required to be arranged;
(A-2) pouring cement mortar in a space surrounded by a polyethylene plastic barrel and a PVC pipe layer by layer, installing a paraffin sheet and a stress-strain sensor at a preset position, and demoulding after 48 hours to obtain a thick-wall cylindrical shaft surrounding rock sample;
and (A-3) performing standard maintenance on the prepared thick-wall cylindrical shaft surrounding rock sample for 28d, removing the pre-embedded paraffin slices by adopting linear cutting to form artificial cracks, cleaning the artificial cracks by adopting a high-temperature hot air spray gun, and removing residual paraffin to prepare the thick-wall cylindrical shaft prefabricated crack surrounding rock sample.
According to the shaft slit type grouting curtain excavation unloading analog simulation test method, the inner diameter of a polyethylene plastic barrel is phi 200mm, the wall thickness is 6mm, the height is 300mm, the number of slotting groups on the outer wall of the polyethylene plastic barrel is 4, the slot width is 30-60 mm, and the height is 0.5-5 mm; the outer diameter of the PVC pipe is phi 30-50 mm, the wall thickness is 2.0mm, and the length is 320 mm;
in the cement mortar (3), the cement is P.O 42.5.5 Portland cement, the sand is 300-mesh silt, and the mixing ratio is 1: 6.9-1: 4.03; horizontally spreading or obliquely laying paraffin slices, wherein the paraffin slices are made of refined paraffin, the thickness of the paraffin slices is 0.5-5 mm, and the melting point of the paraffin slices is 52-70 ℃; the stress-strain sensors are arranged axially, radially and tangentially along the paraffin foil.
The unloading analog simulation test method for the vertical shaft slit type grouting curtain excavation comprises the following steps in the step (B):
(B-1): placing the thick-wall cylindrical shaft prefabricated crack surrounding rock sample obtained in the step (A) into a grouting device, and performing high-pressure grouting to fill gaps of prefabricated cracks with grout, wherein the grouting pressure is 1.0-10.0 MPa; the slurry is single-liquid cement slurry, clay cement slurry or chemical slurry;
(B-2) after grouting is finished, taking out the sample and maintaining the sample under standard conditions until the initial setting of the slurry is finished; and after the sample is maintained for 28 days, machining the inner wall surface and the outer wall surface of the sample by adopting a lathe, polishing the upper end surface and the lower end surface of the sample, and polishing to ensure the flatness, thereby obtaining the thick-wall cylindrical shaft slit type grouting curtain sample.
According to the shaft slit type grouting curtain excavation unloading analog simulation test method, clay cement paste is prepared from clay raw paste, cement and a structural additive; the specific gravity of the clay raw stock is 1.10-1.30, 100-300 g of cement is added into 1L of the clay raw stock, and 10-30 mL of structural additive is added;
the water-cement ratio of the single-liquid cement slurry is 0.75-1.25; a composite additive can be added to improve the suspension stability, the composite additive adopts acrylamide, and the dosage of the composite additive is 0.3-0.5 percent of the mass of the cement;
the chemical pulp is water-soluble polyurethane pulp, the density is 1.0-1.2 kg/L, and the viscosity is 0.2-0.3 Pa.s;
the unloading analog simulation test method for the vertical shaft slit type grouting curtain excavation comprises the following steps in the step (C):
(C-1) wrapping a thick-wall cylindrical shaft slit type grouting curtain sample (6) by using a rubber film (26), and then installing the thick-wall cylindrical shaft slit type grouting curtain sample between an upper pressing plate and a lower pressing plate in a high-pressure loading cavity of the shaft slit type grouting curtain excavation unloading analog simulation test system;
(C-2) determining the initial ground stress of the model according to the ground stress test result of the location of the engineering or the burial depth, and adopting an axial compression piston to form axial compression on the thick-wall cylindrical shaft crack type grouting curtain sample through an upper pressure plate so as to simulate vertical stress; the axial pressure loading rate is 0.01-0.05MPa/s, and the maximum axial pressure can be loaded to 60 MPa;
adopting an external pressure oil pump to form confining pressure on a thick-wall cylindrical shaft crack type grouting curtain sample, adopting an internal pressure oil pump to form internal pressure on an inner cavity of the thick-wall cylindrical shaft crack type grouting curtain sample, and simulating horizontal stress through the confining pressure and the internal pressure; the method comprises the following steps that a linear coordinated loading mode is adopted for loading internal pressure in a hole and external confining pressure of a thick-wall cylindrical shaft crack type grouting curtain sample, the loading rate is 0.01-0.05MPa/s, and the maximum confining pressure can be loaded to 50 MPa;
and (C-3) after the loading is finished, waiting for 10min until the deformation of the thick-wall cylindrical shaft slit type grouting curtain sample tends to be stable.
The unloading analog simulation test method for the vertical shaft slit type grouting curtain excavation comprises the following steps in step (D):
(D-1) maintaining the axial pressure and the confining pressure of the thick-wall cylindrical shaft slit type grouting curtain sample unchanged, unloading the internal pressure of the inner cavity of the thick-wall cylindrical shaft slit type grouting curtain sample in a graded or one-time mode, and respectively simulating the dynamic response process under the unloading of the grouting curtain in a slow step and a rapid excavation;
and (D-2) after the unloading of the inner cavity of the thick-wall cylindrical shaft slit type grouting curtain sample is finished, the test can be stopped after the deformation of the thick-wall cylindrical shaft slit type grouting curtain sample is stable.
The unloading analog simulation test method for the vertical shaft crack type grouting curtain excavation comprises the following steps of (E),
(E-1) analyzing the deformation rules of the axial tangent and the radial tangent of the thick-wall cylindrical shaft crack type grouting curtain sample under the influence of excavation unloading through stress-strain monitoring, so as to obtain the deformation characteristics in the excavation unloading simulation test process;
(E-2) a grouting curtain sample unloading process, wherein an acoustic emission monitoring system is adopted to carry out whole-process monitoring on a crack type grouting curtain sample acoustic emission event of the thick-wall cylindrical shaft, the crack initiation and expansion conditions of the crack type grouting curtain sample of the thick-wall cylindrical shaft in the unloading process are tracked and positioned, and the unloading damage characteristics of the excavation of the crack type grouting curtain sample of the thick-wall cylindrical shaft are analyzed;
and (E-3) analyzing the development condition of microcracks in the thick-wall cylindrical shaft slit type grouting curtain sample before and after loading and unloading the thick-wall cylindrical shaft slit type grouting curtain sample by adopting CT scanning, and quantitatively researching the influence of excavation unloading on the deformation damage characteristic and the damage degradation range of the vertical shaft grouting curtain by contrast analysis.
The technical scheme of the invention achieves the following beneficial technical effects:
according to the method, a vertical shaft slit type grouting curtain sample is prepared by high-pressure grouting of a vertical shaft surrounding rock sample with a prefabricated slit, then, simulated excavation unloading is carried out through pressure unloading of an inner cavity of the sample, deformation and damage characteristics and microcrack initiation and expansion rules of the grouting curtain in the excavation unloading process are researched, the excavation unloading degradation range of the vertical shaft slit type grouting curtain is obtained, and the method is suitable for experimental research on water plugging effectiveness and excavation unloading effect of the vertical shaft grouting curtain in mine construction. The simulation test of high ground stress, strong unloading amplitude and real excavation unloading stress path can be realized.
According to the test scheme provided by the invention, a prefabricated crack surrounding rock sample of the vertical shaft is obtained by adopting a special mould for pouring, and then the prefabricated crack of the sample is filled through high-pressure grouting to obtain a thick-wall cylindrical vertical shaft crack type grouting curtain sample. And then, an autonomous triaxial surrounding rock loading and unloading test system is adopted to carry out a fracture type grouting curtain excavation unloading test, the grouting curtain excavation unloading effect is simulated, and the grouting curtain deformation damage rule and the deterioration range are obtained.
The grouting curtain sample preparation and excavation unloading test method provided by the invention adopts a manual prefabricated crack and filling technology to obtain a thick-wall cylindrical sample. The fracture types with different opening degrees and different inclination angles can be simulated. The unloading test adopts a three-axis confining pressure loading and unloading system, the axial pressure and the confining pressure can be accurately controlled, and the internal pressure unloading can realize transient unloading and step-by-step unloading. The excavation unloading simulation of the vertical shaft grouting curtain under different stress levels and different unloading rates can be developed, and the deformation damage rule and damage degradation characteristics of the crack type grouting curtain under the unloading of the vertical shaft excavation can be reproduced. By means of a matched monitoring system, unloading response of slurry curtain excavation can be obtained through tests, and deformation damage rules and degradation ranges of grouting curtains are obtained. And basic test data are provided for the water prevention and control technology of the deep mining vertical shaft. The proposed grouting curtain sample preparation and excavation unloading test method is simple and convenient to implement, test data are automatically analyzed and collected, and the method has important application value and popularization value.
According to the method for manufacturing the vertical shaft slit type grouting curtain sample and the excavation unloading simulation test method thereof, the thick-wall cylindrical vertical shaft slit type grouting curtain sample is manufactured by manually pouring a thick-wall cylindrical prefabricated slit vertical shaft surrounding rock sample and filling the sample prefabricated slit by high-pressure grouting. And carrying out an excavation unloading simulation test on the prepared vertical shaft slit type grouting curtain sample by virtue of a triaxial loading and unloading system. After the initial ground stress is reduced by the sample loading, the oil pressure relief of the inner cavity of the sample is adopted to simulate the shaft excavation unloading. And (3) before and after loading and unloading the vertical shaft crack type grouting curtain sample, adopting CT scanning to obtain the distribution rule of microcracks and damages in the sample. In the loading and unloading simulation test process, the acoustic emission-stress strain monitoring technology is adopted to carry out whole-process monitoring on the sample excavation unloading effect. The sample preparation method can prepare vertical shaft crack type grouting curtain samples with different crack occurrence states and different slurry types. The provided unloading test method can be used for carrying out excavation unloading simulation of the vertical shaft grouting curtain under different stress levels and different unloading rates, and reproducing the deformation damage rule and damage degradation characteristics of the crack type grouting curtain under the unloading of the vertical shaft excavation.
Drawings
FIG. 1 is a schematic diagram of a thick-wall cylindrical shaft fissure surrounding rock mold;
FIG. 2 is a schematic view of a thick-wall cylindrical shaft fissure surrounding rock mold assembly;
FIG. 3 is a schematic diagram of pouring of thick-wall cylindrical shaft fractured surrounding rock;
FIG. 4 is a schematic diagram of a thick-walled cylindrical shaft fracture specimen;
FIG. 5 is a schematic diagram of grouting and filling of a prefabricated crack surrounding rock sample of a thick-wall cylindrical shaft;
FIG. 6 is a schematic diagram of grouting curtain loading and unloading of a thick-wall cylindrical shaft;
FIG. 7 is a schematic top view of a thick-walled cylindrical shaft grouting curtain;
FIG. 8 is a schematic diagram of a similar simulation test system for unloading of vertical shaft slit type grouting curtain excavation.
The reference numbers in the figures denote: 1-plastic barrel; 2-PVC pipe; 3-cement mortar; 4-paraffin flake; 5-prefabricating a fractured surrounding rock sample by using a thick-wall cylindrical shaft; 6-thick-wall cylindrical shaft slit type grouting curtain sample; 7-sample cavity; 8-confining pressure; 9-axial compression; 10-internal pressure; 11-pressure gauge; 12-a slip casting machine; 13-grouting pump; 14-slurry pond; 15-high pressure loading chamber; 16-an upper platen; 17-a lower platen; 18-a base; 19-axial compression piston; 20-communicating pipe; 21-rigid loading chamber side wall; 22-bearing snap ring; 23-a solenoid valve; 24-external pressure oil pump; 25-internal pressure oil pump; 26-a rubber mold; 27-internal pressure oil outlet pipe; 28-external pressure oil outlet pipe.
Detailed Description
The shaft slit type grouting curtain excavation unloading similar simulation test system shown in fig. 8 comprises a rigid loading cavity side wall 21, a base 18, a shaft pressing piston 19, an upper pressing plate 16, a lower pressing plate 17, an external pressure oil pump 24 and an internal pressure oil pump 25, wherein the base 18 is connected with the lower part of the rigid loading cavity side wall 21 through a bearing snap ring 22; the lower pressure plate 17 is arranged on the upper surface of the base 18, and the axial compression piston 19 is arranged on the top of the side wall 21 of the rigid loading cavity; the space enclosed by the base 18, the rigid loading cavity side wall 21 and the axial compression piston 19 is a high-pressure loading cavity 15; the power output end of the axial compression piston 19 is fixedly connected with the upper pressure plate 16, and the upper pressure plate 16 is positioned right above the lower pressure plate 17; a thick-wall cylindrical shaft slit type grouting curtain sample 6 is placed between the upper pressing plate 16 and the lower pressing plate 17; the thick-wall cylindrical shaft slit type grouting curtain sample 6 is wrapped by a rubber film 26, so that the sample is prevented from being directly contacted with pressurized oil.
The external pressure oil pump 24 penetrates through the base 18 through a communicating pipe 20 to be in fluid communication with the high-pressure loading cavity 15 on the outer wall of the thick-walled cylindrical shaft slit type grouting curtain sample 6, and the internal pressure oil pump 25 penetrates through the base 18 through a communicating pipe 20, penetrates through the side wall of the upper pressing plate 16 from the inside of the high-pressure loading cavity 15, penetrates out from the center of the lower bottom wall of the upper pressing plate 16 to be in fluid communication with the inner cavity of the thick-walled cylindrical shaft slit type grouting curtain sample 6; (ii) a An internal pressure oil outlet pipe 26 is arranged at the central position of the lower pressing plate 17 and the base 18, and an external pressure oil outlet pipe 27 is arranged at the upper part of the side wall 21 of the rigid loading cavity. The external pressure oil pump 24 and the internal pressure oil pump 25 are controlled to be switched by the electromagnetic valve 23. The external pressure oil pump 24 and the internal pressure oil pump 25 are oil paths of two independent systems.
The thick-wall cylinder shaft slit type grouting curtain sample 6 is fixed through the upper pressing plate 16 and the lower pressing plate 17, then axial pressure is applied to the thick-wall cylinder shaft slit type grouting curtain sample 6 through the axial pressure piston 19, confining pressure is applied to the thick-wall cylinder shaft slit type grouting curtain sample 6 through the external pressure oil pump 24, internal pressure is applied to the thick-wall cylinder shaft slit type grouting curtain sample 6 through the internal pressure oil pump 25, and the magnitude of the confining pressure and the internal pressure is adjusted through the electromagnetic valve 23, so that the thick-wall cylinder shaft slit type grouting curtain sample excavation unloading process can be simulated.
(A) Pouring a prefabricated crack thick-wall cylindrical shaft surrounding rock sample;
as shown in figure 1, a polyethylene plastic barrel 1 and a PVC pipe 2 are adopted to manufacture a thick-wall cylindrical shaft surrounding rock sample, and the method comprises the following steps:
(A-1) as shown in FIG. 2, a polyethylene plastic bucket 1 is sleeved outside a PVC pipe 2, and the polyethylene plastic bucket 1 is coaxial with the PVC pipe 2; the wall thickness of the polyethylene plastic barrel is 6-8 mm, the inner diameter phi is 200-240 mm, and the height is 280-320 mm. The wall thickness of the PVC pipe is 2.0mm, the outer diameter phi is 30-50 mm, and the length is 300-350 mm. In order to facilitate the arrangement of the pre-buried paraffin slice and the monitoring sensor, the outer wall of the polyethylene plastic barrel 1 at the position where the paraffin slice 4 and the stress-strain sensor are required to be arranged is grooved; the size of the slot is as follows: the width is 30-60 mm and the thickness is 0.5-5 mm.
(A-2) as shown in figure 3, pouring cement mortar 3 in a layered manner in a space surrounded by a polyethylene plastic barrel 1 and a PVC pipe 2, installing a paraffin sheet 4 and a stress-strain sensor at a preset position, and demoulding after 48 hours to obtain a thick-wall cylindrical shaft surrounding rock sample;
the material of the pouring sample is cement mortar, the cement in the cement mortar 3 is P.O 42.5.5 Portland cement, the sand is 300-mesh powder sand, and the mixing ratio is 1: 6.9-1: 4.03. And the sample is poured in a layered pouring mode, when the sample is poured to the positions of the pre-buried paraffin thin sheet and the monitoring sensor, pouring is stopped, and the paraffin thin sheet and the resistance strain gauge are buried. The paraffin wax thin slice is 0.5-5 mm thick, can be horizontally laid and can also be set to a certain inclination angle. The resistance strain gauges are arranged near the paraffin wax sheet and are arranged along the axial direction, the radial direction and the tangential direction.
And A-3, as shown in figure 4, demoulding after pouring for 48 hours, putting the prepared thick-wall cylindrical shaft surrounding rock sample into a constant-temperature curing box for standard curing for 28 days, removing the pre-embedded paraffin thin slices 4 by linear cutting to form artificial cracks, cleaning the artificial cracks by a high-temperature hot air spray gun, and removing residual paraffin to prepare a thick-wall cylindrical shaft prefabricated crack surrounding rock sample 5.
(B) Manufacturing a vertical shaft crack type grouting curtain sample;
(B-1) as shown in figure 7, placing the thick-wall cylindrical shaft prefabricated fractured surrounding rock sample 5 obtained in the step A into a grouting device 12, pumping out grout from a grout pool 14 through a grouting pump 13 to perform high-pressure grouting on the thick-wall cylindrical shaft prefabricated fractured surrounding rock sample 5 in the grouting device 12, filling gaps of prefabricated fractures with the grout, and detecting grouting pressure through a pressure gauge 11, wherein the grouting pressure is 1.0-10.0 MPa; the grouting slurry is single-liquid cement slurry, clay cement slurry or chemical slurry;
and (B-2) after grouting is finished, taking out the sample and placing the sample under standard conditions for maintenance after the initial setting of the slurry is finished. After the sample is maintained for 28 days, the inner wall surface and the outer wall surface of the sample are machined by a lathe, wherein the inner diameter phi is 40mm, the outer diameter phi is 200mm, and the height is 270 mm; and (5) polishing the upper end face and the lower end face of the sample to ensure the flatness, and obtaining a thick-wall cylindrical shaft slit type grouting curtain sample 6.
The clay cement paste is prepared from clay raw paste, cement and a structural additive; the specific gravity of the clay raw stock is 1.10-1.30, 100-300 g of cement is added into 1L of the clay raw stock, and 10-30 mL of structural additive is added;
the water-cement ratio of the single-liquid cement slurry is 0.75-1.25; a composite additive can be added to improve the suspension stability, the composite additive adopts acrylamide, and the dosage of the composite additive is 0.3-0.5 percent of the mass of the cement;
the chemical pulp is water-soluble polyurethane pulp, the density is 1.0-1.2 kg/L, and the viscosity is 0.2-0.3 Pa.s.
(C) Loading and reducing the initial three-dimensional ground stress of a vertical shaft crack type grouting curtain;
as shown in figures 5 and 6 of the drawings,
(C-1) wrapping a thick-wall cylindrical shaft slit type grouting curtain sample (6) by using a rubber film (26), and then installing the thick-wall cylindrical shaft slit type grouting curtain sample 6 between an upper pressing plate 16 and a lower pressing plate 17 in a high-pressure loading cavity 15 of the shaft slit type grouting curtain excavation unloading analog simulation test system in the embodiment 1;
and (C-2) determining the initial ground stress of the model according to the ground stress test result of the location of the engineering or the burial depth, reducing the initial ground stress of the vertical shaft crack type grouting curtain in a three-axis pressurization mode, simulating vertical stress by axial pressure, simulating horizontal main stress by confining pressure, and simulating and reducing the initial ground stress of the vertical shaft grouting curtain.
Firstly, forming axial pressure on a thick-wall cylindrical shaft slit type grouting curtain sample 6 by adopting an axial pressure piston 19 through an upper pressure plate 16, and simulating vertical stress; the axial pressure is loaded firstly, so that the good sealing of the inner cavity and the outer cavity of the system is ensured, the axial pressure loading rate is 0.01-0.05MPa/s, and the maximum axial pressure can be loaded to 60 MPa;
adopting an external pressure oil pump 24 to form confining pressure on the thick-wall cylindrical shaft slit type grouting curtain sample 6, adopting an internal pressure oil pump 25 to form internal pressure on an inner cavity 7 of the thick-wall cylindrical shaft slit type grouting curtain sample 6, and simulating horizontal minimum main stress through the confining pressure and the internal pressure; the internal pressure in the hole of the thick-wall cylindrical shaft crack type grouting curtain sample 6 and the external confining pressure are loaded in a linear coordinated loading mode, the loading rate is 0.01-0.05MPa/s, and the maximum confining pressure can be loaded to 50 MPa;
and (C-3) after the loading is finished, waiting for 10min until the thick-wall cylindrical shaft slit type grouting curtain sample 6 deforms and tends to be stable.
(D) A simulation test of unloading of vertical shaft crack type grouting curtain excavation;
(D-1) maintaining the axial pressure and the confining pressure of the thick-wall cylindrical shaft slit type grouting curtain sample 6 unchanged, unloading the internal pressure of the inner cavity of the thick-wall cylindrical shaft slit type grouting curtain sample 6 for times or once, and respectively simulating the dynamic response processes of the grouting curtain under slow unloading and rapid excavation unloading;
the oil pressure in the inner cavity can be instantly removed or gradually removed in times, and dynamic response under quick unloading and slow unloading of a grouting curtain is simulated respectively.
(D-2) after the unloading of the inner cavity of the thick-wall cylindrical shaft slit type grouting curtain sample 6 is completed, the test can be stopped after the deformation of the thick-wall cylindrical shaft slit type grouting curtain sample 6 is stable. And unloading the thick-wall cylindrical shaft slit type grouting curtain sample 6 to a preset value, and stopping the test after maintaining the axial pressure and the confining pressure for 5-10 min. And slowly unloading the shaft pressure and confining pressure, discharging the oil stored in the high-pressure loading cavity 15, taking out the sample after the loading and unloading test, and cleaning the residual oil of the sample.
(E) Monitoring the unloading effect of the vertical shaft crack type grouting curtain excavation.
(E-1) analyzing the deformation rules of the crack type grouting curtain sample 6 of the thick-wall cylindrical shaft under the influence of excavation unloading by stress-strain monitoring, so as to obtain the deformation characteristics in the excavation unloading simulation test process;
(E-2) a grouting curtain sample unloading process, wherein an acoustic emission monitoring system is adopted to carry out whole-process monitoring on an acoustic emission event of a thick-wall cylindrical shaft slit type grouting curtain sample 6, the initiation and expansion conditions of micro cracks of the thick-wall cylindrical shaft slit type grouting curtain sample 6 in the unloading process are tracked and positioned, and the unloading damage characteristics of the excavation of the thick-wall cylindrical shaft slit type grouting curtain sample 6 are analyzed;
and (E-3) analyzing the development condition of microcracks in the thick-wall cylindrical shaft slit type grouting curtain sample 6 before and after loading and unloading of the thick-wall cylindrical shaft slit type grouting curtain sample 6 by adopting CT scanning, and quantitatively researching the influence of excavation unloading on the deformation damage characteristics and the damage degradation range of the thick-wall cylindrical shaft slit type grouting curtain through comparative analysis.
It should be understood that the above examples are only for clarity of illustration and are not intended to limit the embodiments. Other variations and modifications will be apparent to persons skilled in the art in light of the above description. And are neither required nor exhaustive of all embodiments. And obvious variations or modifications are possible which remain within the scope of the appended claims.
Claims (10)
1. The shaft slit type grouting curtain excavation unloading analog simulation test system is characterized by comprising a rigid loading cavity side wall (21), a base (18), a shaft pressure piston (19), an upper pressure plate (16), a lower pressure plate (17), an external pressure oil pump (24) and an internal pressure oil pump (25), wherein the base (18) is connected with the lower part of the rigid loading cavity side wall (21) through a bearing snap ring (22); the lower pressure plate (17) is arranged on the upper surface of the base (18), and the axial compression piston (19) is arranged at the top of the side wall (21) of the rigid loading cavity; a space enclosed by the base (18), the side wall (21) of the rigid loading cavity and the axial compression piston (19) is a high-pressure loading cavity (15); the power output end of the axial compression piston (19) is fixedly connected with the upper pressure plate (16), and the upper pressure plate (16) is positioned right above the lower pressure plate (17); a thick-wall cylindrical shaft slit type grouting curtain sample (6) is placed between the upper pressing plate (16) and the lower pressing plate (17); a thick-wall cylindrical shaft slit type grouting curtain sample (6) is wrapped by a rubber film (26);
the external pressure oil pump (24) penetrates through the base (18) through a communicating pipe (20) to be in fluid communication with the high-pressure loading cavity (15) on the outer wall of the thick-wall cylindrical shaft slit type grouting curtain sample (6); the internal pressure oil pump (25) penetrates through the base (18) through a communicating pipe (20), penetrates through the side wall of the upper pressure plate (16) from the inside of the high-pressure loading cavity (15), penetrates out from the center of the lower bottom wall of the upper pressure plate (16), and is communicated with the inner cavity fluid of the thick-wall cylindrical shaft slit type grouting curtain sample (6); an internal pressure oil outlet pipe (26) is arranged at the center positions of the lower pressing plate (17) and the base (18), and an external pressure oil outlet pipe (27) is arranged at the upper part of the side wall (21) of the rigid loading cavity.
2. The shaft slit type grouting curtain excavation unloading analog simulation test system as claimed in claim 1, wherein the switch of the external pressure oil pump (24) and the switch of the internal pressure oil pump (25) are controlled by a solenoid valve (23).
3. The method for simulating unloading similarity of vertical shaft crack type grouting curtain excavation is characterized by comprising the following steps of:
(A) pouring a prefabricated crack thick-wall cylindrical shaft surrounding rock sample;
(B) manufacturing a vertical shaft crack type grouting curtain sample;
(C) loading and reducing the initial three-dimensional ground stress of a vertical shaft crack type grouting curtain;
(D) a simulation test of unloading of vertical shaft crack type grouting curtain excavation;
(E) monitoring the unloading effect of the vertical shaft crack type grouting curtain excavation.
4. The shaft slit type grouting curtain excavation unloading analog simulation test method as claimed in claim 3, wherein in the step (A), a thick-wall cylindrical shaft surrounding rock sample is manufactured by using a polyethylene plastic barrel (1) and a PVC pipe (2), and the method comprises the following steps:
(A-1) sleeving a polyethylene plastic barrel (1) outside a PVC pipe (2), wherein the polyethylene plastic barrel (1) is coaxial with the PVC pipe (2), and a groove is formed in the outer wall of the polyethylene plastic barrel (1) at the position where a paraffin sheet (4) and a stress-strain sensor are required to be arranged;
(A-2) pouring cement mortar (3) in a space surrounded by the polyethylene plastic barrel (1) and the PVC pipe (2) in a layering manner, installing a paraffin sheet (4) and a stress-strain sensor at a preset position, and demoulding after 48 hours to obtain a thick-wall cylindrical vertical shaft surrounding rock sample;
and (A-3) performing standard maintenance on the prepared thick-wall cylindrical shaft surrounding rock sample for 28d, removing the pre-embedded paraffin slices (4) by adopting linear cutting to form artificial cracks, cleaning the artificial cracks by adopting a high-temperature hot air spray gun, and removing residual paraffin to prepare a thick-wall cylindrical shaft prefabricated crack surrounding rock sample (5).
5. The vertical shaft slit type grouting curtain excavation unloading analog simulation test method according to claim 4, characterized in that the inner diameter of the polyethylene plastic barrel (1) is phi 200mm, the wall thickness is 6mm, and the height is 300mm, the number of grooving groups on the outer wall of the polyethylene plastic barrel (1) is 4, the groove width is 30-60 mm, and the height is 0.5-5 mm; the outer diameter of the PVC pipe (2) is phi 30-50 mm, the wall thickness is 2.0mm, and the length is 320 mm;
in the cement mortar (3), the cement is P.O 42.5.5 Portland cement, the sand is 300-mesh silt, and the mixing ratio is 1: 6.9-1: 4.03; horizontally spreading or obliquely laying the paraffin thin sheets (4), wherein the paraffin thin sheets (4) are made of refined paraffin, the thickness is 0.5-5 mm, and the melting point is 52-70 ℃; the stress-strain sensors are arranged axially, radially and tangentially along the paraffin foil (4).
6. The shaft slit type grouting curtain excavation unloading analog simulation test method as claimed in claim 3, wherein in the step (B), the method comprises the following steps:
(B-1): placing the thick-wall cylindrical shaft prefabricated crack surrounding rock sample (5) obtained in the step (A) into a grouting device, and performing high-pressure grouting to fill gaps of prefabricated cracks with grout, wherein the grouting pressure is 1.0-10.0 MPa; the slurry is single-liquid cement slurry, clay cement slurry or chemical slurry;
(B-2) after grouting is finished, taking out the sample and maintaining the sample under standard conditions until the initial setting of the slurry is finished; and (3) after the sample is maintained for 28d, machining the inner wall surface and the outer wall surface of the sample by adopting a lathe, polishing the upper end surface and the lower end surface of the sample, and polishing to ensure the flatness to obtain a thick-wall cylindrical shaft slit type grouting curtain sample (6).
7. The shaft slit type grouting curtain excavation unloading analog simulation test method of claim 6, wherein the clay cement slurry is prepared from clay raw slurry, cement and a structural additive; the specific gravity of the clay raw stock is 1.10-1.30, 100-300 g of cement is added into 1L of the clay raw stock, and 10-30 mL of structural additive is added;
the water-cement ratio of the single-liquid cement slurry is 0.75-1.25; a composite additive can be added to improve the suspension stability, the composite additive adopts acrylamide, and the dosage of the composite additive is 0.3-0.5 percent of the mass of the cement;
the chemical pulp is water-soluble polyurethane pulp, the density is 1.0-1.2 kg/L, and the viscosity is 0.2-0.3 Pa.s.
8. The shaft slit type grouting curtain excavation unloading analog simulation test method as claimed in claim 3, wherein in the step (C), the method comprises the following steps:
(C-1) wrapping a thick-wall cylindrical shaft slit type grouting curtain sample (6) by using a rubber film (26), and then installing the thick-wall cylindrical shaft slit type grouting curtain sample (6) between an upper pressing plate (16) and a lower pressing plate (17) in a high-pressure loading cavity (15) of the shaft slit type grouting curtain excavation unloading analog simulation test system according to any one of claims 1-2;
(C-2) determining the initial crustal stress of the model according to the crustal stress test result of the location of the engineering or according to the burial depth, and adopting an axial compression piston (19) to form axial compression on the thick-wall cylindrical shaft slit type grouting curtain sample (6) through an upper pressing plate (16) to simulate vertical stress; the axial pressure loading rate is 0.01-0.05MPa/s, and the maximum axial pressure can be loaded to 60 MPa;
adopting an external pressure oil pump (24) to form confining pressure on the thick-wall cylindrical shaft crack type grouting curtain sample (6), adopting an internal pressure oil pump (25) to form internal pressure on an inner cavity (7) of the thick-wall cylindrical shaft crack type grouting curtain sample (6), and simulating horizontal stress through the confining pressure and the internal pressure; the loading of the internal pressure in the hole and the external confining pressure of the thick-wall cylindrical shaft crack type grouting curtain sample (6) adopts a linear coordinated loading mode, the loading rate is 0.01-0.05MPa/s, and the maximum confining pressure can be loaded to 50 MPa;
and (C-3) after the loading is finished, waiting for 10min until the thick-wall cylindrical shaft slit type grouting curtain sample (6) is stable in deformation.
9. The shaft slit type grouting curtain excavation unloading simulation test method as claimed in claim 7, wherein in the step (D), the method comprises the following steps:
(D-1) maintaining the axial pressure and the confining pressure of the thick-wall cylindrical shaft slit type grouting curtain sample (6) unchanged, unloading the internal pressure of the inner cavity of the thick-wall cylindrical shaft slit type grouting curtain sample (6) in a graded or one-time manner, and respectively simulating the dynamic response processes of the grouting curtain under slow steps and rapid excavation unloading;
and (D-2) after the unloading of the inner cavity of the thick-wall cylindrical shaft slit type grouting curtain sample (6) is finished, the test can be stopped after the deformation of the thick-wall cylindrical shaft slit type grouting curtain sample (6) is stable.
10. The shaft slit type grouting curtain excavation unloading simulation test method as claimed in claim 8, wherein, in the step (E),
(E-1) analyzing the deformation rules of the crack type grouting curtain sample (6) of the thick-wall cylindrical shaft under the influence of excavation unloading in the axial direction and the radial direction by stress-strain monitoring, so as to obtain the deformation characteristics in the excavation unloading simulation test process;
(E-2) a grouting curtain sample unloading process, wherein an acoustic emission monitoring system is adopted to carry out whole-process monitoring on acoustic emission events of the thick-wall cylinder vertical shaft slit type grouting curtain sample (6), the micro-slit initiation and expansion conditions of the thick-wall cylinder vertical shaft slit type grouting curtain sample (6) in the unloading process are tracked, positioned and excavated, and the unloading damage characteristics of the thick-wall cylinder vertical shaft slit type grouting curtain sample (6) are analyzed;
and (E-3) analyzing the development condition of microcracks in the thick-wall cylindrical shaft slit type grouting curtain sample (6) before and after loading and unloading of the thick-wall cylindrical shaft slit type grouting curtain sample (6) by adopting CT scanning, and quantitatively researching the influence of excavation unloading on the deformation damage characteristics and the damage degradation range of the thick-wall cylindrical shaft slit type grouting curtain through comparative analysis.
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113720683A (en) * | 2021-08-30 | 2021-11-30 | 山东大学 | Method and system for predicting characteristic space-time distribution of rock-soil slurry cemented regeneration top plate |
| CN113914908A (en) * | 2021-09-06 | 2022-01-11 | 中国矿业大学(北京) | Design method of grouting water plugging curtain of high-stress condition vertical shaft bedrock fracture type aquifer |
| CN114199688A (en) * | 2021-12-08 | 2022-03-18 | 煤炭科学研究总院 | Triaxial loading test method for coal rock fracturing |
| CN114961716A (en) * | 2022-08-02 | 2022-08-30 | 中国矿业大学(北京) | Method for evaluating rock mass properties and degradation characteristics while drilling |
| CN116735378A (en) * | 2023-05-29 | 2023-09-12 | 广州建筑股份有限公司 | Device and method for testing along-drilling follow pipe pile side grouting shear model |
| US11774335B2 (en) * | 2021-08-17 | 2023-10-03 | Changjiang River Scientific Research Institute, Changjiang Water Resource Commission | Experimental system of surrounding rock and lining structure under unequal surrounding pressure and water pressure |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109541182A (en) * | 2018-12-28 | 2019-03-29 | 山东科技大学 | A kind of Visual retrieval crack grouting simulation test device and test method |
-
2020
- 2020-10-26 CN CN202011154384.4A patent/CN112268768B/en active Active
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109541182A (en) * | 2018-12-28 | 2019-03-29 | 山东科技大学 | A kind of Visual retrieval crack grouting simulation test device and test method |
Non-Patent Citations (10)
| Title |
|---|
| 付士根: "帷幕注浆堵水隔障带稳定性及监测技术研究", 《中国博士学位论文全文数据库工程科技Ⅰ辑》 * |
| 侯公羽等: "不同荷载下矩形巷道围岩变形及声发射特性试验研究", 《岩土力学》 * |
| 侯公羽等: "使用小型围岩试件模拟与再现巷道围岩开挖卸荷过程的试验系统", 《岩石力学与工程学报》 * |
| 孙晓林等: "《煤矿工程地质学》", 31 January 2017, 北京理工大学出版社 * |
| 尹乾等: "《复杂受力状态下裂隙岩体非线性渗透特性试验研究》", 31 December 2018, 中国矿业大学出版社 * |
| 张世芳等: "《深厚表土矿井建设技术》", 30 April 2002, 煤炭工业出版社 * |
| 张永成: "《注浆技术》", 31 August 2012, 煤炭工业出版社 * |
| 田裕甲: "《岩土锚固新技术及实践》", 31 July 2006, 中国建材工业出版社 * |
| 陈永春: "浅析厂房外墙裂缝产生的原因", 《建材与装饰》 * |
| 马淑敏等: "《煤矿安全手册 第五篇 矿井防治水》", 31 August 1992, 煤炭工业出版社 * |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US11774335B2 (en) * | 2021-08-17 | 2023-10-03 | Changjiang River Scientific Research Institute, Changjiang Water Resource Commission | Experimental system of surrounding rock and lining structure under unequal surrounding pressure and water pressure |
| CN113720683A (en) * | 2021-08-30 | 2021-11-30 | 山东大学 | Method and system for predicting characteristic space-time distribution of rock-soil slurry cemented regeneration top plate |
| CN113914908A (en) * | 2021-09-06 | 2022-01-11 | 中国矿业大学(北京) | Design method of grouting water plugging curtain of high-stress condition vertical shaft bedrock fracture type aquifer |
| CN113914908B (en) * | 2021-09-06 | 2023-01-17 | 中国矿业大学(北京) | Design method of grouting water plugging curtain of high-stress condition vertical shaft bedrock fracture type aquifer |
| CN114199688A (en) * | 2021-12-08 | 2022-03-18 | 煤炭科学研究总院 | Triaxial loading test method for coal rock fracturing |
| CN114961716A (en) * | 2022-08-02 | 2022-08-30 | 中国矿业大学(北京) | Method for evaluating rock mass properties and degradation characteristics while drilling |
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