CN220690321U - High ground stress testing device based on ultra-deep drilling - Google Patents
High ground stress testing device based on ultra-deep drilling Download PDFInfo
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- CN220690321U CN220690321U CN202321408259.0U CN202321408259U CN220690321U CN 220690321 U CN220690321 U CN 220690321U CN 202321408259 U CN202321408259 U CN 202321408259U CN 220690321 U CN220690321 U CN 220690321U
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- 238000005553 drilling Methods 0.000 title claims abstract description 32
- 238000009662 stress testing Methods 0.000 title claims abstract description 13
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 32
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- 230000005540 biological transmission Effects 0.000 claims abstract description 21
- 238000009530 blood pressure measurement Methods 0.000 claims abstract description 10
- 238000009412 basement excavation Methods 0.000 abstract description 6
- 238000010276 construction Methods 0.000 abstract description 5
- 239000011435 rock Substances 0.000 description 20
- 238000012360 testing method Methods 0.000 description 15
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- 238000011161 development Methods 0.000 description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 4
- 230000006835 compression Effects 0.000 description 3
- 238000007906 compression Methods 0.000 description 3
- 238000011065 in-situ storage Methods 0.000 description 3
- 238000005259 measurement Methods 0.000 description 3
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- 208000011231 Crohn disease Diseases 0.000 description 1
- 239000004567 concrete Substances 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000005489 elastic deformation Effects 0.000 description 1
- 238000009440 infrastructure construction Methods 0.000 description 1
- 229910052500 inorganic mineral Inorganic materials 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000002184 metal Substances 0.000 description 1
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Abstract
The utility model discloses a high ground stress testing device based on ultra-deep drilling. The device comprises pressurizing equipment, a flexible high-strength pressure transmission pipe, a pressure gauge, a flexible high-strength pressure measurement pipe, a hollow steel pipe, a piston, a micrometer and an orifice fixing device; the orifice fixing device is positioned at the upper end of the drilling hole; the flexible high-strength piezometer tube is positioned in the drill hole; the upper end of the flexible high-strength pressure measuring tube is fixed on the orifice fixing device and extends upwards out of the orifice fixing device to be connected with the flexible high-strength pressure transmission tube; the lower end of the flexible high-strength pressure measuring tube is provided with a piston; the micrometer is arranged in the piston; the flexible high-strength pressure transmission pipe is connected with the pressurizing equipment; the pressure gauge is positioned on the flexible high-strength pressure transmission pipe and is connected with the flexible high-strength pressure measurement pipe; the hollow steel pipe is sleeved on the periphery of the flexible high-strength pressure measuring pipe; a flexible bonding plate is arranged on the side of the piston. The utility model has the advantage of measuring and judging the ground stress before the deep underground cavity or tunnel excavation construction.
Description
Technical Field
The utility model relates to a high ground stress testing device based on ultra-deep drilling.
Background
The undisturbed stresses stored inside the rock mass are called ground stresses, which can be divided into two categories, in-situ stresses and induced stresses, whereas in-situ stresses come mainly from five aspects: the dead weight of the rock mass, the geological structure activity, the universal gravitation, the sealing stress and the external load. The ground stress has multiple origins and is influenced by various factors, so the ground stress distribution of the crust rock mass is complex and changeable. The need for social development has directly led to a number of ground stress testing and estimation methods, and the development of these methods has further promoted the infrastructure construction, resource and energy development of the human society. Along with the increase of the energy, mineral, hydroelectric and other resource demands of human beings and the continuous increase of the exploitation intensity, the exploitation at home and abroad sequentially enters a deep resource exploitation state, and the three-high problem (high ground stress, high ground temperature and high water pressure) encountered in the deep exploitation becomes a focus and difficulty problem in the study of the rock mechanics of a deep-buried tunnel (channel) or a large underground cavity. Accurate determination of in-situ stress conditions in deep development space areas is one of the necessary ways to solve the above problems, which requires research on ground stress testing methods and techniques.
Practice shows that rock mass excavation work performed during construction of earth surface and underground engineering in high stress areas can often cause a series of deformation and damage phenomena associated with unloading rebound and stress release in the rock mass, and as a result, not only the engineering geological conditions of the foundation or side slope rock mass can be deteriorated, but also the action itself can sometimes cause direct harm to the building.
High ground stress is distributed in surrounding rock bodies of a deep-buried tunnel (channel) or a large-scale underground cavity, adverse working conditions such as rock burst and the like are easy to generate, the stability of surrounding rock of the underground cavity is adverse, and the accurate and effective means for testing the ground stress are mainly implemented on a working surface after the cavity is excavated to form the working surface, so that the mode has certain hysteresis and limitation. Therefore, the early determination of the deep high ground stress is very important.
Therefore, it is necessary to develop a test device capable of measuring and determining the ground stress by using the pre-ultra-deep exploration drilling before the excavation construction of the deep buried underground cavern or tunnel.
Disclosure of Invention
The utility model aims to provide a high ground stress testing device based on ultra-deep drilling, which is used for measuring and judging the high ground stress of surrounding rock before the excavation construction of a deep buried tunnel (channel) or a large underground cavity, and testing in the ultra-deep exploration drilling while drilling to obtain stratum information so as to obtain the ground stress information of a deep horizon, thereby preliminarily judging whether the high ground stress exists or not, and being economical, practical, fast and efficient; the method solves the problems that surrounding rocks of the existing deep-buried tunnel (channel) or large-scale underground cavern are mostly accompanied with high ground stress distribution, a certain working surface is formed by excavation of the cavern, and then the working surface is tested, so that the method has certain hysteresis and limitation.
In order to achieve the above purpose, the technical scheme of the utility model is as follows: high ground stress testing arrangement based on super dark drilling, its characterized in that: the device comprises pressurizing equipment, a flexible high-strength pressure transmission pipe, a pressure gauge, a flexible high-strength pressure measurement pipe, a hollow steel pipe, a piston, a micrometer and an orifice fixing device;
the orifice fixing device is positioned at the upper end of the drilling hole;
the flexible high-strength piezometer tube is positioned in the drill hole; the upper end of the flexible high-strength pressure measuring tube is fixed on the orifice fixing device and extends upwards out of the orifice fixing device to be connected with the flexible high-strength pressure transmission tube; the lower end of the flexible high-strength pressure measuring tube is provided with a piston; the micrometer is arranged in the piston;
the flexible high-strength pressure transmission pipe is connected with the pressurizing equipment;
the pressure gauge is positioned on the flexible high-strength pressure transmission pipe and is connected with the flexible high-strength pressure measurement pipe;
the hollow steel pipe is sleeved on the periphery of the flexible high-strength pressure measuring pipe;
a flexible bonding plate is arranged on the side of the piston.
In the technical scheme, the lower end of the hollow steel pipe is positioned at the bottom of the drilling hole;
the piston is connected with the lower end of the hollow steel pipe.
In the technical scheme, the hollow steel pipe comprises a plurality of hollow steel pipe sections, and the hollow steel pipe sections are longitudinally connected.
In the technical scheme, the piston is in a linear or cross-shaped structure.
The utility model has the following advantages:
the method can measure and judge the ground stress before the excavation construction of the deep underground cavern or tunnel (or the deep bedrock, the depth of the deep bedrock is more than (2-2.5) hq, wherein hq represents the equivalent height of the load), can be used as an effective means for measuring the ground stress in the early stage and initially judging whether the high ground stress exists, and is economical, practical, rapid and efficient; the pressurizing device can provide liquid high pressure; the pressure gauge on the flexible high-strength pressure transmission pipe is arranged on the flexible high-strength pressure measurement pipe, so that the size of the transmitted high-pressure can be directly measured; the built-in flexible high-strength pressure measuring tube can convey liquid high pressure to the piston at the bottom of a hole, the hollow steel tube sleeved outside the hollow steel tube can be divided into a plurality of sections which are mutually connected and lowered to the bottom of the hole, meanwhile, the built-in flexible high-strength pressure measuring tube is protected, the flexible bonding plate which is connected and fixed with the lower piston is used for bearing high-strength liquid pressure in the piston and can laterally move under pressure, pressure is applied to the wall of a drilling hole, a micrometer is arranged in the piston and used for cooperatively measuring the compression deformation of the wall of the hole after being pressed, and the orifice fixing device is used for guaranteeing the lowering and fixing of equipment such as the hollow steel tube, the flexible high-strength pressure measuring tube, the piston and the like.
Drawings
Fig. 1 is a schematic structural view of the present utility model.
Fig. 2 is a schematic diagram of a piston in a straight shape in the present utility model.
Fig. 3 is a schematic diagram of a cross-shaped piston according to the present utility model.
Fig. 4 is an enlarged view at Q of fig. 1.
In fig. 1, M represents a cover layer; n represents bedrock.
In the figure, 1-pressurizing equipment, 2-flexible high-strength pressure transmission pipe, 3-manometer, 4-flexible high-strength pressure measurement pipe, 5-hollow steel pipe, 6-piston, 7-micrometer, 8-drilling, 8.1-drilling hole wall, 9-orifice fixing device and 10-flexible bonding plate.
Detailed Description
The following detailed description of the utility model is, therefore, not to be taken in a limiting sense, but is made merely by way of example. While making the advantages of the present utility model clearer and more readily understood by way of illustration.
As can be seen with reference to the accompanying drawings: the high ground stress testing device based on ultra-deep drilling comprises a pressurizing device 1, a flexible high-strength pressure transmission pipe 2, a pressure gauge 3, a flexible high-strength pressure measurement pipe 4, a hollow steel pipe 5, a piston 6, a micrometer 7 and an orifice fixing device 9;
the orifice fixing device 9 is positioned at the upper end of the drilling hole 8, and the orifice fixing device 9 is used for guaranteeing the descending and fixing of the hollow test steel tube 5, the flexible high-strength pressure measuring tube 4, the piston 6 and other equipment;
the borehole wall 8.1 is straight and smooth, so that the integrity of coring of the test section is ensured;
the flexible high-strength piezometer tube 4 is positioned in the drill hole 8; a piston 6 which is internally provided with a flexible high-strength pressure measuring tube 4 and used for conveying liquid high pressure to the bottom of a drilling hole;
the upper end of the flexible high-strength pressure measuring tube 4 is fixed on the orifice fixing device 9, and extends out of the orifice fixing device 9 upwards to be connected with the flexible high-strength pressure transmission tube 2; the lower end of the flexible high-strength pressure measuring tube 4 is provided with a piston 6, the interior of the piston 6 bears the high-strength liquid pressure conveyed by the flexible high-strength pressure measuring tube 4, and the lateral direction is a flexible bonding plate which can move laterally under pressure, so as to apply pressure to the wall 8.1 of the drilling hole;
the micrometer 7 is arranged in the piston 6 and is used for cooperatively measuring the compression deformation of the hole wall after being pressed, and belongs to micro deformation;
the flexible high-strength pressure transmission pipe 2 is connected with the pressurizing equipment 1; the pressurizing device 1 transmits liquid high pressure to the piston 6 through the flexible high-strength pressure transmission pipe 2;
the pressure gauge 3 is positioned on the flexible high-strength pressure transmission pipe 2 and is connected with the flexible high-strength pressure measurement pipe 4, so that the high-pressure transmitted by the flexible high-strength pressure transmission pipe 2 can be directly measured;
the hollow steel tube 5 is sleeved on the periphery of the flexible high-strength pressure measuring tube 4 (shown in fig. 1 and 4);
the flexible bonding plate 10 is arranged on the lateral side of the piston 6 (as shown in fig. 1, 2 and 3), when the interior of the piston 6 bears the high-strength liquid pressure conveyed by the flexible high-strength pressure measuring pipe 4, the flexible bonding plate 10 is pressed and moves laterally, and pressure is applied to the wall of the drilling hole.
Further, the lower end of the hollow steel pipe 5 is positioned at the bottom of the drilling hole, so that the function of protecting the built-in flexible high-strength pressure measuring pipe is achieved;
the piston 6 is connected to the lower end of the hollow steel pipe 5 (as shown in fig. 1), and the hollow steel pipe plays a role of connecting and fixing the lower piston.
Further, the hollow steel pipe 5 comprises a plurality of hollow steel pipe sections, the hollow steel pipe sections are longitudinally connected, and the hollow steel pipe is divided into a plurality of sections which are mutually connected and lowered to the bottom of the hole, and meanwhile, the hollow steel pipe plays a role in protecting the built-in flexible high-strength pressure measuring pipe and connecting and fixing the lower piston.
Furthermore, the piston 6 is in a straight-line or cross-shaped structure, and the straight-line or cross-shaped piston is relatively more suitable for the uniformity and stability of pressurization stress, and the orientation of the piston is arranged corresponding to the axis of an underground cavity or tunnel during test; the in-line piston 6 is arranged perpendicular to the chamber axis (as shown in fig. 2) and the cross-shaped piston 6 (as shown in fig. 3) is arranged perpendicular to and parallel to the chamber axis.
The utility model relates to a test method of a high ground stress test device based on ultra-deep drilling, which comprises the following steps:
after drilling, firstly, the installation connection and the lowering of all instruments and equipment are completed (see a process flow chart in detail), then, the pressurizing equipment 1 is used for pressurizing to form high-strength liquid pressure, the liquid pressure reaches the bottom piston 6 through the flexible high-strength pressure transmission pipe 2, the pressure gauge 3 (simultaneously measuring the applied pressure Pp) and the built-in flexible high-strength pressure measuring pipe 4, along with the pressure input, flexible bonding plates on two sides of the piston are well bonded with the hole wall and gradually pressurize the hole wall, along with the gradual increase of the pressure applied to the hole wall, the increasing trend of the load pressure P is larger and larger, namely, the delta P/delta s is larger and larger, wherein the deformation s tends to a certain specific value (namely, the unloading rebound deformation s of the rock mass) 0 ) When the pressure P exceeds the specific value, the corresponding micro deformation increment is relatively small along with the increase of the pressure P, so that a proper pressure characteristic value P can be obtained by recording and obtaining the P-s characteristic curve 0 The corresponding compressive stress p is the ground stress of the test point.
The test principle of the high ground stress test device based on ultra-deep drilling provided by the utility model is as follows: when high ground stress exists in the ultra-deep drilling hole, after the drilling hole is drilled and coring, when the lithology of hard rock is single and the texture is uniform, corresponding unloading rebound micro-deformation occurs to the wall rock of the drilling hole along with high ground stress release, the micro-deformation is mainly elastic deformation, when a certain measure is taken for applying radial load to the wall of the drilling hole in a certain area, the deformation of the unloading rebound of the rock mass is gradually reduced along with load increase and stress increase until the unloading rebound deformation completely counteracts, and even the compression deformation of the rock mass occurs.
In the loading process, along with the gradual counteraction of the unloading rebound deformation, the increasing trend of the load pressure P is larger and larger, namely delta P/delta s is larger and larger, wherein the deformation s tends to a certain specific value (namely the unloading rebound deformation s of the rock mass 0 ) When the pressure P exceeds the specific value, the corresponding micro deformation increment is relatively small along with the increase of the pressure P, so that a proper pressure value P can be taken through the P-s characteristic curve, and the corresponding pressure stress P is the ground stress of the test point.
In the whole test process, the deformation amount is mostly micro deformation amount, so the micro deformation amount is extremely critical, and the micro deformation amount is measured by adopting a micrometer with relatively good quality and performance, such as a microscopic micrometer (device). The micrometer has high test precision, and can be used for measuring axial displacement of a drilling hole in any direction and a measuring line in rock, concrete or soil with high precision, such as a KEYENCE Crohn's ultra-high speed/high precision micrometer LS-9000 series. The general micrometer measurement principle-linear displacement measurement is as follows: 1) Sphere cone positioning principle: the spherical top end of the probe and the annular cone-shaped measuring mark ensure that the length of the probe is 1m during measurement. 2) A metal measuring mark is arranged on the plastic sleeve at intervals of each meter, the measuring line is divided into a plurality of sections, the measuring mark and a measured medium are firmly poured together through grouting, and when the measured medium is deformed, the measuring mark is driven to be deformed synchronously with the measured medium. And (3) measuring the change of each gauge length along time segment by using a sliding micrometer, thereby obtaining the deformation distribution rule of the measured medium along the measuring line.
The micrometer is arranged in a straight or cross-shaped piston at the bottom of a hole (the straight or cross-shaped piston is relatively more suitable for uniformity and stability of pressurizing stress, the direction of the straight or cross-shaped piston is correspondingly arranged with the axis of an underground cavity or tunnel in the test, the straight or cross-shaped piston is arranged perpendicular to the axis of the cavity (as shown in figure 2), the cross is simultaneously arranged perpendicular to the axis of the cavity (as shown in figure 3), the side face of the piston is provided with a flexible bonding plate (higher in strength and better in bonding with the hole wall under the condition of being pressurized), the liquid high pressure outside is input into the bottom piston through a flexible high-strength pressure conveying pipe and a pressure measuring pipe (hollow steel pipe is sleeved outside the hole discharging section, and the hollow steel pipe simultaneously plays the roles of fixing the lower piston to control the direction of the piston and protecting the flexible high-strength pipe), the pressure measuring and the deformation quantity are started after the flexible bonding plates at the two sides of the piston move towards the hole wall until the hole wall is better bonded with the hole wall, the deformation quantity is gradually increased along with the increase of the pressure until the unloading rebound deformation quantity of the rock body is basically counteracted.
The test method is that the inside of the hole is anhydrous, and the test method belongs to the test process of high ground stress of dry anhydrous drilling. When water exists in the hole, a certain initial water pressure P exists w Therefore, to make the flexible bonding plates at two sides of the piston well bonded with the hole wall, the initial water pressure P should be overcome w Is a function of (a) and (b).
Other non-illustrated parts are known in the art.
Claims (4)
1. High ground stress testing arrangement based on super dark drilling, its characterized in that: the device comprises pressurizing equipment (1), a flexible high-strength pressure transmission pipe (2), a pressure gauge (3), a flexible high-strength pressure measurement pipe (4), a hollow steel pipe (5), a piston (6), a micrometer (7) and an orifice fixing device (9);
the orifice fixing device (9) is positioned at the upper end of the drilling hole;
the flexible high-strength piezometer tube (4) is positioned in the drill hole (8); the upper end of the flexible high-strength pressure measuring tube (4) is fixed on the orifice fixing device (9), and extends out of the orifice fixing device (9) upwards to be connected with the flexible high-strength pressure transmission tube (2); the lower end of the flexible high-strength piezometer tube (4) is provided with a piston (6); the micrometer (7) is arranged in the piston (6);
the flexible high-strength pressure transmission pipe (2) is connected with the pressurizing equipment (1);
the pressure gauge (3) is positioned on the flexible high-strength pressure transmission pipe (2) and is connected with the flexible high-strength pressure measurement pipe (4);
the hollow steel tube (5) is sleeved on the periphery of the flexible high-strength pressure measuring tube (4);
a flexible bonding plate (10) is arranged on the lateral side of the piston (6).
2. The ultra-deep borehole based high ground stress testing device of claim 1, wherein: the lower end of the hollow steel pipe (5) is positioned at the bottom of the hole of the drill hole (8);
the piston (6) is connected with the lower end of the hollow steel pipe (5).
3. The ultra-deep borehole-based high ground stress testing apparatus according to claim 1 or 2, wherein: the hollow steel pipe (5) comprises a plurality of hollow steel pipe sections which are longitudinally connected.
4. The ultra-deep borehole based high ground stress testing device according to claim 3, wherein: the piston (6) is in a straight or cross-shaped structure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202321408259.0U CN220690321U (en) | 2023-06-05 | 2023-06-05 | High ground stress testing device based on ultra-deep drilling |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202321408259.0U CN220690321U (en) | 2023-06-05 | 2023-06-05 | High ground stress testing device based on ultra-deep drilling |
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| Publication Number | Publication Date |
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| CN220690321U true CN220690321U (en) | 2024-03-29 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202321408259.0U Active CN220690321U (en) | 2023-06-05 | 2023-06-05 | High ground stress testing device based on ultra-deep drilling |
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| Country | Link |
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| CN (1) | CN220690321U (en) |
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2023
- 2023-06-05 CN CN202321408259.0U patent/CN220690321U/en active Active
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