CN201671619U - Drilling horizontal penetration device for measuring damage characteristics ground stress parameters of rocks - Google Patents
Drilling horizontal penetration device for measuring damage characteristics ground stress parameters of rocks Download PDFInfo
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- CN201671619U CN201671619U CN2010201972633U CN201020197263U CN201671619U CN 201671619 U CN201671619 U CN 201671619U CN 2010201972633 U CN2010201972633 U CN 2010201972633U CN 201020197263 U CN201020197263 U CN 201020197263U CN 201671619 U CN201671619 U CN 201671619U
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Abstract
The utility model discloses a drilling horizontal penetration device for measuring damage characteristics ground stress parameters of rocks. A cavity body is a hollow opened cylinder and is internally remained with a pressurizing hole, a pressure return hole and a wiring groove; a movable lug is fixed in the cavity body by a pressure return pad; a digital displacement senor is also fixed in the cavity body; a pad plate is fixed at the upper parts of the movable lug and the digital displacement senor; a plurality of conical heads with different curvatures are fixed on the pad plate by screws; and a pressure bearing plate is fixed on the cavity by screws. Firstly, an oil pressure pump is pressurized by the pressurizing hole, after the test is finished, unloading is carried out by the pressure return hole, and the digital displacement senor transmits displacement data of the movable lug into a receiver by a data line in the wiring groove. The device is convenient in use, is low in cost, is accurate and fast, breaks through the limitation of the stressed area of a Godman jack by utilizing the common engineering drilling, leads the measured rocks to be damaged, thus measuring the strength and deformation and damage parameters as well as the ground stress parameters of the rocks of weathered zones in different depths.
Description
Technical field
The utility model relates to on-the-spot in-situ test of a kind of rock mass and geostatic stress technical field of measurement and test, the drilling hole transverse perforation device that more specifically relates to a kind of rock destruction characteristic and ground stress parameter measurement, be applicable to the test in situ of rock, it utilizes common engineering the drilling, probe is put into any degree of depth of boring, obtain parameters and earth stress and rock mass damage parameter by this device.
Background technology
The determining of rock mass mechanics parameter judges whether rock mass engineering project satisfies the prerequisite and the basis of normal function of use, also is the important evidence that instructs engineering design and safe construction.Experimental study is to determine the most direct method of rock mass mechanics parameter.It comprises test in situ and laboratory test.Because the existence of lithology, structural plane in the rock mass, the influence of rock mass structure dimensional effect, and the effect of exogenic force such as water, weathering, on-the-spot sillar sampling and test reconnaissance discreteness are big, make and exist very big difference between the mechanical behavior of rock mass and the mechanical behavior that indoor rock test block is showed, cause the rock mass test parameter to have bigger randomness and uncertainty, and determine the rock mass mechanics parameter, can reflect the natural characteristic of rock mass preferably with in situ test.
The rock mass parameters and earth stress is the most basic initial data of earth's crust stratum mechanical state, be to determine the engineering rock mass mechanical attribute, carry out the design of surrounding rock stability analysis, geotechnical engineering excavation and the necessary firsthand information of making a strategic decision, particularly cavern's estimation of stability is most important for the estimation of stability of all kinds of geotechnical engineerings for it.
At present the in situ test of rock mass has and directly contacts rock at the scene, rock exerted pressure obtain deformation parameter, comprise the Goodman jack test etc. of testing, hole of excavation exploration adit, vertical shaft, but owing to be subjected to the influence that its cost is too high and the duration is long, if not large-scale important engineering, the test arrangement of a lot of engineering correspondences is just less or do not have, and boring Goodman jack mainly obtains parameter (being deformation parameter) before the rock mass damage, can't obtain the rock mass damage parameter; Another kind then is to measure indirectly, comprise acoustic wave of rock test, boring shooting etc., though can go deep into the rock mass different parts tests, but because it can not directly be exerted pressure to rock, cause rock deformation or destruction, obtain the rock mass parameter but calculate, bring bigger artificial analytical error by indirect analysis.
The measurement of geostatic stress, with regard to world wide, main measuring method has tens of kinds more than at present.The suggesting method of the rock stress that five kinds of methods of the most representative, comparative maturity are determined by the test method committee of ISRM, the committee be " suggesting method of rock stress mensuration " in 1987 by regulation and stipulation.They are: flat jack method, aperture deformation method, hydraulic fracturing, hole wall Strain Method and hollow inclusion Strain Method.But because the cost of these methods is all higher, the test period is long, process of the test is loaded down with trivial details, make many engineerings all can't adopt above these method of testings, cause a lot of engineerings to lack enough actual measurement geostatic stress data.
Summary of the invention
The purpose of this utility model is the drilling hole transverse perforation device that has been to provide a kind of rock destruction characteristic and ground stress parameter measurement, this device can carry out the original position rock mechanics experiment at the scene, and it is easy to use, cost is low, and accurately, fast, it can utilize more general engineering the drilling, break through the lifting surface area restriction of Goodman jack, make tested rock mass reach destruction, thereby measure the intensity and the deformation parameter of different depth and weathered zone rock mass, and the parameters and earth stress of rock mass.
In order to realize above-mentioned purpose, the utility model adopts following technical measures:
This covering device has five parts to be formed, and comprising: probe, oil pressure pump, sensor, oil pressure control system, power supply.Utilize engineering the drilling, the probe of instrument is put into any degree of depth of boring, by the pressurization of oil pressure pump, the conehead of a plurality of different curvature on the backing plate is outwards moved, bearing plate is exerted pressure to hole wall, counter-force is provided, because conehead connects digital displacement sensor by the data wire in the groove, and pressure and displacement data are shown on receiver, directly obtains conehead displacement and pressure dependence curve, by analyzing the deformation and failure parameter can obtain rock mass, and parameters and earth stress.At last by back pressure hole oil return unloading.
The drilling hole transverse perforation device of a kind of rock destruction characteristic and ground stress parameter measurement, it comprises cavity, conehead, backing plate, back pressure pad, movable lug, pressurization hole, bearing plate, wiring groove, back pressure hole, digital displacement sensor; It is characterized in that: cavity is the hollow opening cylinder, in cavity, leave pressurization hole, back pressure hole and wiring groove, by the back pressure pad movable lug is fixed in the cavity, the junction seals with rubber ring, movable lug and cavity form seal cavity, digital displacement sensor is fixed in the cavity, utilize screw backing plate to be fixed on the top of movable lug and digital displacement sensor, conehead is fixed on the backing plate by screw, data wire on the digital displacement sensor is put into wiring groove, be connected on the external data receiver, bearing plate is fixed on the cavity by screw.By the utility model pressurizeed in the pressurization hole, promoting movable lug outwards moves backing plate, conehead, drill hole wall is exerted pressure, make the drill hole wall destruction that deforms, bearing plate provides counter-force in the course of exerting pressure, digital displacement sensor is sent in the receiver by the displacement data of the data wire in the wiring groove with conehead, at last by the unloading of back pressure hole.
In this whole process, can obtain many displacement curves simultaneously, thereby obtain continuous distortion, damage curve any degree of depth and any square exerting pressure of boring.The whole process time spent is less, has reached accurate, easy, economic purpose.And conehead can be processed according to different types of rock mass, obtains required rock stress and damage parameter.It is mainly used in influenced under the situation less, that cost is lower, easy to use by external disturbance, weathering, off-load, explosion, directly obtains rock mass damage parameter and the geostatic stress relevant with aspects such as engineering design, constructions.
The utility model compared with prior art has the following advantages and effect:
1. in process of the test, can be deep in the middle of the rock mass of any degree of depth by engineering the drilling, any direction is tested.
2. conehead curvature can optionally be processed according to the situation of requirement of engineering and Test in Situ, obtains required rock mass parameter and geostatic stress.
3. easy and simple to handle, the time spent is few, expense is low, can adapt to the rock mass test of different condition, effectively saves human and material resources and financial resources.
4. conehead directly acts on rock mass, rock mass is deformed and destroys, and obtain a plurality of stress parameters simultaneously, meticulous, the reliable test result of method of testing.
In a word, this device characteristic is to utilize more general engineering the drilling, break through the lifting surface area restriction of Goodman jack, make tested rock mass reach destruction, thereby measure intensity and the deformation failure parameter and the parameters and earth stress of different depth and weathered zone rock mass, make entire test quick, easy, cheap, be easy to engineering site and use.The utility model alternative traditional Test in Situ in situ test and rock stress measurement have realized economy, reliability and the operability of field trial.
Description of drawings
Fig. 1 is the drilling hole transverse perforation device structural representation (movable lug place) of a kind of rock destruction characteristic and ground stress parameter measurement;
Fig. 2 is the drilling hole transverse perforation device structural representation (sensor place) of a kind of rock destruction characteristic and ground stress parameter measurement;
Fig. 3 is the drilling hole transverse perforation device vertical view of a kind of rock destruction characteristic and ground stress parameter measurement;
Fig. 4 is the drilling hole transverse perforation device sectional drawing of a kind of rock destruction characteristic and ground stress parameter measurement.
Wherein:
The 1-cavity; The 2-conehead; The 3-backing plate;
4-back pressure pad; The 5-movable lug; The 6-hole of pressurizeing;
The 7-bearing plate; The 8-wiring groove; 9-back pressure hole;
The 10-digital displacement sensor adopts 5CB-10C type precision digital displacement transducer;
The specific embodiment
The utility model is described in further detail below in conjunction with accompanying drawing:
By Fig. 1, Fig. 2, Fig. 3, Fig. 4 as can be known, the drilling hole transverse perforation device of a kind of rock destruction characteristic and ground stress parameter measurement, it is made up of cavity 1, conehead 2, backing plate 3, back pressure pad 4, movable lug 5, pressurization hole 6, bearing plate 7, wiring groove 8, back pressure hole 9, digital displacement sensor 10; Its concrete annexation is: cavity 1 is the hollow opening cylinder, leave pressurization hole 6, back pressure hole 9 and wiring groove 8 in cavity, by back pressure pad 4 movable lug 5 is fixed in the cavity, the junction seals with rubber ring 11, make movable lug 5 and cavity form seal cavity, i.e. compression chamber; Again digital displacement sensor 10 is fixed in the cavity, simultaneously the data wire on the digital displacement sensor 10 is put into wiring groove 8, it is connected on the external data receiver.Described backing plate 3 is fixed on movable lug 5 and digital displacement sensor 10 tops by screw; again described conehead 2 usefulness screws are fixed on the backing plate 3; make movable lug 5, digital displacement sensor 10, backing plate 3 and conehead 2 form an integral body; in the process that loads and unload, can move simultaneously; at conehead 2 back sides; by screw bearing plate 7 is fixed on the cavity, plays the protected data line reaches provides counter-force for integral body effect.General structure is movable lug 5 to be installed in the cavity and digital displacement sensor 10, backing plate 3 are installed in movable lug 5 and digital displacement sensor 10, conehead 2 are installed on the backing plate 3, and bearing plate 7 is installed in the cavity back.
Described conehead 2 can design according to the actual requirements and adopt different-diameter, different curvature and different number to use, and movable lug 5 can adopt different numbers to use with digital displacement sensor 10 as requested.
During execute-in-place, with above-mentioned part installation, probe is connected on oil pressure pump and digital displacement sensor 10 receivers, probe is put into the boring certain depth, pressurize by oil pressure pump, movable lug 5, backing plate 3 and conehead 2 are outwards moved, simultaneously hole wall is exerted pressure with bearing plate 7, conehead 2 one sides' hole wall is deformed and destroy, the displacement data of conehead 2 is transferred on digital displacement sensor 10 receivers by the data wire in the wiring groove 8, unload by back pressure hole 9 again, finish once test.By horizontally rotating probe and changing the degree of depth that probe is put into, in a boring, record many displacement curves, displacement curve is converted to the deformation and failure curve.
Claims (2)
1. the drilling hole transverse perforation device of rock destruction characteristic and ground stress parameter measurement, it comprises cavity (1), conehead (2), backing plate (3), back pressure pad (4), movable lug (5), bearing plate (7), sensor (10), it is characterized in that: cavity (1) is the hollow opening cylinder, in cavity, leave pressurization hole (6), back pressure hole (9) and wiring groove (8), by back pressure pad (4) movable lug (5) is fixed in the cavity, the junction seals with rubber ring (11), movable lug (5) forms seal cavity with cavity (1), digital displacement sensor (10) is fixed in the cavity, utilize screw backing plate (3) to be fixed on the top of movable lug (5) and digital displacement sensor (10), conehead (2) is fixed on the backing plate (3) by screw, data wire on the digital displacement sensor (10) is put into wiring groove (8), be connected on the external data receiver, bearing plate (7) is fixed on the cavity by screw.
2. press the drilling hole transverse perforation device of described a kind of rock destruction characteristic of claim 1 and ground stress parameter measurement, it is characterized in that: described conehead (2) is fixed on the backing plate (3) by screw, makes movable lug (5), digital displacement sensor (10), backing plate (3) and conehead (2) form an integral body.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010201972633U CN201671619U (en) | 2010-05-14 | 2010-05-14 | Drilling horizontal penetration device for measuring damage characteristics ground stress parameters of rocks |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010201972633U CN201671619U (en) | 2010-05-14 | 2010-05-14 | Drilling horizontal penetration device for measuring damage characteristics ground stress parameters of rocks |
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| CN201671619U true CN201671619U (en) | 2010-12-15 |
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| CN2010201972633U Expired - Fee Related CN201671619U (en) | 2010-05-14 | 2010-05-14 | Drilling horizontal penetration device for measuring damage characteristics ground stress parameters of rocks |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101864944A (en) * | 2010-05-14 | 2010-10-20 | 中国科学院武汉岩土力学研究所 | Drilling hole transverse perforation device of rock destruction characteristic and ground stress parameter measurement |
| CN111474060A (en) * | 2020-04-30 | 2020-07-31 | 武汉大学 | Quick and automatic measuring device for engineering rock mechanical parameters and application method |
| CN115127716A (en) * | 2022-09-01 | 2022-09-30 | 云南省交通投资建设集团有限公司 | Rock mass parameter in-situ test system and method by small local wall stress relief method |
-
2010
- 2010-05-14 CN CN2010201972633U patent/CN201671619U/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101864944A (en) * | 2010-05-14 | 2010-10-20 | 中国科学院武汉岩土力学研究所 | Drilling hole transverse perforation device of rock destruction characteristic and ground stress parameter measurement |
| CN111474060A (en) * | 2020-04-30 | 2020-07-31 | 武汉大学 | Quick and automatic measuring device for engineering rock mechanical parameters and application method |
| CN115127716A (en) * | 2022-09-01 | 2022-09-30 | 云南省交通投资建设集团有限公司 | Rock mass parameter in-situ test system and method by small local wall stress relief method |
| CN115127716B (en) * | 2022-09-01 | 2022-11-25 | 云南省交通投资建设集团有限公司 | Rock mass parameter in-situ test system and method by small local wall stress relief method |
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| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20101215 Termination date: 20150514 |
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| EXPY | Termination of patent right or utility model |