CN108333049B - Test model and test method for loading and then excavating deep underground chamber - Google Patents
Test model and test method for loading and then excavating deep underground chamber Download PDFInfo
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- CN108333049B CN108333049B CN201810426302.3A CN201810426302A CN108333049B CN 108333049 B CN108333049 B CN 108333049B CN 201810426302 A CN201810426302 A CN 201810426302A CN 108333049 B CN108333049 B CN 108333049B
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- 238000010998 test method Methods 0.000 title claims abstract description 8
- 238000004088 simulation Methods 0.000 claims abstract description 52
- 239000011435 rock Substances 0.000 claims abstract description 44
- 239000012188 paraffin wax Substances 0.000 claims abstract description 34
- 238000009412 basement excavation Methods 0.000 claims abstract description 24
- 238000005485 electric heating Methods 0.000 claims abstract description 13
- 238000002844 melting Methods 0.000 claims abstract description 9
- 230000008018 melting Effects 0.000 claims abstract description 9
- 230000000149 penetrating effect Effects 0.000 claims abstract description 3
- 238000010438 heat treatment Methods 0.000 claims description 30
- 239000000203 mixture Substances 0.000 claims description 13
- 238000000034 method Methods 0.000 claims description 11
- 239000004576 sand Substances 0.000 claims description 10
- 239000004568 cement Substances 0.000 claims description 9
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 8
- 239000004033 plastic Substances 0.000 claims description 6
- 229920003023 plastic Polymers 0.000 claims description 6
- 238000003756 stirring Methods 0.000 claims description 6
- 239000001993 wax Substances 0.000 claims description 6
- 238000007599 discharging Methods 0.000 claims description 5
- 238000009826 distribution Methods 0.000 claims description 4
- 239000004698 Polyethylene Substances 0.000 claims description 3
- 239000000463 material Substances 0.000 claims description 3
- 238000004806 packaging method and process Methods 0.000 claims description 3
- -1 polyethylene Polymers 0.000 claims description 3
- 229920000573 polyethylene Polymers 0.000 claims description 3
- 238000005070 sampling Methods 0.000 claims description 3
- 230000000087 stabilizing effect Effects 0.000 claims description 3
- 238000005303 weighing Methods 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 9
- 238000005336 cracking Methods 0.000 abstract description 4
- 230000007547 defect Effects 0.000 abstract description 3
- 230000000694 effects Effects 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 239000003086 colorant Substances 0.000 description 1
- 230000006866 deterioration Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
Classifications
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N33/00—Investigating or analysing materials by specific methods not covered by groups G01N1/00 - G01N31/00
- G01N33/24—Earth materials
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- Analytical Chemistry (AREA)
- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
- General Physics & Mathematics (AREA)
- Physics & Mathematics (AREA)
- Pathology (AREA)
- Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geology (AREA)
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- Food Science & Technology (AREA)
- Medicinal Chemistry (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
Abstract
The invention relates to the field of underground rock mass construction tests, in particular to a test model and a test method for loading and then excavating a deep buried chamber. The model comprises a surrounding rock simulation block, a chamber simulation cavity penetrating through the surrounding rock simulation block and a temporary support mechanism arranged in the chamber simulation cavity, wherein the temporary support mechanism comprises a rigid bearing pipe corresponding to the chamber simulation cavity in shape, a paraffin layer, an electric heating wire for melting the paraffin layer to simulate the excavation and unloading of the chamber and a plurality of paraffin removal holes for guiding melted paraffin into the inner cavity of the rigid bearing pipe are arranged on the outer wall of the rigid bearing pipe. The invention can solve the defect that the excavation and stress loading sequence of the chamber cannot be reflected correctly in the prior art, so that an experimental model can reflect the cracking area and range of the surrounding rock of the real chamber, and further provide accurate reference for the excavation construction of the actual chamber.
Description
Technical Field
The invention relates to the field of underground rock mass construction tests, in particular to a test model and a test method for loading and then excavating a deep buried chamber.
Background
With the rapid development of traffic engineering and mining engineering, a large amount of chamber space needs to be built in mountain areas and underground by construction units. However, due to the complex environment of underground engineering, the excavation of the chamber is extremely easy to cause the deterioration of surrounding rocks, the phenomena of loosening, cracking, falling rocks and the like of the surrounding rocks, and the large-scale collapse can occur when serious, thereby endangering the construction and the use of the underground engineering. The method of model test is a feasible method for predicting the fracture form and range of surrounding rock by simulating chamber excavation.
When the underground chamber is excavated, peripheral stress is gradually unloaded, surrounding rocks generate radial or annular fracture areas, and the size and the shape of the fracture areas determine the strength and the mode of underground chamber support. Many scholars try to obtain the damage range of the surrounding rock of the chamber through a model test mode, and due to the limitation of test conditions, the method mostly adopts a mode of firstly punching holes and then loading, but has the defect that the excavation sequence and the stress loading sequence of the chamber cannot be reflected correctly, and the experimental model cannot reflect the cracking area and the range of the surrounding rock of the real chamber, so that accurate reference cannot be provided for actual construction.
Disclosure of Invention
The invention aims to provide a test model and a test method for loading and then excavating a deep-buried chamber, which are used for solving the defect that the excavation and stress loading sequence of the chamber cannot be accurately reflected in the prior art, so that the test model can reflect the cracking area and range of surrounding rock of a real chamber, and further provide accurate reference for the actual chamber excavation construction.
In order to solve the technical problems, the invention adopts the following technical scheme: the utility model provides a test model of excavation after loading earlier of deep underground chamber, includes the surrounding rock analog block, runs through the chamber analog chamber of seting up in the surrounding rock analog block and set up the temporary support mechanism in the chamber analog chamber, temporary support mechanism includes the rigidity carrier tube corresponding with chamber analog chamber shape, is equipped with the paraffin layer on the outer wall of rigidity carrier tube, is used for melting the heating wire in order to simulate chamber excavation uninstallation with the paraffin layer and is used for leading into a plurality of wax removal holes in the rigidity carrier tube inner chamber with the paraffin after melting.
Preferably, the heating wire is spirally wound on the outer wall of the rigid bearing tube, two ends of the heating wire are respectively arranged outside the surrounding rock simulation block, and a power supply and a switch for controlling the energization of the heating wire are connected between the two ends of the heating wire.
Preferably, the number of the heating wires is multiple, and the two ends of any one heating wire are provided with marks corresponding to the distribution positions of the heating wires on the rigid bearing tube.
Preferably, the rigid carrier tube is made of a non-conductive polyethylene hard plastic material.
Preferably, the surrounding rock simulation block is cuboid, and the chamber simulation cavities are distributed along the length or width direction of the surrounding rock simulation block.
Preferably, the chamber simulation cavity and the surrounding rock simulation block are integrally formed in a layered ramming mode through the temporary support mechanism.
A test method for loading and then excavating a deep buried chamber comprises the following steps:
1) Prefabricating a rigid bearing pipe according to the shape of a test to-be-excavated chamber, arranging a plurality of wax removing holes on the pipe wall of the rigid bearing pipe at intervals, arranging an electric heating wire on the outer wall of the rigid bearing pipe in a spiral coiling mode, and finally uniformly pouring a paraffin layer on the outer wall of the rigid bearing pipe to obtain the temporary support mechanism;
2) Respectively weighing sand, cement and water according to the mass ratio of 8-12:2.5:1, uniformly stirring the sand and the cement, adding water, and uniformly stirring again to prepare a mixture;
3) Firstly horizontally placing a mold with an open top, taking part of the mixture prepared in the step 2) to be backfilled to the bottom of the mold in a layering manner and tamping, then placing the temporary support mechanism prepared in the step 1) in the mold and on the tamping layer, placing the end part of the heating wire on the temporary support mechanism outside the mold, taking the rest part of the mixture prepared in the step 2), backfilling the mixture in the grinding tool in a layering manner and tamping, finally packaging the mold in a plastic package manner, and after a curing period of 26-30 days, demolding and sampling to prepare the test model of the deep buried chamber after loading;
4) Installing the test model of the deep-buried chamber which is loaded and then excavated in the step 3) on special three-way loading equipment, and uniformly externally loading six faces of the test model of the deep-buried chamber which is loaded and then excavated through a pressure head of the special three-way loading equipment until the specified load is reached, and stopping external loading and stabilizing the load;
5) Sequentially electrifying and heating electric heating wires arranged on the rigid bearing pipes according to the excavation sequence of the laboratory, so that paraffin layers on the rigid bearing pipes are melted in sections and flow into the rigid supporting pipes through the paraffin removal holes, and unloading of the temporary support mechanism on the inner wall of the simulation chamber of the laboratory is realized through melting of the paraffin layers so as to simulate the excavation process of the laboratory;
6) And taking down the test model which is firstly loaded and then excavated in the deep-buried chamber from the special three-way loading equipment, drawing out the temporary support mechanism from the chamber simulation cavity, breaking the surrounding rock simulation block, and recording the damage area and the damage range of the surrounding rock simulation block.
Advantageous effects
The method utilizes the characteristic of quick melting of paraffin after being electrified and heated to realize the excavation of the model chamber under the condition of three-dimensional stress, and has the advantages of high construction speed, high safety, convenient and quick operation and the like; during the test, the test model can be loaded in three directions simultaneously, and the load applied in the three directions can be independently adjusted, so that the test research of the damage of the chamber surrounding rock under different surrounding rock stress conditions is realized.
Drawings
FIG. 1 is a schematic diagram of three loading forces of a surrounding rock simulation block in the test process;
FIG. 2 is a schematic view of the structure of a temporary support mechanism portion of the present invention;
the marks in the figure: 1. surrounding rock simulation block 2, temporary support mechanism 201, heating wire 202, power supply 203, switch 204, wax removing hole 205, paraffin layer 206, rigid bearing tube 3, chamber simulation cavity.
Detailed Description
As shown in fig. 1 and 2, the test model of the deep buried chamber of the present invention comprises a surrounding rock simulation block 1, a chamber simulation cavity 207 penetrating through the surrounding rock simulation block 1, and a temporary support mechanism 2 arranged in the chamber simulation cavity 207.
The surrounding rock simulation block 1 is rectangular, the chamber simulation cavities 207 are distributed along the length or width direction of the surrounding rock simulation block 1, the surrounding rock simulation block 1 is made by ramming a mixture of sand, cement and water which are uniformly mixed, the mass ratio of the sand to the cement to the water is 8-12:2.5:1, and when the strength of a simulated rock body is high, the sand occupation ratio takes a small value, and otherwise takes a large value.
The temporary support mechanism 2 comprises a rigid bearing pipe 206 corresponding to the shape of a chamber simulation cavity 207, wherein a paraffin layer 205, an electric heating wire 201 for melting the paraffin layer 205 to simulate chamber excavation unloading and a plurality of paraffin removal holes 204 for guiding melted paraffin into the inner cavity of the rigid bearing pipe 206 are arranged on the outer wall of the rigid bearing pipe 206. The chamber simulation cavity 207 is integrally formed with the surrounding rock simulation block 1 in a layered ramming mode through the temporary support mechanism 2, so that supporting force is loaded on the inner wall of the chamber simulation cavity 207 through the temporary support mechanism 2, a paraffin layer 205 in the temporary support mechanism 2 is uniformly covered on the outer surface of the rigid bearing pipe 206 in a pouring mode, the paraffin layer 205 is melted through electrifying and heating of the electric heating wire 201, and the melted paraffin flows into the rigid bearing pipe 206 along with the paraffin removal hole 204 to achieve unloading of the supporting force of the temporary support mechanism 2 on the inner wall of the chamber, so that the effect of simulating the chamber excavation process is achieved.
The rigid carrier tube 206 in this embodiment is made of a non-conductive polyethylene hard plastic material. The number of the heating wires 201 is multiple, the plurality of heating wires 201 are respectively spirally wound on the outer wall of the rigid bearing tube 206, two ends of any one heating wire 201 are respectively arranged outside the surrounding rock simulation block 1 in the form of enameled wires, and a power supply 202 and a switch 203 for controlling the energization of the heating wires 201 are connected between the two ends of the heating wires 201. The two ends of any one heating wire 201 are provided with marks corresponding to the distribution positions of the heating wire 201 on the rigid bearing tube 206, in actual operation, the marks can be set to be red, orange, green, blue, purple and other colors according to the distribution positions of the plurality of resistance wires on the rigid bearing tube 206, and numbers such as 1, 2, 3, 4, 5 and the like can also be produced.
The invention discloses a test method for loading and then excavating a deep buried chamber, which comprises the following steps:
1) Firstly, prefabricating a rigid bearing pipe 206 according to the shape of a chamber to be excavated in a test, and arranging a plurality of wax discharging holes 204 on the pipe wall of the rigid bearing pipe 206 in a row and column mode, wherein the wax discharging holes 204 can be arranged in a conical shape, and the small end faces the center of the rigid bearing pipe 206 so as to perform proper guiding action on the melted paraffin layer 205 entering the rigid bearing pipe 206; then, arranging the heating wires 201 on the outer wall of the rigid bearing tube 206 in a spiral coiling mode, ensuring that each smashing heating wire 201 is not contacted with each other, and leading out the two ends of each heating wire 201 in an insulated mode of an enameled wire; finally, uniformly pouring a paraffin layer 205 on the outer wall of the rigid bearing tube 206 to obtain the temporary support mechanism 2;
2) Respectively weighing sand, cement and water according to the mass ratio of 8-12:2.5:1, uniformly stirring the sand and the cement by a stirrer, adding water into the sand and the cement, and stirring again to support the mixture for standby;
3) The mold with the open top is placed horizontally. The mould in this embodiment adopts the 45 steel sheets of high strength to pass through the bolt concatenation to support, and the mould includes bottom plate, preceding curb plate, posterior lateral plate, left side board and right side board, is equipped with turn-ups and bolt hole respectively in bottom plate, preceding curb plate, posterior lateral plate, left side board and the hookup location that right side board corresponds. In the splicing process, the bottom plate is placed on the horizontal ground, the left side plate is installed, and the connecting bolt between the side plate and the bottom plate is screwed; then, respectively installing front and rear side plates, and screwing connecting bolts between the front and rear side plates and the left side plate and the bottom plate; finally, the right side plate is installed and firmly connected with the front and rear side plates and the bottom plate.
After the splicing of the mould is completed, firstly, part of the mixture prepared in the step 2) is backfilled to the bottom of the mould in a layering way and is compacted, and the backfill amount is approximately equal to half of the height of the mould; then placing the temporary support mechanism 2 prepared in the step 1) in a mould and on a ramming layer, placing the end part of the heating wire 201 on the temporary support mechanism 2 outside the mould to avoid sealing the two ends of the heating wire 201 and in the surrounding rock simulation block 1, taking the rest part of the mixture prepared in the step 2), backfilling the mixture into a grinding tool in layers and ramming, finally packaging the mould in a plastic package mode, and after a curing period of 26-30 days, demoulding and sampling to prepare a test model of deep-buried chamber which is firstly loaded and then excavated;
4) Installing the test model of the deep-buried chamber which is loaded and then excavated in the step 3) on special three-way loading equipment, and uniformly externally loading six faces of the test model of the deep-buried chamber which is loaded and then excavated through a pressure head of the special three-way loading equipment until the specified load is reached, and stopping external loading and stabilizing the load;
5) And sequentially electrifying and heating the electric heating wires arranged on the rigid bearing pipe 206 according to the excavation sequence of the laboratory, so that the paraffin layer 205 on the rigid bearing pipe 206 is melted in sections and flows into the rigid supporting pipe through the paraffin discharging holes 204, and the temporary support mechanism 2 is used for unloading the inner wall of the laboratory simulation cavity 207 through the melting of the paraffin layer 205 so as to simulate the excavation process of the laboratory.
6) And after the chamber excavation simulation process is finished, the test model of the deep-buried chamber which is loaded firstly and excavated later is taken down from the special three-way loading equipment, the temporary support mechanism 2 is slowly excavated from the chamber simulation cavity 207, and finally the surrounding rock simulation block 1 is broken and cleaned through receipts and brushes, so that a reference basis is provided for support in the deep-buried chamber construction by recording the damage area and range of the surrounding rock simulation block 1.
Claims (4)
1. The utility model provides a test model of excavation after deep underground chamber loads earlier which characterized in that: the device comprises a surrounding rock simulation block (1), a chamber simulation cavity (3) penetrating through the surrounding rock simulation block (1) and a temporary support mechanism (2) arranged in the chamber simulation cavity (3), wherein the temporary support mechanism (2) comprises a rigid bearing pipe (206) corresponding to the chamber simulation cavity (3), a paraffin layer (205) is arranged on the outer wall of the rigid bearing pipe (206), an electric heating wire (201) for melting the paraffin layer (205) to simulate chamber excavation and unloading, and a plurality of paraffin discharging holes (204) for guiding melted paraffin into the inner cavity of the rigid bearing pipe (206);
the rigid bearing tube (206) is made of non-conductive polyethylene hard plastic material;
the chamber simulation cavity (3) and the surrounding rock simulation block (1) are integrally formed in a layered ramming mode through the temporary support mechanism (2);
the test method for carrying out the loading-before-excavation test of the deep-buried chamber by the test model for carrying out the loading-before-excavation test of the deep-buried chamber comprises the following steps:
1) Firstly prefabricating a rigid bearing pipe (206) according to the shape of a chamber to be excavated in a test, arranging a plurality of wax removing holes (204) on the pipe wall of the rigid bearing pipe (206) at intervals, arranging an electric heating wire (201) on the outer wall of the rigid bearing pipe (206) in a spiral coiling mode, and finally uniformly pouring a paraffin layer (205) on the outer wall of the rigid bearing pipe (206) to obtain the temporary support mechanism (2);
2) Respectively weighing sand, cement and water according to the mass ratio of 8-12:2.5:1, uniformly stirring the sand and the cement, adding water, and uniformly stirring again to prepare a mixture;
3) Firstly horizontally placing a mold with an open top, taking part of the mixture prepared in the step 2) to be backfilled to the bottom of the mold in a layering manner, tamping, then placing the temporary support mechanism (2) prepared in the step 1) in the mold and on the tamping layer, placing the end part of the heating wire (201) on the temporary support mechanism (2) outside the mold, taking the rest part of the mixture prepared in the step 2), backfilling the mixture in the grinding tool in a layering manner, tamping, finally packaging the mold in a plastic package manner, and after a curing period of 26-30 days, demolding and sampling to prepare the test model of deep-buried chamber which is firstly loaded and then excavated;
4) Installing the test model of the deep-buried chamber which is loaded and then excavated in the step 3) on special three-way loading equipment, and uniformly externally loading six faces of the test model of the deep-buried chamber which is loaded and then excavated through a pressure head of the special three-way loading equipment until the specified load is reached, and stopping external loading and stabilizing the load;
5) Sequentially electrifying and heating electric heating wires arranged on the rigid bearing pipe (206) according to the experimental chamber excavation sequence, so that the paraffin layer (205) on the rigid bearing pipe (206) is melted in sections and flows into the rigid bearing pipe (206) through the paraffin discharging holes (204), and unloading of the temporary support mechanism (2) on the inner wall of the chamber simulation cavity (3) is realized through melting of the paraffin layer (205) so as to simulate the chamber excavation process;
6) Taking down the test model of the deep-buried chamber which is firstly loaded and then excavated from the special three-way loading equipment, drawing out the temporary support mechanism (2) from the chamber simulation cavity (3), breaking the surrounding rock simulation block (1) and recording the damage area and range of the surrounding rock simulation block (1).
2. A test model for loading and then excavating a deep underground chamber according to claim 1, wherein: the electric heating wire (201) is spirally wound on the outer wall of the rigid bearing tube (206), two ends of the electric heating wire (201) are respectively arranged outside the surrounding rock simulation block (1), and a power supply (202) and a switch (203) for controlling the electric heating wire (201) to be electrified are connected between the two ends of the electric heating wire (201).
3. A test model for loading and then excavating a deep underground chamber according to claim 2, wherein: the number of the heating wires (201) is multiple, and marks corresponding to the distribution positions of the heating wires (201) on the rigid bearing tube (206) are arranged at two ends of any one heating wire (201).
4. A test model for loading and then excavating a deep underground chamber according to claim 1, wherein: the surrounding rock simulation block (1) is cuboid, and the chamber simulation cavities (3) are distributed along the length or width direction of the surrounding rock simulation block (1).
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| CN201810426302.3A CN108333049B (en) | 2018-05-07 | 2018-05-07 | Test model and test method for loading and then excavating deep underground chamber |
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Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109269907B (en) * | 2018-11-09 | 2020-11-06 | 中南大学 | Rock mass internal excavation unloading simulation experiment device and application method thereof |
| CN110275008B (en) * | 2019-06-11 | 2021-03-26 | 同济大学 | Non-contact tunnel excavation physical model capable of simulating rainfall and test method |
| CN114047078B (en) * | 2021-10-18 | 2022-10-11 | 中南大学 | Dynamic excavation unloading test device and test method under true three-dimensional stress state |
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