CN102661894A - Jointed rock mass test piece and jointed rock mass and aqueous rock coupling test method - Google Patents
Jointed rock mass test piece and jointed rock mass and aqueous rock coupling test method Download PDFInfo
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- CN102661894A CN102661894A CN2012101538614A CN201210153861A CN102661894A CN 102661894 A CN102661894 A CN 102661894A CN 2012101538614 A CN2012101538614 A CN 2012101538614A CN 201210153861 A CN201210153861 A CN 201210153861A CN 102661894 A CN102661894 A CN 102661894A
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Abstract
The invention relates to a rock test piece which comprises a cylindrical main body, wherein at least one water-guiding blind hole is respectively processed on each of the two end faces of the cylindrical main body. A jointed rock mass test piece is obtained by performing a rock forming simulation test on the rock test piece. According to the rock forming simulation test, a tri-axial compression whole-process test is performed on each rock test piece under the condition of applying a confining pressure, the rock test piece is crushed, and communicated influent channels are formed by a crushed surface of the rock test piece and the water-guiding blind hole. A jointed rock mass and aqueous rock coupling test method comprises the following steps: (1) collecting the rocks in a to-be-constructed engineering rock mass and processing the rocks into the rock test pieces with such shape and structure, and (2) mounting a set of rock test pieces on rock mechanic test equipment, and performing a rock forming simulation test, a stress adjusting test, a natural state test and an aqueous rock coupling test in turn, thereby obtaining a quantitative description for the influence of water pressure on the mechanical parameters of the to-be-constructed engineering rock mass.
Description
Technical field
The invention belongs to rock mass mechanics performance test field, particularly a kind of crack rock test specimen and carry out the method for water rock coupling test with the crack rock test specimen.
Background technology
All human engineering workses and structures all with rock mass or the soil body as ground, the mountain area overwhelming majority is to be ground with the rock mass.According to the definition of engineering science to rock mass, rock mass is meant the geologic body that is made up of structural plane, sillar, terrestrial stress three.Said structural plane is the discontinuity surface of the various directions, scale and the character that exist in the rock mass, like the aspect of the primary origin cause of formation, like aspect, joint plane etc., be configured to because of tomography, crack etc., hypergene be transformed into because of off-load weathering fissures etc.; Said sillar then refers to the rock block that cut into by above-mentioned various structural plane; Said terrestrial stress then is the natural stress that exists in the rock mass, and it mainly is made up of tectonic stress and the gravity stress of rock mass that earth movement produced.The notable attribute of rock mass is its natural heterogeneity that has, uncontinuity and anisotropy, and the difference of boundary condition (geologic condition, mechanical condition) has in addition determined the complicacy and the individual difference of the mechanical property of rock mass.
Human engineering works construction is on the rock mass ground; Can change the natural situation of rock mass; Excavation such as engineering rock mass makes the rock mass off-load; The load of engineering construction causes the extra-stress in the ground rock mass, seepage pressure that the water level rising caused after power station, reservoir dam built up and hydrostatic force etc., and these factors will inevitably change the mechanical property of original natural rock mass.People hope to grasp the change of rock mass performance under the various factors effect very much when carrying out engineering design; And try hard to the rock mass mechanics changes of properties that these factors of quantitative description cause; To guarantee the quality of engineering; Improve its serviceable life, but up to the present, the change of the rock mass mechanics performance of also having no idea above-mentioned factor is caused meets actual quantitative description.
Summary of the invention
The purpose of this invention is to provide a kind of sillar test specimen and crack rock test specimen, a purpose more of the present invention provides a kind of method of crack rock water rock coupling test, to realize the quantitative test of hydraulic pressure to engineering rock mass mechanical property influence yet to be built.
Sillar test specimen according to the invention comprises cylindrical body, and the both ends of the surface of said cylindrical body respectively are processed with at least one water guide blind hole.
Above-mentioned sillar test specimen, the diameter of its cylindrical body is at least 50 mm, highly is the twice of diameter.
Above-mentioned sillar test specimen; The degree of depth of its water guide blind hole is 80%～90% of a cylindrical body height; The aperture is 5mm～7mm, and the spacing between each centerline hole is at least 60% of cylindrical body diameter, and the outer peripheral distance of the center line in each hole and cylindrical body is at least 10mm.
Above-mentioned sillar test specimen, preferably the center line of each water guide blind hole is positioned on the plane through sillar test specimen center line, and is symmetrically distributed with respect to the centerline axis of cylindrical body.
Crack rock test specimen according to the invention; Forming simulation test by above-mentioned sillar test specimen through rock mass obtains; It is that the sillar test specimen is carried out the three axial compressions overall process test of contracting applying under the confined pressure that said rock mass forms simulation test; With sillar test specimen pressure break, and make the plane of fracture in the rock mass test specimen form the seepage channel that is communicated with the water guide blind hole.
Said three axial compressions being operating as of overall process test of contracting: the sillar test specimen is installed; At first its ambient pressure (confined pressure) is applied to predetermined value and keeps this predetermined value; Increasing axial stress more gradually continuously destroys test specimen; After test specimen destroys, continue to exert pressure with rate of deformation control, till axial stress does not change with the increase of strain.
Crack rock water rock coupling test method according to the invention, step is following:
(1) gathers sillar in the engineering rock mass yet to be built, said sillar is processed into the sillar test specimen of above-mentioned shape and structure;
(2) one group of sillar test specimen is installed on the rock mechanics experiment equipment, carries out rock mass successively and form simulation test, stress adjustment test, native state test, water rock coupling test, one group of sillar test specimen is made up of 5 sillar test specimens at least,
It is that each sillar test specimen is carried out the three axial compressions overall process test of contracting under identical confined pressure that said rock mass forms simulation test; Its pressure break is become the rock mass test specimen similar with engineering rock mass native state yet to be built; And make the plane of fracture in each rock mass test specimen form the seepage channel that is communicated with the water guide blind hole
Said stress adjustment test is rock mass to be formed resulting each the rock mass test specimen of simulation test carry out the confined pressure adjustment respectively; Make each rock mass test specimen bear different confined pressures respectively; And the confined pressure that each rock mass test specimen is born is similar with engineering rock mass stress state yet to be built and Pass Test requires (People's Republic of China's power industry standard (DL/T5368-2007) " water power hydraulic engineering rock test rules " P26-28 is seen in testing requirements)
The test of said native state is that adjusted each the rock mass test specimen of counter stress state adopts the three axial compressions overall process test of contracting to carry out the mechanics parameter test; Test result should be close (when test findings is higher than engineering rock mass yet to be built through the resulting mechanics parameter of geological exploration with engineering rock mass yet to be built; Just need loading and unloading repeatedly; Up to test parameter near engineering rock mass yet to be built through the resultant parameter of geological exploration), said mechanics parameter comprises coefficient of interal friction f, cohesion c and deformation modulus E
Said water rock coupling test is to adopt the three axial compressions overall process test of contracting to carry out the mechanics parameter test to each the rock mass test specimen after the native state test under the condition of hydraulic pressure applying; To obtain the quantitative description of hydraulic pressure to engineering rock mass mechanics parameter influence yet to be built, said mechanics parameter comprises coefficient of interal friction f, cohesion c and deformation modulus E.
Said coefficient of interal friction f, cohesion c are with each rock mass test specimen being applied different confined pressure gained test figures respectively; Be ordinate with the axial compression, be that horizontal ordinate carries out statistical study and calculates with the confined pressure, its method is seen " People's Republic of China's power industry standard (DL/T5368-2007) " water power hydraulic engineering rock test rules " " P26-28.
In the said method, when rock mass formed simulation test, the rock mass stress field state of the confined pressure that each sillar test specimen is applied during with engineering rock mass formation yet to be built was similar.
In the said method, during water rock coupling test, each test specimen applies 3 grades of hydraulic pressure at least respectively and makes an experiment, to obtain the quantitative relationship that variation in water pressure causes that engineering rock mass mechanics parameter yet to be built changes.
The present invention has following beneficial effect:
1, sillar test specimen according to the invention and crack rock test specimen are convenient to processing and fabricating, and test operation is simple, and is easy to utilize.
2, the method for the invention has realized the quantitative test of hydraulic pressure to engineering rock mass mechanical property influence yet to be built, and for the design and the construction of hydraulic engineering (like power station, reservoir dam etc.), and the safe operation after building up is significant.
Description of drawings
Fig. 1 is a kind of structural representation of sillar test specimen according to the invention;
Fig. 2 is the vertical view of Fig. 1;
Fig. 3 is the synoptic diagram that rock mass forms the resulting rock mass test specimen of simulation test;
Fig. 4 is in the water rock coupling test, the synoptic diagram at rock mass test specimen initial stage;
Fig. 5 is that the rock mass test specimen is in the synoptic diagram of state of saturation in the water rock coupling test;
Fig. 6 is the coefficient of interal friction f of rock mass test specimen among the embodiment and the relation curve of hydraulic pressure;
Fig. 7 is the cohesion c of rock mass test specimen among the embodiment and the relation curve of hydraulic pressure;
Fig. 8 is the deformation modulus E of rock mass test specimen among the embodiment and the relation curve of hydraulic pressure;
Among the figure, 1-test specimen body, 2-the first water guide blind hole, 3-the second water guide blind hole, 4-plane of fracture, 5-hydraulic pressure, the diameter of Φ-cylindrical body, the height of H-cylindrical body, h
1-the first water guide blind hole depth, h
2Spacing, d-first water guide blind hole or the second water guide blind hole center line between-the second water guide blind hole depth, D-first water guide blind hole and the second water guide blind hole center line and the aperture of the outer peripheral distance of cylindrical body, φ-first water guide blind hole or the second water guide blind hole.
Embodiment
Through embodiment crack rock test specimen according to the invention and crack rock water rock coupling test method are described further below.
In the present embodiment, the shape of sillar test specimen and structure are like Fig. 1, shown in Figure 2, and its body 1 is cylindrical; Height H=the 100mm of cylindrical body, diameter of phi=50mm, its both ends of the surface respectively are processed with a water guide blind hole; Respectively the center line of the called after first water guide blind hole 2, the second water guide blind hole, 3, the first water guide blind holes 2 and the second water guide blind hole 3 is positioned on the plane through sillar test specimen center line, and with respect to the centerline axis symmetrical distribution of sillar test specimen; Spacing between two centerline holes is 30mm; The aperture φ in two holes is 6mm, and the degree of depth in two holes is 80mm, and the center line in two holes and cylindrical body 1 outer peripheral distance are 10mm.
Sillar test specimen in the present embodiment be with the sillar of gathering through bore, cut, working procedure processing such as mill is prepared from.
6 embodiment, 1 said sillar test specimen is installed on the rock mechanics experiment equipment; Each sillar test specimen is carried out contract overall process test of three axial compressions under the 60MPa confined pressure; With its pressure break and make the plane of fracture and water guide blind hole in the test specimen form the seepage channel that is communicated with; Promptly form the crack rock test specimen, its form is seen Fig. 3.
Present embodiment is tested the rock mass of certain large hydropower station dam ground.Certain large hydropower station dam ground is made up of the rock mass with plane of fracture; Be called dam foundation rock mass; A large amount of exploration research work have obtained the main mechanical property and the parameter thereof of said dam foundation rock mass, and said parameter comprises least principal stress (the being equivalent to confined pressure) σ in the rock mass stress field when rock mass forms
3', when test the least principal stress σ in the rock mass stress field now
3, rock mass coefficient of interal friction f, cohesion c, deformation modulus E, exploration research obtains main result and is: σ
3' be not less than 60MPa, σ
3Generally be not more than 30MPa, f is 0.43, and c is 4.2MPa, and E is 2 ~ 3GPa.With reservoir impoundment power generation, the retaining height will reach 300m after said power station dam builds up, and different parts just has the effect of water pressure that varies in size in the base of old place, and maximum water pressure will reach 3MPa.For reduction rule and the main mechanics parameter that discloses dam foundation rock mass under the different effect of water pressure: the situation of change of coefficient of interal friction f, cohesion c, deformation modulus E; Present embodiment uses the U.S. to produce the MTS815 rock mechanics testing system; Adopt the method for rock mass water rock coupled three-shaft whole compression process test to make an experiment, step is following.
1, the sillar in the collection in worksite dam foundation rock mass is as test specimen, and through boring, cut, grind the sillar test specimen that processing and preparing becomes embodiment 1 said shape, structure and size;
2, one group 6 above-mentioned sillar test specimens are installed in carry out rock mass on the rock mechanics experiment equipment and form simulation test; Test method is contract overall process tests of three axial compressions, because exploration research obtains the result is: the least principal stress σ in the rock mass stress field when rock mass forms
3' be not less than 60MPa; Thereby each sillar test specimen carried out contract overall process test of three axial compressions under the 60MPa confined pressure; Sillar test specimen pressure break is become and the similar crack rock test specimen of dam ground rock mass native state, and make the plane of fracture in the rock mass test specimen form the seepage channel (see figure 3) that is communicated with the water guide blind hole.This step-by-step test is not taken out test specimen after finishing, and proceeds following each step-by-step test;
3, above-mentioned 6 crack rock test specimens are proceeded stress adjustment test, native state test, water rock coupling test:
(1) stress adjustment test
Because exploration research obtains the result: the least principal stress σ in the rock mass stress field now during test
3Be not more than 30 MPa, thereby the confined pressure of 6 rock mass test specimens is adjusted into 5 MPa, 10 MPa, 15 MPa, 20 MPa, 25 MPa, 30MPa respectively;
(2) native state test
On the basis of adjusting each rock mass test specimen confined pressure, carry out contract overall process test of native state three axial compressions; With the mechanics parameter under the natural aqueous state of test rock mass test specimen; After test operation is accomplished; Be ordinate with the axial compression, be that horizontal ordinate is set up coordinate system with the confined pressure; 6 different confined pressures and 6 disalignments according to 6 rock mass test specimens are applied are compressed into capable statistical study and calculating, obtain coefficient of interal friction f under the natural aqueous state of rock mass test specimen and be 0.43, cohesion c be 6.7MPa, deformation modulus E be 4.0GPa (for and the contrast of engineering rock mass measured value, getting confined pressure is the value under the 5MPa condition).This test result is similar with the resulting dam ground of geological exploration rock mass mechanics parameter;
(3) water rock coupling test
Keeping under the constant condition of each rock mass test specimen confined pressure; 6 rock mass test specimens are carried out saturated (Fig. 4, Fig. 5 are seen in the variation of rock mass test specimen); Apply 1MPa, 2MPa, 3MPa, 4 grades of hydraulic pressure of 4Mpa then respectively and carry out the test of water rock coupled three-shaft whole compression process; To obtain the quantitative description of hydraulic pressure to dam ground rock mass mechanics parameter influence, said mechanics parameter comprises coefficient of interal friction f, cohesion c and deformation modulus E.Test result is seen Fig. 6, Fig. 7 and Fig. 8 (confined pressure=5MPa).
As can beappreciated from fig. 6, coefficient of interal friction f does not change with the variation of hydraulic pressure basically, tests resulting coefficient of interal friction (0.43) with native state and compares, and slightly reduces; As can beappreciated from fig. 7, cohesion c reduces rapidly with the rising of hydraulic pressure, has the favorable linearity correlationship; As can beappreciated from fig. 8, deformation modulus E reduces with the rising of hydraulic pressure, has the favorable linearity correlationship.
Explain:
(1) Fig. 6 is applying respectively six test specimens under the condition of 5MPa, 10MPa, 15MPa, 20MPa, 25MPa, 6 different confined pressures of 30MPa with coefficient of interal friction f, cohesion c among Fig. 7, under 1MPa, 2MPa, 3MPa, 4 MPa hydraulic pressure, carries out the test findings that the test of water rock coupled three-shaft whole compression process obtains respectively; When hydraulic pressure is 1MPa, be ordinate with the axial compression, be that horizontal ordinate is set up coordinate system with the confined pressure, can obtain coefficient of interal friction f, cohesion c when hydraulic pressure is 1 MPa through 66 different confined pressures that test specimen applied with 6 different axial compressions; When hydraulic pressure is 4MPa; Be ordinate with the axial compression, be that horizontal ordinate is set up coordinate system with the confined pressure; (foundation of analytical calculation is " People's Republic of China's power industry standard (DL/T5368-2007) " water power hydraulic engineering rock test rules " ", P26-28) can to obtain coefficient of interal friction f, cohesion c when hydraulic pressure is 4 MPa through 6 test specimens applied 6 different confined pressures and 6 different axial compressions; With hydraulic pressure is that horizontal ordinate, coefficient of interal friction f are that ordinate is set up coordinate system, above-mentioned hydraulic pressure is analyzed the coefficient of interal friction f that calculates when 1MPa, 2MPa, 3MPa, 4 MPa introduce coordinate system, can obtain Fig. 6; With hydraulic pressure is that horizontal ordinate, cohesion c are that ordinate is set up coordinate system, above-mentioned hydraulic pressure is analyzed the cohesion c that calculates when 1MPa, 2MPa, 3MPa, the 4Mpa introduce coordinate system, can obtain Fig. 7;
(2) Fig. 8 is the typical relation curve of deformation modulus E and hydraulic pressure, its confined pressure=5MPa.
Claims (8)
1. a sillar test specimen comprises cylindrical body, it is characterized in that the both ends of the surface of said cylindrical body respectively are processed with at least one water guide blind hole.
2. according to the said sillar test specimen of claim 1, it is characterized in that the diameter of said cylindrical body is at least 50 mm, highly is the twice of diameter.
3. according to claim 1 or 2 said sillar test specimens; The degree of depth that it is characterized in that said water guide blind hole is 80%～90% of a cylindrical body height; The aperture is 5mm～7mm; Spacing between each centerline hole is at least 60% of cylindrical body diameter, and the outer peripheral distance of the center line in each hole and cylindrical body is at least 10mm.
4. according to the said sillar test specimen of claim 3, it is characterized in that the center line of each water guide blind hole is positioned on the plane through sillar test specimen center line, and be symmetrically distributed with respect to the centerline axis of cylindrical body.
5. crack rock test specimen; It is characterized in that forming simulation test by the described sillar test specimen of arbitrary claim in the claim 1 to 4 through rock mass obtains; It is that the sillar test specimen is carried out the three axial compressions overall process test of contracting applying under the confined pressure that said rock mass forms simulation test; With sillar test specimen pressure break, and make the plane of fracture in the rock mass test specimen form the seepage channel that is communicated with the water guide blind hole.
6. crack rock water rock coupling test method is characterized in that step is following:
(1) sillar in the collection engineering rock mass yet to be built is processed into the described sillar test specimen of arbitrary claim in the claim 1 to 4 with said sillar;
(2) one group of sillar test specimen is installed on the rock mechanics experiment equipment, carries out rock mass successively and form simulation test, stress adjustment test, native state test, water rock coupling test, one group of sillar test specimen is made up of 5 sillar test specimens at least,
It is that each sillar test specimen is carried out the three axial compressions overall process test of contracting under identical confined pressure that said rock mass forms simulation test; Its pressure break is become the rock mass test specimen similar with engineering rock mass native state yet to be built; And make the plane of fracture in each rock mass test specimen form the seepage channel that is communicated with the water guide blind hole
Said stress adjustment test is rock mass to be formed resulting each the rock mass test specimen of simulation test carry out the confined pressure adjustment respectively; Make each rock mass test specimen bear different confined pressures respectively; And the confined pressure that each rock mass test specimen is born and Pass Test requirement similar with engineering rock mass stress state yet to be built
The test of said native state is that adjusted each the rock mass test specimen of counter stress state adopts the three axial compressions overall process test of contracting to carry out the mechanics parameter test; Test result should be close through the resulting mechanics parameter of geological exploration with engineering rock mass yet to be built; Said mechanics parameter comprises coefficient of interal friction f, cohesion c and deformation modulus E
Said water rock coupling test is to adopt the three axial compressions overall process test of contracting to carry out the mechanics parameter test to each the rock mass test specimen after the native state test under the condition of hydraulic pressure applying; To obtain the quantitative description of hydraulic pressure to engineering rock mass mechanics parameter influence yet to be built, said mechanics parameter comprises coefficient of interal friction f, cohesion c and deformation modulus E.
7. according to the said crack rock water of claim 6 rock coupling test method, when it is characterized in that rock mass forms simulation test, the rock mass stress state of the confined pressure that each sillar test specimen is applied during with engineering rock mass formation yet to be built is similar.
8. according to claim 6 or 7 said crack rock water rock coupling test methods, when it is characterized in that water rock coupling test, each test specimen applies 3 grades of hydraulic pressure at least respectively and makes an experiment.
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105572012A (en) * | 2015-12-22 | 2016-05-11 | 山东大学 | Method for detecting seepage performance of rock with filled connected fracture |
| CN105628895A (en) * | 2016-01-28 | 2016-06-01 | 山东大学 | Method for detecting fluid-solid coupling property of filled cracked rock |
| CN105672974A (en) * | 2016-02-25 | 2016-06-15 | 重庆大学 | Making method of triaxial-stress supercritical carbon dioxide fracturing shale experimental test specimen |
| CN106018748A (en) * | 2016-06-27 | 2016-10-12 | 山东科技大学 | Single-joint rock mass flow-solid coupling testing system and method |
| CN107966374A (en) * | 2016-10-19 | 2018-04-27 | 核工业北京地质研究院 | A kind of test device for fissuted medium dynamic pressure-infiltration hydraulic pressure combination loading |
| CN109283047A (en) * | 2018-11-29 | 2019-01-29 | 四川大学 | Rock Damage monitoring system and evaluation method under a kind of depth ground engineering-environment |
| CN110220787A (en) * | 2019-07-04 | 2019-09-10 | 四川大学 | A kind of load path method of measurement crack rock test specimen water rock coupling weakened treatment |
| CN110501232A (en) * | 2019-07-04 | 2019-11-26 | 同济大学 | Visual true triaxial Seepage-stress coupling experimental rig is realized based on twin shaft rheometer |
| CN111189687A (en) * | 2020-03-09 | 2020-05-22 | 山东科技大学 | Test method for simulating sliding instability of fractured rock mass under action of injected fluid |
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| CN105572012A (en) * | 2015-12-22 | 2016-05-11 | 山东大学 | Method for detecting seepage performance of rock with filled connected fracture |
| CN105572012B (en) * | 2015-12-22 | 2018-03-27 | 山东大学 | One kind filling insertion Seepage Flow in Fractured Rocks method for testing performance |
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| CN105672974B (en) * | 2016-02-25 | 2018-06-29 | 重庆大学 | Supercritical carbon dioxide fracturing shale tests test specimen production method under triaxial stress |
| CN105672974A (en) * | 2016-02-25 | 2016-06-15 | 重庆大学 | Making method of triaxial-stress supercritical carbon dioxide fracturing shale experimental test specimen |
| CN106018748A (en) * | 2016-06-27 | 2016-10-12 | 山东科技大学 | Single-joint rock mass flow-solid coupling testing system and method |
| CN107966374A (en) * | 2016-10-19 | 2018-04-27 | 核工业北京地质研究院 | A kind of test device for fissuted medium dynamic pressure-infiltration hydraulic pressure combination loading |
| CN109283047A (en) * | 2018-11-29 | 2019-01-29 | 四川大学 | Rock Damage monitoring system and evaluation method under a kind of depth ground engineering-environment |
| CN109283047B (en) * | 2018-11-29 | 2023-10-20 | 四川大学 | Rock mass damage monitoring system and evaluation method in deep engineering environment |
| CN110220787A (en) * | 2019-07-04 | 2019-09-10 | 四川大学 | A kind of load path method of measurement crack rock test specimen water rock coupling weakened treatment |
| CN110501232A (en) * | 2019-07-04 | 2019-11-26 | 同济大学 | Visual true triaxial Seepage-stress coupling experimental rig is realized based on twin shaft rheometer |
| CN111189687A (en) * | 2020-03-09 | 2020-05-22 | 山东科技大学 | Test method for simulating sliding instability of fractured rock mass under action of injected fluid |
| CN111189687B (en) * | 2020-03-09 | 2021-05-14 | 山东科技大学 | Test method for simulating sliding instability of fractured rock mass under action of injected fluid |
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