CN103031832A - Hydropower station weak rock zone shear rheological test method - Google Patents
Hydropower station weak rock zone shear rheological test method Download PDFInfo
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- CN103031832A CN103031832A CN2013100041685A CN201310004168A CN103031832A CN 103031832 A CN103031832 A CN 103031832A CN 2013100041685 A CN2013100041685 A CN 2013100041685A CN 201310004168 A CN201310004168 A CN 201310004168A CN 103031832 A CN103031832 A CN 103031832A
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Abstract
The invention discloses a hydropower station weak rock zone shear rheological test method capable of comprehensively and truly reflecting rock shear rheological property. The test method comprises the following steps: excavating weak rock zone fault disclosed by an adit to form a test hole; performing original state sample preparation in the test hole on the premise of not disturbing the mechanical property of the on-site rock to obtain a test piece; and arranging equipment of the shear rheological test in the test hole and performing shear rheological test on the test piece. By the mode of selecting the test piece on site, the geological unit of the representative and typical weak rock zone can be selected as a test object, and the problem about storage during transportation is not taken into consideration, so that the size of the test piece can be determined randomly according to the test requirement, the truth of the effect size of the test piece and the test condition can be reflected comprehensively and truly, and the shear rheological property of the rock can be reflected comprehensively and truly. The test method is suitable for being popularized and applied in the field of hydraulic and hydroelectric engineering.
Description
Technical field
The present invention relates to the Hydraulic and Hydro-Power Engineering field, especially a kind of power station weak rock zone shear rheology test method.
Background technology
The dam foundation of large-scale hydroelectric project, high slope, underground power house cavity group will run into a large amount of geology structural planes in work progress, rock mass is under sustained shear stress effect, its distortion slowly increases in time, when distortion runs up to a certain degree, the original standing balance of rock mass is destroyed, will produce slippage along some disadvantageous structural planes, distortion increase and the stress changes process in, the shear strength of structural plane produces loss, thereby rock mass can be because of the rheodestruction unstability.The remarkable temporal correlation that rock mass shows is great on the engineering safety impact.It is the basic test data of the long-term estimation of stability of dam foundation weak rocks band that weak rock zone destroys the time effect of lasting at different stress down cuts, at present, research to the shear rheology characteristic of weak rock zone, mainly test to study by indoor shear rheology, be about to needing the rock mass of test to make test specimen is transported to the laboratory and carries out the shear rheology test, because the rock mass of weak rock zone is comparatively soft, large-sized test specimen can't be preserved when transporting, therefore, the size of the test specimen that transports is very limited, because the impact of sample dimensions effect and test conditions, indoor shear rheology experimental study achievement can't reflect the shear rheology characteristic of Test in Situ comprehensively truly.
Summary of the invention
Technical problem to be solved by this invention provides a kind of power station weak rock zone shear rheology test method that can comprehensively reflect truly rock mass shear rheology characteristic.
The technical solution adopted for the present invention to solve the technical problems is: this power station weak rock zone shear rheology test method may further comprise the steps:
A, in the weak rock zone tomography that adit discloses, excavate the formation Test Tunnel;
B, under the prerequisite of not disturbance Test in Situ Mechanical Characters of Composite Ground, in Test Tunnel, carry out the original state sample preparation and obtain test specimen;
C, with the apparatus arrangement of shear rheology test in Test Tunnel, and test specimen carried out the shear rheology test.
Further be; in step B; described original state sampling obtains test specimen to carry out in the following way: at first; the loosening rock mass on surface, clearance test hole; dig out the test specimen initial plane; select the position at test specimen place, then dig the rock mass all around of test specimen, build at last steel concrete formation protective cover and carry out maintenance.
Further be that in step C, the range of temperature in the Test Tunnel is ± 10 ℃.
Further be the bottom shear face area 〉=2500cm of described test specimen, the minimum length of side 〉=50cm of test specimen, 1/2 of height of specimen＞thrust direction test specimen length of side.
Further be in step C, to adopt flat stacking that test specimen is carried out the shear rheology test.
Further be, in step C, utilize flat stacking test specimen to be carried out in the process of shear rheology test, a plurality of test specimens are carried out the shear rheology test simultaneously, each test specimen adopts the normal stress of different sizes to test, and adopt the step by step method of increment loading, adopt multistage shear stress to test under each normal stress.
The invention has the beneficial effects as follows: this power station weak rock zone shear rheology test method is that the weak rocks band in the weak rock zone tomography that adit discloses carries out the scene and chooses test specimen and test, because the scene is chosen test specimen and can be chosen representative, the geologic element of typical weak rock zone is subjects, and on-the-spot problem of preserving when choosing test specimen and need not consider to transport, can determine arbitrarily according to test requirements document the size of test specimen, the authenticity that can comprehensively truly reflect test specimen effect size and test conditions, and then can reflect truly rock mass shear rheology characteristic comprehensively, and operability and practicality are stronger, have significant economic benefit and social benefit.
The specific embodiment
The present invention is further described below in conjunction with embodiment.
This power station weak rock zone shear rheology test method may further comprise the steps:
A, in the weak rock zone tomography that adit discloses, excavate the formation Test Tunnel;
B, under the prerequisite of not disturbance Test in Situ Mechanical Characters of Composite Ground, in Test Tunnel, carry out the original state sample preparation and obtain test specimen;
C, with the apparatus arrangement of shear rheology test in Test Tunnel, and test specimen carried out the shear rheology test.
This power station weak rock zone shear rheology test method is that the weak rocks band in the weak rock zone tomography that adit discloses carries out the scene and chooses test specimen and test, because the scene is chosen test specimen and can be chosen representative, the geologic element of typical weak rock zone is subjects, and on-the-spot problem of preserving when choosing test specimen and need not consider to transport, can determine arbitrarily according to test requirements document the size of test specimen, the authenticity that can comprehensively truly reflect test specimen effect size and test conditions, and then can reflect truly rock mass shear rheology characteristic comprehensively, and operability and practicality are stronger, have significant economic benefit and social benefit.
In above-mentioned embodiment process; in step B; the method that described original state sampling obtains test specimen can be diversified; as long as can access at last the test specimen that regulation requires, as preferred mode be: described original state sample preparation obtains test specimen and carries out in the following way: at first, and the loosening rock mass on surface, clearance test hole; dig out the test specimen initial plane; select the position at test specimen place, then dig the rock mass all around of test specimen, build at last steel concrete formation protective cover and carry out maintenance.This mode preferably geologic element representative, typical weak rock zone is subjects, and utilizes protective cover to carry out maintenance, can obtain complete test specimen, guarantees that the shear rheology characteristic that obtains at last is more accurate.
In order to obtain more accurately rock mass shear rheology characteristic, in step C, the range of temperature in the Test Tunnel remains on ± 10 ℃ in, simultaneously, in process of the test, also to carry out moisturizing to test specimen and process, guarantee to reflect truly rock mass shear rheology characteristic comprehensively.
Further be, in order to reflect truly rock mass shear rheology characteristic comprehensively, the size of General Requirements test specimen is the bigger the better, but, sample dimensions is larger, difficulty of construction is just larger, therefore, in order to reduce to greatest extent difficulty of construction under the prerequisite of rock mass shear rheology characteristic, the bottom shear face area 〉=2500cm of described test specimen in comprehensive the reflection truly, the minimum length of side 〉=the 50cm of test specimen, 1/2 of height of specimen＞thrust direction test specimen length of side, preferred, described test specimen is preferably dimensioned to be 500mm * 500mm.
In addition, in step C, adopt flat stacking that test specimen is carried out the shear rheology test, this test method required time is very long, can react more really the rheological behavior of weak rock zone tomography, can collect all relevant test datas simultaneously.
Moreover, in step C, utilize flat stacking test specimen to be carried out in the process of shear rheology test, a plurality of test specimens are carried out the shear rheology test simultaneously, each test specimen adopts the normal stress of different sizes to test, and adopt the step by step method of increment loading, adopt multistage shear stress to test under each normal stress.According to the shear rheology deflection that test measures, draw shear rheology displacement under every one-level normal stress and the shear stress and the relation of time, stress～strain curve when obtaining waiting.The rock mass longterm strength is rock mass under long-term constant external load function, and the critical stress value of rheological phenomena occurs, and when external applied load during more than or equal to certain certain value, the Rheological Deformation of rock mass can continue to become large and final failure; When load during less than certain certain value, the Rheological Deformation speed of rock mass can diminish gradually in passing in time, and Rheological Deformation also can slowly be tending towards convergence, and rock mass can not break, and the threshold of this stress level just can be called the longterm strength of rock mass.Generally, generally choosing five test specimen Pyatyi normal stress tests, every grade of corresponding test specimen of normal stress, adopt at least 8 grades of shear stresses to carry out under each normal stress, each shear stress is at least 7 days before the shear failure, finishes one group and generally will last 280 days, utilize stress～strain curve when waiting, can draw accurately long-term shear rheology intensity, can react more really the rheological behavior of weak rock zone tomography, can collect all relevant test datas simultaneously.
Claims (6)
1. the weak rock zone shear rheology in power station test method is characterized in that may further comprise the steps:
A, in the weak rock zone tomography that adit discloses, excavate the formation Test Tunnel;
B, under the prerequisite of not disturbance Test in Situ Mechanical Characters of Composite Ground, in Test Tunnel, carry out the original state sample preparation and obtain test specimen;
C, with the apparatus arrangement of shear rheology test in Test Tunnel, and test specimen carried out the shear rheology test.
2. the weak rock zone shear rheology in power station as claimed in claim 1 test method; it is characterized in that: in step B; described original state sampling obtains test specimen to carry out in the following way: at first; the loosening rock mass on surface, clearance test hole; dig out the test specimen initial plane; select the position at test specimen place, then dig the rock mass all around of test specimen, build at last steel concrete formation protective cover and carry out maintenance.
3. the weak rock zone shear rheology in power station as claimed in claim 2 test method, it is characterized in that: in step C, the range of temperature in the Test Tunnel is ± 10 ℃.
4. the described power station of any one claim weak rock zone shear rheology test method in 3 according to claim 1, it is characterized in that: the bottom shear face area 〉=2500cm of described test specimen, the minimum length of side 〉=the 50cm of test specimen, 1/2 of height of specimen＞thrust direction examination body length of side.
5. the weak rock zone shear rheology in power station as claimed in claim 4 test method is characterized in that: in step C, adopt flat stacking that test specimen is carried out the shear rheology test.
6. the weak rock zone shear rheology in power station as claimed in claim 5 test method, it is characterized in that: in step C, utilize flat stacking test specimen to be carried out in the process of shear rheology test, a plurality of test specimens are carried out the shear rheology test simultaneously, each test specimen adopts the normal stress of different sizes to test, and adopt the step by step method of increment loading, adopt multistage shear stress to test under each normal stress.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106339545A (en) * | 2016-08-26 | 2017-01-18 | 中国水利水电科学研究院 | Rock mass rheological simulation method based on discontinuous deformation analysis |
Citations (3)
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| US4854175A (en) * | 1988-02-29 | 1989-08-08 | The Research Foundation Of State University Of New York | Simple shear device for testing earthen materials and powders |
| CN201145658Y (en) * | 2007-07-26 | 2008-11-05 | 河海大学 | Portable on site and indoor dual-purpose direct shear test instrument |
| CN103758113A (en) * | 2014-01-03 | 2014-04-30 | 中化二建集团有限公司 | Liquefaction resistance foundation stabilization method by grate hooping |
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2013
- 2013-01-07 CN CN2013100041685A patent/CN103031832A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4854175A (en) * | 1988-02-29 | 1989-08-08 | The Research Foundation Of State University Of New York | Simple shear device for testing earthen materials and powders |
| CN201145658Y (en) * | 2007-07-26 | 2008-11-05 | 河海大学 | Portable on site and indoor dual-purpose direct shear test instrument |
| CN103758113A (en) * | 2014-01-03 | 2014-04-30 | 中化二建集团有限公司 | Liquefaction resistance foundation stabilization method by grate hooping |
Non-Patent Citations (2)
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| 张强勇等: "大岗山坝区岩体现场剪切蠕变试验及参数反演", 《岩土力学》 * |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106339545A (en) * | 2016-08-26 | 2017-01-18 | 中国水利水电科学研究院 | Rock mass rheological simulation method based on discontinuous deformation analysis |
| CN106339545B (en) * | 2016-08-26 | 2019-05-10 | 中国水利水电科学研究院 | A kind of rock mass rheology analogy method based on discontinuous deformation analysis |
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Application publication date: 20130410 |