CN109187203A - A kind of in-situ testing device and method of deep rock mass stress fidelity - Google Patents
A kind of in-situ testing device and method of deep rock mass stress fidelity Download PDFInfo
- Publication number
- CN109187203A CN109187203A CN201810872719.2A CN201810872719A CN109187203A CN 109187203 A CN109187203 A CN 109187203A CN 201810872719 A CN201810872719 A CN 201810872719A CN 109187203 A CN109187203 A CN 109187203A
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- hole
- rectangular surfaces
- steel ball
- small steel
- rock mass
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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
- G01N3/10—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces generated by pneumatic or hydraulic pressure
- G01N3/12—Pressure testing
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0014—Type of force applied
- G01N2203/0016—Tensile or compressive
- G01N2203/0019—Compressive
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/003—Generation of the force
- G01N2203/0042—Pneumatic or hydraulic means
- G01N2203/0048—Hydraulic means
Abstract
A kind of in-situ testing device of deep rock mass stress fidelity, multiple rectangular surfaces are equipped on massif free face, it is uniformly provided with the hole of multiple connections in each rectangular surfaces, steel ball and liquid filled layer are filled in each hole, offers handle hole on the test board matched with rectangular surfaces.The outer ring of two adjacent holes is tangent or the center of circle of a upper hole is passed through in the outer ring of next hole.The in-situ testing device and method of a kind of deep rock mass stress fidelity provided by the invention, it can solve the incomplete problem of the prior art, apply hydraulic progress loading to hole by hydraulic instrument or the two-way in-situ test of off-load is carried out by extraction small ball and liquid, avoids influence of the stress release to test in rock mass sampling process.
Description
Technical field
The present invention relates to rock in-situ test field, the in-situ testing device of especially a kind of deep rock mass stress fidelity and
Method.
Background technique
In recent years, extensive land route, water transportation engineering construction and the environment rock in complex engineering geological conditions area are passed through
Native engineering project is increasing so that traditional geotechnical engineering investigation with probing, sampling and test for it is main according on the basis of,
The reasonable utilization of in-situ testing technique is focused more on.
In-situ testing technique is led to the problem of because can avoid ground sample in transportational process disturbance, stress loss etc., obtains rock
The characteristic index in situ of soil material at the scene and the relatively continuous Rock soil Characteristics distributed intelligence of acquisition, and opposite duration are shorter
Advantage, application and research are constantly subjected to the attention of industry, become the important auxiliary or predominant methods of prospecting.
Into after deep rock mass, rock mass in-situ stress state is more highlighted with ground stress environment effect, different engineerings
The disaster of high stress and high-magnitude that manner induces more highlights.In the prior art for the in-situ test skill of deep rock mass
Art and device are perfect not enough, therefore, the stress state of deep rock mass how are studied using in-situ testing technique, is currently to need
It solves the problems, such as.
Summary of the invention
Technical problem to be solved by the invention is to provide a kind of in-situ testing device of deep rock mass stress fidelity and sides
Method can solve the incomplete problem of the prior art, applies hydraulic progress loading to hole by hydraulic instrument or passes through pumping
Small ball and liquid carry out the two-way in-situ test of off-load out, avoid influence of the stress release to test in rock mass sampling process.
In order to solve the above technical problems, the technical scheme adopted by the invention is that: a kind of original of deep rock mass stress fidelity
Bit test device is equipped with multiple rectangular surfaces on massif free face, the hole of multiple connections is uniformly provided in each rectangular surfaces, respectively
It is filled with steel ball liquid filled layer in hole, offers handle hole on the test board matched with rectangular surfaces.
The outer ring of two adjacent holes is tangent or the center of circle of a upper hole is passed through in the outer ring of next hole.
The depth of hole is 0.4-0.8 meters, and diameter is 0.05-0.2 meters.
Test board surrounding is provided with sealant, and handle hole surrounding is provided with hole sealant.
A method of carrying out the in-situ test of deep rock mass stress fidelity using above-mentioned apparatus, this method includes following step
It is rapid:
Step 1: one piece of free face is chosen on massif；
Step 2: choosing the first lateral rectangular surfaces in the side of free face, choose the in the side opposite with the first lateral rectangular surfaces
Two vertical rectangular surfaces；
Step 3: drilling forms a hole in the first lateral rectangular surfaces, and small steel ball is poured into hole, is full of small steel ball
Hole；
Step 4: drilling forms the hole being connected to previous hole and into the hole newly bored again behind the drilled hole of step 3
Small steel ball is poured into, small steel ball is made to be full of the hole newly bored；
Step 5: repeating the above steps 4 until full of small steel in the hole of the multiple connections uniformly started in the first lateral rectangular surfaces
Pearl；
Step 6: covering test board in the first lateral rectangular surfaces, liquid is injected into each hole by handle hole, fills liquid
It fills out in small steel ball gap, forms small steel ball liquid filled layer；
Step 7: connecting hydraulic instrument in the handle hole rubber tube of test board, hydraulic added is applied to each hole by hydraulic instrument
Lotus carries out the two-way in-situ test of off-load by extraction small ball and liquid；
Step 8: repeat the above steps 3-7 in the second vertical rectangular surfaces, that is, completes the in-situ test of deep rock mass stress fidelity.
Another test method are as follows:
A method of carrying out the in-situ test of deep rock mass stress fidelity using above-mentioned apparatus, method includes the following steps:
Step 1: two pieces of mutually perpendicular first free faces and the second free face are chosen on massif；
Step 2: choose third transverse direction rectangular surfaces at the second free face and bottom surface intersection for bottom edge, with the first free face and the
Two free faces vertically soar aloft choosing the 4th lateral square with 0.1-0.3 meters before the first free face intersection respectively on face by corresponding third
Shape face and the 5th lateral rectangular surfaces are chosen with 0.1-0.3 meters before the second free face intersection；
Step 3: drilling forms a hole in third transverse direction rectangular surfaces, and small steel ball is poured into hole, is full of small steel ball
Hole；
Step 4: drilling forms the hole being connected to previous hole and into the hole newly bored again behind the drilled hole of step 3
Small steel ball is poured into, small steel ball is made to be full of the hole newly bored；
Step 5: repeating the above steps 4 until full of small steel in the hole of the multiple connections uniformly started in third transverse direction rectangular surfaces
Pearl；
Step 6: covering test board in third transverse direction rectangular surfaces, liquid is injected into each hole by handle hole, fills liquid
It fills out in small steel ball gap, forms small steel ball liquid filled layer；
Step 7: connecting hydraulic instrument in the handle hole rubber tube of test board, hydraulic added is applied to each hole by hydraulic instrument
Lotus carries out the two-way in-situ test of off-load by extraction small ball and liquid；
Step 8: repeat the above steps 3- step 7 in the 4th lateral rectangular surfaces；
Step 9: repeat the above steps 3- step 7 in the 5th lateral rectangular surfaces, that is, completes on three directions stress fidelity basis
On carry out plus the two-way in-situ test of off-load.
The in-situ testing device and method of a kind of deep rock mass stress fidelity provided by the invention, have the beneficial effect that:
1, and good fluidity small using small ball partial size can fill up rapidly the characteristic of hole, give a support force around hole,
The stress release that can prevent hole resilience from causing to the full extent.
2, with small ball fill up hole can be formed uniform gap convenient for subsequent filling liquid and with hydraulic instrument application
Rock uniform pressure can be assigned when pressure, and can extract small ball and liquid out easily when doing off-load so as to right
Rock mass carries out two-way in-situ test.
It can solve the incomplete problem of the prior art, hydraulic progress loading is applied to hole by hydraulic instrument or lead to
It crosses extraction small ball and liquid and carries out the two-way in-situ test of off-load, avoid in rock mass sampling process stress release to the shadow of test
It rings.
Detailed description of the invention
Present invention will be further explained below with reference to the attached drawings and examples:
Fig. 1 is the structural schematic diagram of apparatus of the present invention test board；
Fig. 2 is the schematic diagram of apparatus of the present invention, and the outer ring of two adjacent at this time holes is tangent；
Fig. 3 is the schematic diagram of apparatus of the present invention, and the center of circle of a upper hole is passed through in the outer ring of next hole at this time；
Fig. 4 is the schematic diagram of the embodiment of the present invention three.
Specific embodiment
Embodiment one
As shown in Figure 1-3, a kind of in-situ testing device of deep rock mass stress fidelity, is equipped with multiple rectangles on massif free face
Face is uniformly provided with the hole 14 of multiple connections in each rectangular surfaces, steel ball liquid filled layer is filled in each hole 14, with rectangle
Handle hole 13 is offered on the test board 2 that face matches.
The outer ring of two adjacent holes 14 is tangent or the center of circle of a upper hole 14 is passed through in the outer ring of next hole 14.
The depth of hole 14 is 0.4-0.8 meters, and diameter is 0.05-0.2 meters, and preferably depth is 0.6 meter, diameter 0.1
Rice.
2 surrounding of test board is provided with sealant 3, and 13 surrounding of handle hole is provided with hole sealant 7, sealant 3 and hole sealing
The preferably rubber sealant of layer 7.
The diameter of small ball 4 is 5-20 millimeters, preferably 10 millimeters.
Embodiment two
It has unloaded to do on the basis of other two direction stress fidelity suitable for a direction and has added the two-way in-situ test of off-load
As shown in Figures 2 and 3, a method of carrying out the in-situ test of deep rock mass stress fidelity, the party using above-mentioned apparatus
Method the following steps are included:
Step 1: the free face 1 that one piece of side length is 1 meter is chosen on massif；
Step 2: choosing the first lateral rectangular surfaces 5 in the side of free face 1, selected in the side opposite with the first lateral rectangular surfaces 5
Take the second vertical rectangular surfaces 6；
First lateral rectangular surfaces 5 and the second 6 a length of 0.6 meters of vertical rectangular surfaces, width are 0.1 meter；
Step 3: drilling forms a hole 14 in the first lateral rectangular surfaces 5, and small steel ball 4 is poured into hole 14, makes small steel
Pearl 4 is full of hole 14；
Step 4: drilling forms the hole that is connected to previous hole and to the hole newly bored again behind the drilled hole 14 of step 3
Small steel ball is poured into 14, and small steel ball is made to be full of the hole 14 newly bored；
Step 5: repeating the above steps 4 until being full of in the hole 14 of the multiple connections uniformly started in the first lateral rectangular surfaces 5
Small steel ball；
Step 6: covering test board 2 in the first lateral rectangular surfaces 5, liquid is injected into each hole 14 by handle hole 13, is made
It is liquid-filled in small steel ball gap, form small steel ball liquid filled layer；
Step 7: connecting hydraulic instrument in the rubber tube of handle hole 13 of test board 2, give each hole 14 to apply by hydraulic instrument hydraulic
It carries out loading or the two-way in-situ test of off-load is carried out by extraction small ball and liquid；
Step 8: repeat the above steps 3-7 in the second vertical rectangular surfaces 6, i.e., the in situ of completion deep rock mass stress fidelity is surveyed
Examination.
Embodiment three
Suitable for being done on the basis of three direction stress fidelities in a rock mass or identical region plus the two-way original position of off-load
Test
As shown in figure 4, a kind of method for the in-situ test for carrying out deep rock mass stress fidelity using above-mentioned apparatus, this method include
Following steps:
Step 1: two pieces of mutually perpendicular first free faces 8 and the second free face 9 are chosen on massif；
Step 2: choose third transverse direction rectangular surfaces 11 at the second free face 9 with bottom surface intersection for bottom edge, with the first free face 8
With the vertical corresponding third of the second free face 9 soar aloft face 15 on respectively with 0.1-0.3 meters before 8 intersection of the first free face (preferably
Be 0.2 meter) choose the 4th lateral rectangular surfaces 10 and with 0.1-0.3 meter before 9 intersection of the second free face (preferably 0.2 meter) selections the
Five lateral rectangular surfaces 12；
Step 3: drilling forms a hole in third transverse direction rectangular surfaces 11, and small steel ball is poured into hole 14, makes small steel ball
Full of hole 14；
Step 4: drilling forms the hole that is connected to previous hole and to the hole newly bored again behind the drilled hole 14 of step 3
Small steel ball is poured into 14, and small steel ball is made to be full of the hole 14 newly bored；
Step 5: repeating the above steps 4 until being full of in the hole 14 of the multiple connections uniformly started in third transverse direction rectangular surfaces 11
Small steel ball；
Step 6: covering test board 2 in third transverse direction rectangular surfaces 11, liquid is injected into each hole 14 by handle hole 13, is made
It is liquid-filled in small steel ball gap, form small steel ball liquid filled layer；
Step 7: connecting hydraulic instrument in the rubber tube of handle hole 13 of test board 2, give each hole 14 to apply by hydraulic instrument hydraulic
It carries out loading or the two-way in-situ test of off-load is carried out by extraction small ball and liquid；
Step 8: repeat the above steps 3- step 7 in the 4th lateral rectangular surfaces 10；
Step 9: repeat the above steps 3- step 7 in the 5th lateral rectangular surfaces 12, that is, completes in three direction stress fidelity bases
It carries out adding the two-way in-situ test of off-load on plinth.
The above embodiments are only the preferred technical solution of the present invention, and are not construed as limitation of the invention, this Shen
Please in embodiment and embodiment in feature in the absence of conflict, can mutual any combination.Protection model of the invention
The technical solution that should be recorded with claim is enclosed, the equivalent replacement side of technical characteristic in the technical solution recorded including claim
Case is protection scope.Equivalent replacement i.e. within this range is improved, also within protection scope of the present invention.
Claims (6)
1. a kind of in-situ testing device of deep rock mass stress fidelity, it is characterised in that: be equipped with multiple squares on massif free face
Shape face is uniformly provided with the hole (14) of multiple connections in each rectangular surfaces, fills in each hole (14) filled with steel ball and liquid
Layer, handle hole (13) are offered on the test board (2) matched with rectangular surfaces.
2. a kind of in-situ testing device of deep rock mass stress fidelity according to claim 1, it is characterised in that: adjacent
The outer ring of two holes (14) is tangent or the center of circle of a upper hole (14) is passed through in the outer ring of next hole (14).
3. a kind of in-situ testing device of deep rock mass stress fidelity according to claim 1, it is characterised in that: hole
(14) depth is 0.4-0.8 meters, and diameter is 0.05-0.2 meters.
4. a kind of in-situ testing device of deep rock mass stress fidelity according to claim 1, it is characterised in that: test board
(2) surrounding is provided with sealant (3), and handle hole (13) surrounding is provided with hole sealant (7).
5. a kind of in-situ test for carrying out deep rock mass stress fidelity using the described in any item devices of the claims 1-4
Method, it is characterised in that method includes the following steps:
Step 1: one piece of free face (1) is chosen on massif；
Step 2: the first lateral rectangular surfaces (5) are chosen in the side of free face (1), opposite with the first lateral rectangular surfaces (5)
Choose the second vertical rectangular surfaces (6) in side；
Step 3: drilling forms a hole (14) on the first lateral rectangular surfaces (5), pours into small steel ball into hole (14)
(4), make small steel ball (4) full of hole (14)；
Step 4: drilling forms the hole that is connected to previous hole and to the hole newly bored again behind the drilled hole of step 3 (14)
Small steel ball is poured into hole (14), small steel ball is made to be full of the hole (14) newly bored；
Step 5: repeating the above steps 4 until in the hole (14) of the multiple connections uniformly started on the first lateral rectangular surfaces (5)
Full of small steel ball；
Step 6: covering test board (2) on the first lateral rectangular surfaces (5), liquid is injected to each hole (14) by handle hole (13)
Body, makes liquid-filled in small steel ball gap, forms small steel ball liquid filled layer；
Step 7: handle hole (13) rubber tube in test board (2) connects hydraulic instrument, is applied by hydraulic instrument to each hole (14)
Liquid feeding pressure carries out loading or carries out the two-way in-situ test of off-load by extraction small ball and liquid；
Step 8: repeat the above steps 3-7 on the second vertical rectangular surfaces (6), i.e., the in situ of completion deep rock mass stress fidelity is surveyed
Examination.
6. a kind of in-situ test for carrying out deep rock mass stress fidelity using the described in any item devices of the claims 1-4
Method, it is characterised in that method includes the following steps:
Step 1: two pieces of mutually perpendicular first free faces (8) and the second free face (9) are chosen on massif；
Step 2: choosing third transverse direction rectangular surfaces (11) at the second free face (9) and bottom surface intersection for bottom edge, face with first
The vertical corresponding third of empty face (8) and the second free face (9) soar aloft on face (15) respectively with before the first free face (8) intersection
0.1-0.3 meters are chosen the 4th lateral rectangular surfaces (10) and choose the 5th lateral square with 0.1-0.3 meters before the second free face (9) intersection
Shape face (12)；
Step 3: drilling forms a hole in third transverse direction rectangular surfaces (11), pours into small steel ball into hole (14), makes small
Steel ball is full of hole (14)；
Step 4: drilling forms the hole that is connected to previous hole and to the hole newly bored again behind the drilled hole of step 3 (14)
Small steel ball is poured into hole (14), small steel ball is made to be full of the hole (14) newly bored；
Step 5: repeating the above steps 4 until in the hole (14) of the multiple connections uniformly started in third transverse direction rectangular surfaces (11)
Full of small steel ball；
Step 6: covering test board (2) in third transverse direction rectangular surfaces (11), injected by handle hole (13) to each hole (14)
Liquid, makes liquid-filled in small steel ball gap, forms small steel ball liquid filled layer；
Step 7: handle hole (13) rubber tube in test board (2) connects hydraulic instrument, is applied by hydraulic instrument to each hole (14)
Liquid feeding pressure carries out loading or carries out the two-way in-situ test of off-load by extraction small ball and liquid；
Step 8: repeat the above steps 3- step 7 on the 4th lateral rectangular surfaces (10)；
Step 9: repeat the above steps 3- step 7 on the 5th lateral rectangular surfaces (12), that is, completes in three direction stress fidelities
On the basis of carry out plus the two-way in-situ test of off-load.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201810872719.2A CN109187203B (en) | 2018-08-02 | 2018-08-02 | In-situ testing device and method for deep rock stress fidelity |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810872719.2A CN109187203B (en) | 2018-08-02 | 2018-08-02 | In-situ testing device and method for deep rock stress fidelity |
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| CN109187203B CN109187203B (en) | 2020-09-08 |
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Cited By (2)
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| CN110907302A (en) * | 2019-11-29 | 2020-03-24 | 三峡大学 | Device and method for in-situ measurement of rock abrasiveness and penetration |
| CN114199647A (en) * | 2021-12-13 | 2022-03-18 | 四川大学 | Rock mass in-situ stress curing method and curing system |
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| CN114199647A (en) * | 2021-12-13 | 2022-03-18 | 四川大学 | Rock mass in-situ stress curing method and curing system |
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| Publication number | Publication date |
|---|---|
| CN109187203B (en) | 2020-09-08 |
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Effective date of registration: 20211228 Address after: 402760 No.8, Shuangxing Avenue, Biquan street, Bishan District, Chongqing Patentee after: Chongqing Liangshan Construction Investment Co.,Ltd. Address before: 402760 No.92 Donglin Avenue, Biquan street, Bishan District, Chongqing Patentee before: Chongqing high tech Industry Research Institute Co.,Ltd. |