CN103115829A - Rock mass drilling and shearing elastic modulus instrument - Google Patents
Rock mass drilling and shearing elastic modulus instrument Download PDFInfo
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- CN103115829A CN103115829A CN2012104651430A CN201210465143A CN103115829A CN 103115829 A CN103115829 A CN 103115829A CN 2012104651430 A CN2012104651430 A CN 2012104651430A CN 201210465143 A CN201210465143 A CN 201210465143A CN 103115829 A CN103115829 A CN 103115829A
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- 239000011435 rock Substances 0.000 title claims abstract description 86
- 238000010008 shearing Methods 0.000 title claims abstract description 19
- 238000005553 drilling Methods 0.000 title claims abstract description 11
- 238000012360 testing method Methods 0.000 claims abstract description 50
- 229910000831 Steel Inorganic materials 0.000 claims description 4
- 239000010959 steel Substances 0.000 claims description 4
- 230000015572 biosynthetic process Effects 0.000 claims description 3
- 239000011148 porous material Substances 0.000 claims description 3
- 230000006378 damage Effects 0.000 abstract description 2
- 230000001066 destructive effect Effects 0.000 abstract 1
- 238000004519 manufacturing process Methods 0.000 abstract 1
- 238000010586 diagram Methods 0.000 description 6
- 238000000034 method Methods 0.000 description 5
- 230000008859 change Effects 0.000 description 4
- 239000012528 membrane Substances 0.000 description 4
- 230000009471 action Effects 0.000 description 3
- 238000013461 design Methods 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 239000002689 soil Substances 0.000 description 3
- 238000010998 test method Methods 0.000 description 3
- 210000000515 tooth Anatomy 0.000 description 3
- 230000008901 benefit Effects 0.000 description 2
- 238000006243 chemical reaction Methods 0.000 description 2
- 238000012937 correction Methods 0.000 description 2
- 238000011161 development Methods 0.000 description 2
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- 238000005516 engineering process Methods 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 238000012956 testing procedure Methods 0.000 description 2
- 241001212149 Cathetus Species 0.000 description 1
- 241000271559 Dromaiidae Species 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000052 comparative effect Effects 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
- 230000008676 import Effects 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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Abstract
The invention relates to a rock mass drilling and shearing elastic modulus instrument which mainly comprises a stopper rod port (1), a sleeve rod (2), an upper disc knife (3), a rubber bag (4) and a lower disc knife (5); and the whole structure of the rock mass drilling and shearing elastic modulus instrument is shaped like a long cylinder body. A hole wall rock mass shear test is carried out on different drilling positions under different positive stresses, and a destructive curve can be drawn by a rock mass shear destruction test structure under the different positive stresses, so that rock mass shearing-resistant mild parameters can be confirmed. The rock mass drilling and shearing elastic modulus instrument is simple in structure, low in manufacturing cost, easy to use and simple and easy to maintain and repair.
Description
Technical field
The present invention relates to the Geotechnical Engineering field, especially can determine in Geotechnical Engineering the engineering equipment of shear strength of rock and deformation modulus in construction.
Background technology
In Geotechnical Engineering was built, in-situ test was the important means that obtains reliable Rock And Soil distortion and intensive parameter.But on-the-spot the shearing with the deformation test meeting of conventional rock mass expended a large amount of human and material resources, and therefore, number of trials is limited, often is difficult to estimate all sidedly the engineering mechanical properties of rock mass in Geotechnical Engineering.
The developing history of boring shear test is very short.1976, at first U.S. Winland proposed, and numerous researchers has carried out a lot of researchs to this a new test method subsequently.At present, as the shearing strength method of determining soil the U.S. obtain widespread use.The boring direct shear test device of Handy in 1967 and Fox development expands to apply normal stress with two circular-arc shear plates, applies shear stress with pulling force or pressure.Its shortcoming is that the front end at analyzer easily produces passive area, and the asymmetric stress distribution that causes is extremely complicated.With reference to the people's such as Handy device, the T. gloomy (1969) of Japan has developed soil body shearing equipment, and equally also the asymmetric problem due to equipment causes stress distribution complicated, fails to be widelyd popularize.1997, the upper and modern woods of the Ditch of EMUs for Kyushu of Japan electric power Co., Ltd. was developed shear test equipment in boring.The long 30mm of its shear plate, wide 25mm, and be provided with high for 2mm, widely be three shearing tooths of 1mm.Research finds, utilizes in the shearing strength that this equipment obtains, and angle of internal friction equates substantially with results of triaxial compressive test, but cohesion is bigger than normal.
Above several equipment, ubiquitous shortcoming are that when carrying out shear test in boring, shear area is very little, and it is also very shallow to shear the degree of depth.In addition, because shear plate both sides do not have shearing tooth, in shear history, the rock mass in shearing tooth also can be subject to larger side direction traction action, can cause larger impact to test result.
Aspect boring elastic modulus equipment, the testing equipment of comparative maturity is arranged both at home and abroad, it is two types of cylindric radial bore expansion detection instrument and Goodman jack types that external boring elastic modulus equipment commonly used mainly contains.Probex-1 type boring elastic modulus instrument and the U.S. GOODMAN JACK drilling rock bullet mould instrument of the development of Canada Roctest company are the representatives of these two types of boring elastic modulus instruments, at home and abroad are widely used in engineering.More domestic During Geotechnical Tests equipment companies have also developed relevant boring elastic modulus equipment, are applied in engineering.
But these equipment only are to utilize boring to carry out the test of rock mass bullet mould, and function singleness is not utilized limited engineering exploration boring, deeply excavates the rock mass engineering project characterisitic parameter.
Therefore, design a kind of rock mass that utilizes exploratory boring to carry out on different depth and different angles and shear and deformation test, determine that quickly and easily the shear strength parameter (angle of internal friction and cohesive strength) of rock mass and the engineering equipment of deformation parameter (Deformation Module of Rock Mass) are very necessary.
Summary of the invention
According to background technology, the object of the present invention is to provide a kind of rock body drilled shearing bullet mould instrument that can determine quickly and easily shear strength of rock and deformation modulus in Geotechnical Engineering is built.
To achieve these goals, the present invention is by the following technical solutions:
A kind of rock body drilled is sheared and is played the mould instrument, mainly by stopper rod port (1), and loop bar (2), upper dise knife (3), rubber bag tank (4) and lower dise knife (5) form, and wherein: general structure is the long column body, and the rubber bag tank (4) that applies normal stress is set between upper dise knife (3) and lower dise knife (5).
Described upper dise knife (3) is by upper dise knife cover plate (31), piston dise knife (32), and hydraulic pressure shell (33), newel (34) coordinates square column (35) and spring (36) formation energetically.Four cooperation square columns (35) are used for fixing dise knife (3) and shear the position that plays on the mould instrument in rock body drilled, upper dise knife cover plate (31) is fixed on hydraulic pressure shell (33), guarantee that four piston dise knifes (32) can freely stretch out, do not stopped up by landwaste, be fixed in addition spring energetically (36) on newel (34) can warranty test after four piston dise knifes (32) retract smoothly.
Described lower dise knife (5) is by lower dise knife cover plate (51), piston dise knife (52), lower wall cutter bracket (53), lower dise knife base plate (54), gathering sill (55), hydraulic pressure shell (56), newel (57) coordinates square column (58) and spring (59) formation energetically.Four cooperation square columns (58) are used for fixing lower dise knife (5) and shear the position that plays on the mould instrument in rock body drilled; Lower dise knife cover plate (51) is fixed on hydraulic pressure shell (56), guarantees that four piston dise knifes (52) can freely stretch out, and is not stopped up by landwaste; Lower wall cutter bracket (53) coordinates with gathering sill (55), is fixed on lower dise knife base plate (54), guarantees that excessive deformation can not occur when implementing Rockmass shear test lower dise knife; Be fixed in addition spring energetically (59) on newel (57) can warranty test after four piston dise knifes (52) retract smoothly.
The inside of described rubber bag tank (4) is supported by steel cylinder, and is provided with the fuel-displaced pore of rubber bag tank (41) thereon and coordinates square column (42).
Mainly being worked in coordination by hold-down support (62) and fixing drilling rod intermediate plate (61) in the top of described boring flechette mould instrument, in conjunction with other external units, as lifting jack etc., shears for rock body drilled the shear test that plays the mould instrument and apply shearing force.
Owing to adopting technique scheme, the present invention has the following advantages and beneficial effect:
1, the present invention's rock mass that can utilize at the scene exploratory boring to carry out on different depth and different angles is sheared and deformation test, determine quickly and easily the shear strength parameter (angle of internal friction and cohesive strength) and deformation parameter (Deformation Module of Rock Mass) of rock mass, for engineering design and decision-making provide important support, and can greatly save the test funds, have good economic benefit;
2, will hole dexterously shearing equipment and boring elastic modulus equipment of the present invention combines, overcome in rock body drilled shearing equipment at present commonly used shear plate undersized, and may produce limit end effect etc. and be made test result result bigger than normal by dynamic resistance, and the boring elastic modulus test can be combined with the boring shear test and obtain reflecting more reliably the rock mass engineering project characterisitic parameter;
3, the present invention can utilize the boring in rock mass to carry out shear test and the rock mass deformation test of original position easily on the different depth different directions, obtain rock mass strength and deformation parameter on different directions, equipment of the present invention is conducive to extensive popularization, has very large economy and society economic worth.
Description of drawings
Fig. 1 is structure collectivity schematic diagram of the present invention;
Fig. 2 a is dise knife structure longitudinal profile schematic diagram in the present invention;
Fig. 2 b is dise knife structure schematic cross section in the present invention;
Fig. 3 a is lower wall knife structure of the present invention longitudinal profile schematic diagram;
Fig. 3 b is lower wall knife structure schematic cross section of the present invention;
Fig. 4 is rubber bag tank the steel liner tube schematic diagram of the present invention;
Fig. 5 is the present invention and drilling rod assembling schematic diagram.
Embodiment
By Fig. 1 to Fig. 5 illustrate, a kind of rock body drilled is sheared and is played the mould instrument, mainly by the stopper rod port one, and loop bar 2, upper dise knife 3, rubber bag tank 4 and lower dise knife 5 form, and wherein: general structure is the long column body; The rubber bag tank 4 that applies normal stress is set between upper dise knife 3 and lower dise knife 5.
Upper dise knife 3 is by upper dise knife cover plate 31, piston dise knife 32, hydraulic pressure shell 33, newel 34, coordinate square column 35 and energetically spring 36 consist of, four coordinate square columns 35 to be used for fixing dise knife 3 to shear position on bullet mould instrument in rock body drilled, upper dise knife cover plate 31 is fixed on hydraulic pressure shell 33, guarantee that four piston dise knifes 32 can freely stretch out, do not stopped up by landwaste, be fixed in addition spring energetically 36 on newel 34 can warranty test after four piston dise knifes 32 retract smoothly.
Lower dise knife 5 is by lower dise knife cover plate 51, piston dise knife 52, lower wall cutter bracket 53, lower dise knife base plate 54, gathering sill 55, hydraulic pressure shell 56, newel 57, coordinate square column 58 and energetically spring 59 consist of, four coordinate square columns 58 to be used for fixing lower dise knife 5 to shear position on bullet mould instrument in rock body drilled; Lower dise knife cover plate 51 is fixed on hydraulic pressure shell 56, guarantees that four piston dise knifes 52 can freely stretch out, and is not stopped up by landwaste; Lower wall cutter bracket 53 coordinates with gathering sill 55, is fixed on lower dise knife base plate 54, guarantees that excessive deformation can not occur when implementing Rockmass shear test lower dise knife; Be fixed in addition spring energetically 59 on newel 57 can warranty test after four piston dise knifes 52 retract smoothly.
The inside of rubber bag tank 4 is supported by steel cylinder, and is provided with the fuel-displaced pore 41 of rubber bag tank thereon and coordinates square column 42.
Mainly being worked in coordination by hold-down support 62 and fixing drilling rod intermediate plate 61 in boring flechette mould instrument top, in conjunction with other external units, as lifting jack etc., shears for rock body drilled the shear test that plays the mould instrument and apply shearing force.
When carrying out the boring elastic modulus test, rock body drilled shear is played the mould instrument be placed on pre-position in rock body drilled, position by jointed rod, then by the high voltage bearing rubber bag tank between two dise knifes to hole wall rock mass load application, determine the load application size by oil pressure gauge, by being arranged on the turnover oil mass in the rubber bag tank that flow metering that rubber bag tank imports and exports measures, conversion hole wall rock displacement, repeatedly add, unloading load and stress-strain diagram is drawn in the hole wall rock mass deformation corresponding with it by the hole wall rock mass, determining Deformation Module of Rock Mass.
When holing shear test, at first be communicated with four front pressure chambers of piston and centre chamber, before and after making piston, the chamber oil pressure is identical, under spring action energetically in centre chamber, dise knife tightly is pressed on the boring crag, utilizes this moment rig and jointed rod to make the dise knife rotation, under the pressuring action of spring, the up and down dise knife can be automatically slotting on the boring crag, and utilize air compressor machine to blow out or water is gone out the rock chip that slotting produces; After completing slotting, the centre chamber of dise knife and the oil pipe on the piston cup and oil pump are connected up and down respectively, and at first upwards the piston cup in dise knife is pressed into pressure oil, makes the piston dise knife run to initial position; Then utilize the rubber bag tank between the dise knife of up and down to apply normal stress to the hole wall rock mass between the dise knife of up and down; After normal stress applies and completes, utilize the jack pair jointed rod to apply pulling capacity perpendicular to normal stress, make the rock mass between the dise knife of up and down under the effect of lower dise knife, shear failure occur, and record the draft in Rock Fracture Processes; When calculating shear failure by the normal stress recorded and pulling capacity to the normal stress shear stress of use.
Carry out the hole wall Rockmass shear test under different normal stress on diverse location in boring, and utilize the rock mass shear failure test findings under different normal stress to draw failure envelope, determine rock shear strength.
(1) Deformation Module of Rock Mass method of testing
Utilize rock body drilled shear to play the mould instrument carry out in Deformation Module of Rock Mass test philosophy and engineering at present commonly used other press instrument and boring elastic modulus instrument basic identical.Mainly utilize the correlationship of rubber bag tank pressure and the bulked volume Deformation Module of Rock Mass that converts.Main testing procedure has:
A, to carry out the correction of rubber elastic membrane constraining force and instrument pipeline Volume Loss before test.This is mainly that the rubber diaphragm constraining force can change along with material, access times and the temperature Change of elastic membrane because of the use along with equipment, therefore, should proofread and correct before each test;
B, begin test, record the every first class pressure P rubber diaphragm bulked volume V corresponding with it that applies in process of the test, the perhaps rock mass radial deformation S after conversion, and the correlation curve of drafting P ~ V, P ~ S;
Determining of C, eigenwert according to rock mass characteristic and test figure confirmed test eigenwert, mainly comprises original pressure P
0, emergent pressure P
fWith extreme pressure P
LAnd corresponding bulked volume or the rock mass deformation value of individual features pressure;
D, calculating Deformation Module of Rock Mass.Calculating Deformation Module of Rock Mass can adopt following formula (1) to calculate:
In formula:
For the instrument rubber bag tank measures initial intrinsic volume (cm
3);
For instrument with face blow pressure
Corresponding volume (cm
3);
(2) shear strength of rock method of testing
Utilizing rock body drilled shear to play the mould instrument, to carry out direct shear test principle commonly used in rock shear strength test philosophy and engineering at present basic identical.The pressure that mainly utilizes rubber bag tank to be applied on the rock body drilled hole wall is normal stress, the stress that pulling force when lifting the drilling rod that is connected with equipment and make hole wall rock mass generation shear failure obtains divided by shear area is as shear stress, normal stress and shear stress by several groups of same class rock mass carry out regretional analysis, obtain rock shear strength.Main testing procedure has:
A, to carry out the correction of rubber elastic membrane constraining force and instrument pipeline Volume Loss before test.This is mainly that the rubber diaphragm constraining force can change along with material, access times and the temperature Change of elastic membrane because of the use along with equipment, therefore, should proofread and correct before each test;
B, utilization dise knife are up and down carried out cutting to the borehole wall rock mass, after cutting is completed, and dise knife in withdrawal;
C, utilize distensible rubber bag tank to apply normal stress to the rock mass between two grooves, until the stress level of design;
D, drawing cutting head, and record the pulling capacity that is applied on cutting head, until rock mass damage finishes test;
E, by the shear stress that several groups of different normal stress hydraulic tests obtain, carry out regretional analysis by least square method, obtain rock shear strength.
The data preparation key step is as follows:
1) normal stress that acts on shear surface can utilize following formula (2) to calculate:
In formula:
Be fluid pressure in rubber bag tank (MPa);
Be rock mass shear surface radius (m);
By following formula as can be known, when
The time, have
2) shear stress that acts on shear surface can utilize following formula (3) to calculate:
In formula:
Claims (5)
1. a rock body drilled is sheared and is played the mould instrument, mainly by stopper rod port (1), loop bar (2), upper dise knife (3), rubber bag tank (4) and lower dise knife (5) form, it is characterized in that: general structure is the long column body, and the rubber bag tank (4) that applies normal stress is set between upper dise knife (3) and lower dise knife (5).
2. rock body drilled according to claim 1 is sheared and is played the mould instrument, it is characterized in that: described upper dise knife (3) is by upper dise knife cover plate (31), piston dise knife (32), hydraulic pressure shell (33), newel (34), coordinate square column (35) and spring (36) formation energetically, four coordinate the fixing upper dise knife (3) of square column (35) to shear the position that plays on the mould instrument in rock body drilled, upper dise knife cover plate (31) is fixed on hydraulic pressure shell (33), guarantee that four piston dise knifes (32) can freely stretch out, do not stopped up by landwaste, after being fixed in addition spring energetically (36) warranty test on newel (34), four piston dise knifes (32) are retracted smoothly.
3. rock body drilled according to claim 1 is sheared and is played the mould instrument, it is characterized in that: described lower dise knife (5) is by lower dise knife cover plate (51), piston dise knife (52), lower wall cutter bracket (53), lower dise knife base plate (54), gathering sill (55), hydraulic pressure shell (56), newel (57), coordinate square column (58) and energetically spring (59) consist of, four coordinate square columns (58) to be used for fixing lower dise knife (5) to shear position on bullet mould instrument in rock body drilled; Lower dise knife cover plate (51) is fixed on hydraulic pressure shell (56), guarantees that four piston dise knifes (52) can freely stretch out, and is not stopped up by landwaste; Lower wall cutter bracket (53) coordinates with gathering sill (55), is fixed on lower dise knife base plate (54), guarantees that excessive deformation can not occur when implementing Rockmass shear test lower dise knife; Be fixed in addition spring energetically (59) on newel (57) can warranty test after four piston dise knifes (52) retract smoothly.
4. rock body drilled according to claim 1 is sheared and is played the mould instrument, and it is characterized in that: the inside of described rubber bag tank (4) is supported by steel cylinder, and is provided with the fuel-displaced pore of rubber bag tank (41) thereon and coordinates square column (42).
5. rock body drilled according to claim 1 is sheared and is played the mould instrument, it is characterized in that: described boring flechette mould instrument top, mainly worked in coordination by hold-down support (62) and fixing drilling rod intermediate plate (61), in conjunction with other external units, as lifting jack etc., shear for rock body drilled the shear test that plays the mould instrument and apply shearing force.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201210465143.0A CN103115829B (en) | 2012-11-19 | 2012-11-19 | Rock body drilled shearing plays mould instrument |
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|---|---|---|---|
| CN201210465143.0A CN103115829B (en) | 2012-11-19 | 2012-11-19 | Rock body drilled shearing plays mould instrument |
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| CN103115829B CN103115829B (en) | 2018-05-15 |
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105195395A (en) * | 2015-10-15 | 2015-12-30 | 重庆路投科技有限公司 | Sealant injection device |
| CN106198230A (en) * | 2016-07-04 | 2016-12-07 | 中国矿业大学 | Rock stratum physico-mechanical properties rapid measurement device and method |
| CN108072573A (en) * | 2017-05-15 | 2018-05-25 | 重庆大学 | A kind of experimental system and method for measuring Modulus of Elasticity of Rock Mass in situ and shearing strength |
| CN108756865A (en) * | 2018-04-13 | 2018-11-06 | 中国地质大学（武汉） | A kind of high pressure single-chamber type side pressure instrument probe |
| CN109667544A (en) * | 2018-12-27 | 2019-04-23 | 中国水利水电科学研究院 | A kind of rock body drilled reamer and expanding method |
| CN109799144A (en) * | 2019-03-08 | 2019-05-24 | 曹增国 | A kind of rock-soil layer original position side compression testing device and method |
| CN114624126A (en) * | 2022-05-11 | 2022-06-14 | 四川中铁二院环保科技有限公司 | Rock-soil in-situ shearing test equipment and method |
| WO2024156186A1 (en) * | 2023-01-29 | 2024-08-02 | 长安大学 | In-hole in-situ shear test device for rock-soil mass |
| US12124000B2 (en) | 2023-01-29 | 2024-10-22 | Chang'an University | In-situ shear test device for holes in rock-soil mass |
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Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105195395A (en) * | 2015-10-15 | 2015-12-30 | 重庆路投科技有限公司 | Sealant injection device |
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| CN108072573A (en) * | 2017-05-15 | 2018-05-25 | 重庆大学 | A kind of experimental system and method for measuring Modulus of Elasticity of Rock Mass in situ and shearing strength |
| CN108756865A (en) * | 2018-04-13 | 2018-11-06 | 中国地质大学（武汉） | A kind of high pressure single-chamber type side pressure instrument probe |
| CN109667544A (en) * | 2018-12-27 | 2019-04-23 | 中国水利水电科学研究院 | A kind of rock body drilled reamer and expanding method |
| CN109799144A (en) * | 2019-03-08 | 2019-05-24 | 曹增国 | A kind of rock-soil layer original position side compression testing device and method |
| CN114624126A (en) * | 2022-05-11 | 2022-06-14 | 四川中铁二院环保科技有限公司 | Rock-soil in-situ shearing test equipment and method |
| WO2024156186A1 (en) * | 2023-01-29 | 2024-08-02 | 长安大学 | In-hole in-situ shear test device for rock-soil mass |
| US12124000B2 (en) | 2023-01-29 | 2024-10-22 | Chang'an University | In-situ shear test device for holes in rock-soil mass |
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|---|---|
| CN103115829B (en) | 2018-05-15 |
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