CN215338673U - Device for testing ground stress of deep fracture zone - Google Patents
Device for testing ground stress of deep fracture zone Download PDFInfo
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- CN215338673U CN215338673U CN202121673578.5U CN202121673578U CN215338673U CN 215338673 U CN215338673 U CN 215338673U CN 202121673578 U CN202121673578 U CN 202121673578U CN 215338673 U CN215338673 U CN 215338673U
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Abstract
The utility model provides a device for testing the ground stress of a deep fracture zone, which comprises a hand pump, a pressure pipeline, a stop valve, a pressure gauge, a three-way valve and a hydraulic pillow combination device, wherein the hand pump, the stop valve, the three-way valve and the pressure pipeline are sequentially connected with the hydraulic pillow combination device, the pressure pipeline and the hydraulic pillow combination device are placed in a test drill hole of a weak rock body during testing, the hydraulic pillow combination device comprises at least two one-way hydraulic pillows, each one-way hydraulic pillow comprises a main body and a bearing plate, the main body is of a groove-shaped structure with an opening on one side, the bearing plate which deforms under stress and seals the opening on one side of the main body is arranged on the other side of the main body, the main body is connected with the bearing plate to form a hydraulic oil chamber, and the pressure pipeline is communicated with the hydraulic oil chamber through an oil nozzle. The utility model can directly measure or observe the unidirectional stress of the rock mass, and can obtain the high-to-extremely high ground stress information of the rock mass in the deep fracture zone of the cavern with the dimensions of 1-3 through the combination of the drilling hole and the hydraulic ram.
Description
Technical Field
The utility model relates to the field of rock and soil tests, in particular to a device for testing ground stress of a deep fracture zone.
Background
The ground stress is one of the control factors of the deformation and the damage of the surrounding rock of the underground engineering, the hard and brittle rock mass is easy to generate rock burst under the condition of high to extremely high ground stress, and the soft rock mass is easy to generate large deformation damage. With the advance of long-distance water transfer engineering, traffic engineering and deep mine engineering in China, large deformation of surrounding rocks of weak rock bodies and frequent accidents of TBM tunneling machine blocking occur. The acquisition of the earth stress data of typical weak rock bodies such as fracture zones becomes an urgent need to solve the engineering problem.
Generally speaking, fracture zone rock mass has the characteristics of soft rock quality, poor homogeneity, poor integrity of rock mass, obvious plasticity and rheological characteristics and the like, and common ground stress measurement methods such as a hydraulic fracturing method and a trepanning stress relief method are not suitable. At present, the method for measuring the ground stress of the soft rock only comprises a three-way pressure box based on a rheological recovery theory, a hydraulic drilling stress meter applied to underground coal rock stress measurement, an active pressure application type soft rock rapid measurement method based on elastic deformation separation and the like. The method is an indirect measurement method, and is not suitable for fracture zone rock masses with poor homogeneity; the patent (publication number CN204694384U) entitled "hydraulic borehole stressometer applied to underground coal rock mass stress measurement" provides a technology for monitoring the change of the radial stress of a coal rock mass borehole, the technology adopts 4 bag-type hydraulic rams matched with the diameter of the borehole, the stress change of the radial coverage range (large direction range) of the hydraulic rams can be monitored, and the technology cannot accurately calculate the rock mass ground stress field; the active pressure-applying type rapid measuring device for the soft rock mass consists of a closed hydraulic fracturing method pipeline system and an aperture deformation measuring system, the magnitude of the ground stress is calculated through aperture deformation measurement under a specific loading condition, the plane stress of the cross section of a drilled hole can be obtained through single test, and the method has large equipment manufacturing difficulty and does not have a finished product.
Aiming at the requirements of projects such as deep-buried large-scale water transfer and the like on the ground stress data of the fracture zone and the current situation that the existing measuring method is deficient, a device for testing the ground stress of the deep fracture zone is researched and developed. The utility model discloses a device such as pressure pillow that the measurement of surface stress used has carried out brand-new modification design, adopts the compound mode to carry out the measurement of drilling ground stress.
SUMMERY OF THE UTILITY MODEL
Aiming at the defects of the existing measuring method, the utility model provides the device for testing the ground stress of the deep fracture zone, the measuring device is simple and reliable in manufacturing and operation, the pressure stress in the direction of a single hydraulic ram bearing plate can be read at any time, the initial stress can be obtained through long-term observation, and the required ground stress characteristic data can be obtained through different test arrangements.
In order to achieve the purpose, the utility model adopts the following technical scheme:
an apparatus for testing ground stress in a deep fracture zone, comprising: including hand pump, pressure line, stop valve, manometer, three-way valve, hydraulic pillow composite set, hand pump, stop valve, three-way valve connect gradually, and the exit end of stop valve is connected with the first end of three-way valve, and the second end of three-way valve is connected with hydraulic pillow composite set through pressure line, and the third end and the manometer of three-way valve are connected, and pressure line and hydraulic pillow composite set arrange the experimental drilling of weak rock mass in when the test in, hydraulic pillow composite set includes two at least one-way hydraulic pillows, one-way hydraulic pillows includes main part and bearing plate, and the main part is single face open-ended slot-shaped structure, and the another side sets up the atress and warp and with the sealed bearing plate of main part single face opening, forms hydraulic pressure grease chamber after main part is connected with the bearing plate, and pressure line passes through glib and hydraulic grease chamber intercommunication.
Further, the main body and the bearing plate are connected in a threaded connection or welding mode.
Furthermore, the bearing plate is made of a thin steel plate.
The utility model has the following beneficial effects:
1. the hydraulic sleeper structure is subjected to brand new design and processing manufacturing process design, and tests prove that the forward loading stress of the preloaded bearing plate is highly linearly related to the liquid pressure, namely the one-way compressive stress of a ground stress field can be reversely determined through the pressure test of the hydraulic sleeper, so that the stress test of the one-way hydraulic sleeper becomes possible;
2. according to the characteristics of the fractured zone rock mass, the deformation measurement of the three-way pressure box and other prior art is changed into pressure measurement, namely indirect measurement is changed into direct measurement, so that the method is suitable for more kinds of rock masses and improves the accuracy of ground stress test;
3. the method has the advantages that the single-direction compressive stress of the rock mass can be directly obtained, the plane and three-dimensional ground stress states of the rock mass can be obtained through the combination of the hydraulic rams and the arrangement of the drill holes, and the requirements of survey design on ground stress data of the rock mass of the fractured zone can be comprehensively met.
Drawings
FIG. 1 is a schematic structural diagram of one embodiment of the apparatus for testing the stress in a deep fracture zone according to the present invention;
fig. 2(a) is a front sectional view of a one-way hydraulic ram in an embodiment of the present invention, fig. 2(b) is a plan view of the one-way hydraulic ram in the embodiment of the present invention, and fig. 2(c) is a side view of the one-way hydraulic ram in the embodiment of the present invention;
FIG. 3 is a pressure calibration curve for a one-way hydraulic ram in an embodiment of the present invention;
FIG. 4 is a schematic view of a combination of one-way rams in an embodiment of the utility model;
fig. 5 is a combined schematic view of a plane hydraulic ram in an embodiment of the utility model.
The reference numerals in the figures are as follows:
1-hand pump, 2-stop valve, 3-pressure gauge, 4-weak rock mass, 5-three-way valve, 6-grouting pipe, 7-pressure pipeline, 8-test drilling hole, 9-hydraulic ram combination device, 10-cement, 11-screw, 12-cover plate, 13-sealing ring, 14-bearing plate, 15-hydraulic oil chamber, 16-main body, 17-oil nozzle, 18-hydraulic ram combination device hole and 21-one-way hydraulic ram.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are some, but not all, embodiments of the present invention. The components of embodiments of the present invention generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations.
As shown in FIG. 1, the embodiment of the utility model provides a device for testing the ground stress of a deep fracture zone, which comprises a hand pump 1, a stop valve 2, a pressure gauge 3, a three-way valve 5, a pressure pipeline 7 and a hydraulic pillow combination device 9.
Hand pump 1, stop valve 2, three-way valve 5 connect gradually, and the exit end of stop valve 2 is connected with three-way valve 5's first end, and three-way valve 5's second end is connected with hydraulic pressure pillow composite set 9 through pressure line 7, and three-way valve 5's third end is connected with manometer 3.
When the pressure pipeline 7 and the hydraulic sleeper combination device 9 work, the test borehole 8 of the weak rock body 4 is placed, cement grouting is carried out on the test borehole 8 through the grouting pipe 6, and the pressure pipeline 7 and the hydraulic sleeper combination device 9 are buried in cement 10 after being solidified. The pressure pipeline 7 is a steel pipe or a high-pressure steel wire braided rubber pipe.
Referring to fig. 4 and 5, the ram assembly 9 is formed by combining at least two one-way rams 21. The one-way hydraulic ram 21 is long in body fiber, the length-width ratio of the one-way hydraulic ram is larger than 3, and the one-way hydraulic ram can be placed into a test borehole 8 after being assembled and installed.
Referring to fig. 2(a), 2(b) and 2(c), the one-way hydraulic ram 21 includes a main body 16 and a pressure-bearing plate 14, and the pressure-bearing plate 14 and the main body 1 are connected by a screw or by welding. The main body 16 and the pressure-bearing plate 14 are mainly made of steel, the main body 16 is in a groove-shaped structure with an open upper end, for example, a thin metal groove structure, the main body is designed to be narrow and long, the pressure-bearing plate 14 is arranged on one surface, the main body 16 is connected with the pressure-bearing plate 14 to form a hydraulic oil chamber 15, and the oil nozzle 17 is arranged on the side surface of the main body 16. In order to adapt to different fracture section rock masses, the material quality and the size can be adjusted.
In one embodiment, the one-way hydraulic ram 21 formed by threaded connection comprises a screw 11, a cover plate 12, a sealing ring 13, a pressure bearing plate 14, a main body 16 and a nozzle 17. The two oil nipples 17 are provided, located on the side, as shown in fig. 2(c), and the oil nipples 17 are used to connect the pressure line 7 and the hydraulic oil chamber 15. The packing 13 is placed on the body 17, the pressure plate 14 is fixed to the body 16 by the screw 11 and the cover plate 12, and the nipple 17 is used to connect the pressure line 7 and the exhaust operation.
In another embodiment, the welded one-way hydraulic ram is without the screw 11 and the cover plate 12, and the pressure bearing plate 14 is connected with the main body 16 through a welding process.
Two ends of the main body 16 are provided with hydraulic ram combination holes 18 for positioning and fixing the one-way hydraulic ram 21.
When the method is used for testing the ground stress of the deep fracture zone, the specific steps are as follows:
(1) and (3) performing air tightness test on the one-way hydraulic ram 21: after processing, before assembling and mounting, the one-way hydraulic ram 21 is connected with an oil pump, a stop valve 2, a high-pressure pipe and a pressure gauge 3, complete air exhaust is needed in the oil injection process, then the one-way hydraulic ram 21 is pressurized and kept for a long time, and the air tightness of the hydraulic ram is checked;
(2) pressure calibration test: simulating the rock mass stress state under the field test condition, and carrying out calibration test on the one-way hydraulic ram 21 to obtain the relation between test loading and output pressure under specific preloading pressure, namely coefficients a and b in the relation in the figure 3;
(3) test arrangement: the test requirements are met through the hydraulic ram combination and the drill hole arrangement, and the measurement of the 1-to 3-dimensional ground stress information can be realized;
the hydraulic ram combination is to combine the one-way hydraulic rams according to the measurement requirements, and can selectively measure the one-way stress of any radial direction of the drill hole or the plane stress of the cross section of the drill hole.
The one-way hydraulic pillow combination (shown in figure 4) formed by combining the two one-way hydraulic pillows can be used for measuring one-way stress; plane stress measurement can be performed by using a plane hydraulic ram combination (for example, 3 one-way hydraulic ram combinations shown in fig. 5) consisting of three or more one-way hydraulic rams. The hydraulic rams or hydraulic ram combinations can be installed in different directions in the borehole, i.e. the installation direction of the combination of fig. 4 and 5 can be rotated. A single bore may be fitted with multiple hydraulic ram combinations.
The drilling arrangement refers to arranging a single test drilling or a combination of test drilling on the wall of the hole or the bottom plate of the hole chamber according to the test requirement; installing a hydraulic ram combination in a test drill hole, acquiring unidirectional compressive stress or plane stress in the cross section of the drill hole, installing direction oil pipes in the unidirectional compressive stress direction and the hydraulic ram combination, and calculating spatial three-dimensional stress by combining 3 plane stresses in different directions;
(4) device installation: drilling construction is carried out according to the arrangement of the drill holes, and then the combined device is installed in the drill holes;
(5) grouting and backfilling: grouting and backfilling the measuring hole to enable the observation device and the rock mass to be condensed into a whole, wherein the physical parameters of the grout material are consistent with those of the rock mass as much as possible;
(6) applying pre-pressing: after cement solidification is finished, selecting proper preloading pressure and locking the stop valve 2 according to the pressure calibration test result;
(7) and (3) stress observation: observing the stress change of each one-way pressure pillow 21, and recording the reading time and the reading of a pressure gauge;
(8) data processing:
(8-1) according to the pre-loading pressure grade of the pressure calibration test and the values of the coefficient a and the coefficient b, reversely calculating the unidirectional pressure stress measured by the unidirectional hydraulic ram by the reading of the pressure gauge;
(8-2) drawing a time-varying curve of the pressure of the unidirectional hydraulic ram, and determining unidirectional stable stress in the measuring direction;
and (8-3) calculating the measurement result of the combined hydraulic ram, and calculating the ground stress with different dimensions according to the test arrangement. Generally speaking, the cavern has a disturbance effect on the initial stress field of the nearby rock mass, and the embedding of the measuring device has an embedding effect on the measurement, which all have an influence on the accuracy of the measurement result. The device design and experimental arrangement should be as free as possible from the above-mentioned effects. A planar coordinate system o-xy of the cross-section of the borehole as shown in fig. 4 and 5 is established with axis x horizontally to the right and axis y vertically up. Without considering the above effects, the unidirectional compressive stress obtained by the unidirectional hydraulic ram combination shown in fig. 4 is expressed by formula (1), and the plane stress measurement result of the plane stress observation shown in fig. 5 is expressed by formula (2). The three-dimensional stress test is calculated from three plane stress measurements.
In the formula: sigman1、σn2And σn3Unidirectional compressive stress, sigma, of each unidirectional hydraulic ram in the normal directionnUnidirectional stress, sigma, measured for unidirectional hydraulic ram combinations1For large principal stresses of the cross-section of the bore hole, σ2The angle a is the maximum principal stress direction angle, which is the angle of rotation counterclockwise from the axis x to the maximum principal stress direction, for small principal stresses of the borehole cross section.
The main innovation and the beneficial effects of the utility model are as follows:
the method comprises the steps of firstly, carrying out brand new design and processing manufacturing process design on a hydraulic pillow structure, and verifying that the forward loading stress of a preloaded bearing plate is highly linearly related to the liquid pressure through tests, namely, the one-way compressive stress of a ground stress field can be reversely determined through the hydraulic pillow pressure test, so that the stress test becomes possible (by adopting a two-way hydraulic pillow surface-to-surface pressing mode, carrying out a loading stress and observation stress relation test under different preloading conditions, and linearly fitting goodness (R)2) Are all larger than 0.99; fig. 3 shows the results of a test with a preload pressure of 5.0MPa, a-1.68, b-7.66, goodness of linear fit (R) for active loading and observed pressures2) 0.9941, the high linear correlation of the applied stress of the one-way hydraulic ram and the observed stress is verified);
according to the characteristics of the fractured zone rock mass, the deformation measurement of the three-way pressure box and other prior art is changed into pressure measurement, namely indirect measurement is changed into direct measurement, so that the method is suitable for more kinds of rock masses and improves the accuracy of ground stress test;
changing a bidirectional stressed hydraulic ram for testing the surface ground stress of the underground cavern into a single-sided stressed one-way hydraulic ram, observing (measuring) the stress of the cross section of the drilled hole in multiple directions by adopting a combination mode, and obtaining the one-way (1-dimensional), plane (2-dimensional) and space (3-dimensional) ground stress data of the rock mass by matching with the combination of the drilled holes, so that the requirement of survey design on the ground stress data can be completely met;
the size of the measuring device can be suitable for common geological drilling (the diameter is 91mm or 130mm), the ground stress measurement of the surface of the cavern is converted into rock mass stress measurement of the deep part in the drilling, the initial ground stress field data of the deep part of the cavern can be obtained, and the test of high to extremely high ground stress can be carried out.
The surface ground stress test requires combined stress and deformation test, and is suitable for testing hard surface rock mass in underground cavern.
The above description is only an embodiment of the present invention, but the scope of the present invention is not limited thereto, and any changes or substitutions that can be easily conceived by those skilled in the art within the technical scope of the present invention are included in the scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.
Claims (3)
1. An apparatus for testing ground stress in a deep fracture zone, comprising: including hand pump, pressure line, stop valve, manometer, three-way valve, hydraulic pillow composite set, hand pump, stop valve, three-way valve connect gradually, and the exit end of stop valve is connected with the first end of three-way valve, and the second end of three-way valve is connected with hydraulic pillow composite set through pressure line, and the third end and the manometer of three-way valve are connected, and pressure line and hydraulic pillow composite set arrange the experimental drilling of weak rock mass in when the test in, hydraulic pillow composite set includes two at least one-way hydraulic pillows, one-way hydraulic pillows includes main part and bearing plate, and the main part is single face open-ended slot-shaped structure, and the another side sets up the atress and warp and with the sealed bearing plate of main part single face opening, forms hydraulic pressure grease chamber after main part is connected with the bearing plate, and pressure line passes through glib and hydraulic grease chamber intercommunication.
2. The device for testing deep fracture zone ground stress of claim 1, wherein: the main body and the bearing plate are connected in a threaded connection or welding mode.
3. The device for testing deep fracture zone ground stress of claim 1, wherein: the bearing plate is made of a thin steel plate.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202121673578.5U CN215338673U (en) | 2021-07-21 | 2021-07-21 | Device for testing ground stress of deep fracture zone |
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| CN202121673578.5U CN215338673U (en) | 2021-07-21 | 2021-07-21 | Device for testing ground stress of deep fracture zone |
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