CN105203409A - Rock mass site direct shear test method adopting anchoring pressure - Google Patents
Rock mass site direct shear test method adopting anchoring pressure Download PDFInfo
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- CN105203409A CN105203409A CN201510674181.0A CN201510674181A CN105203409A CN 105203409 A CN105203409 A CN 105203409A CN 201510674181 A CN201510674181 A CN 201510674181A CN 105203409 A CN105203409 A CN 105203409A
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Abstract
The invention discloses a rock mass site direct shear test method adopting anchoring pressure. The method is realized in the following manner: an anchor cable is preset in a test piece, during testing, a hollow jack or prestress tension equipment is adopted to exert normal pressure on a shearing surface required for testing on the test piece, and the moving condition of the test piece is provided through utilizing the transverse flexibility of the anchor cable and the section clearance of a drill hole. Compared with the common site direct shear test method, the method has the advantages of compact testing system, small occupied site, simple testing equipment, high convenience in mounting, low cost, short construction period, and the like.
Description
Technical field
The present invention relates to the existing bit test method of rock mechanics parameters of the Geotechnical Engineerings such as water conservancy and hydropower, urban construction, railway traffic, national defense construction.
Background technology
Rock mass field direct shear test is the existing bit test method of rock mechanics parameters being widely used in the Geotechnical Engineerings such as water conservancy and hydropower, urban construction, railway traffic, national defense construction.Because test carries out in rock mass at the scene, and sample dimensions is large, and test result can reflect heterogeneous body and the anisotropy of rock mass and structural plane truly, more tallying with the actual situation than indoor sillar test.
General field direct shear test needs masterpiece test specimen being applied to a vertical direction to be the normal stress of shear surface, and the biography column by connecting lifting jack during pressurization is exerted pressure to top board, and this needs test to carry out in chamber.And field direct shear test under open-air atmosphere, to the pressure of test specimen, be generally that anchor pole or stake are set by pressing Ioad or the Rock And Soil around test specimen, and by crossbeam and the pressurization of jack pair bearing plate.Obviously, traditional bearing plate test method also exists that required test site is large, testing equipment is heavy, installation is inconvenient, cost is high and the shortcoming such as the preparatory period is long.
Summary of the invention
The invention provides the rock mass field direct shear test method of a kind of anchoring pressurization, the method has that pilot system is compact, occupied ground is little, testing equipment is simple, easy for installation, cost is low and the advantage such as the construction period is short.
A rock mass field direct shear test method for anchoring pressurization, step is as follows:
The first step, first needing the test specimen position of direct shear test to rock substrate construction drill, bore diameter should be more than or equal to 65mm, and the anchor cable length that drilling depth is installed as required is determined; Above-mentioned anchor cable length equals height of specimen, freedom length and anchoring depth sum; Freedom length should be greater than the bore diameter of 10 times, and the anchor force of anchoring depth needed for anchor cable is determined; Anchor cable adopts one or more strands of steel strand wires, and steel strand wires diameter and number of share of stock are determined by testing maximum pressure needed for applying, and when ensureing to be applied to maximum pressure, steel strand wires are not pulled off;
Second step, anchor cable is installed: sent into by anchor cable in boring, in boring, anchoring section injects mortar, and reserve the free segment not noting mortar, mortar to solidify after some strength by anchorage cable anchoring in the borehole, anchor cable again more than aperture installs force transmitting board, hollow lifting jack, pressure transducer successively on appearing, and ensures that whole system is on the coaxial cable of loading direction, then locks with anchor cable lock;
3rd step, operation hollow lifting jack, applies certain prestress to the test specimen rock mass of direct shear test, in order to protect test specimen, reduces the disturbance to surface in rock mass when cutting; Then the planar central position using anchor cable planimetric position as test specimen draws test specimen planar dimension, cuts in anchor cable surrounding according to planar dimension line, and depth of cut reaches specimen Design height, forms the test specimen with rock substrate disjunctor; Also require during cutting to reserve the installing space installed and laterally load lifting jack in the stress surface direction of test specimen direct shear test;
4th step, install at above-mentioned reserved installing space and laterally load lifting jack, on the stress surface opposite of test specimen, transversal displacement sensor is installed, at the end face of test specimen, length travel sensor is installed, pressure transducer, transversal displacement sensor are connected digital display with length travel sensor;
5th step, start test, first meridional stress is applied by hollow lifting jack, after making meridional stress reach designing requirement, then the horizontal jack pair test specimen that loads of operation carries out horizontal loading, makes to form shear surface bottom test specimen, shearing force is produced with rock mass, under the effect of shearing force, test specimen produces certain relative displacement, thus the transversal displacement of test specimen and length travel data obtain different pressures on digital display under, complete direct shear test.
The inventive method utilizes anchor cable to provide the power of test specimen vertical direction to be used as the normal stress of shear surface, and utilize the lateral flexibility of anchor cable and borehole profile space to provide the mobile condition of test specimen, do not need to arrange rolling slide plate again, the advantage such as pilot system is compact, occupied ground is little, testing equipment is simple so the present invention has, easy for installation, cost is low and the construction period is short.
Accompanying drawing explanation
Fig. 1 is that the on-the-spot staight scissors method system of anchoring of the present invention pressurization arranges schematic diagram.
Marginal data: 1-test specimen; 2-holes; 3-anchor cable; 4-anchoring section; 5-laterally loads lifting jack; 6-anchor cable lock; 7-pressure transducer; 8-force transmitting board; 9-transversal displacement sensor; 10-length travel sensor, 11-hollow lifting jack; A-height of specimen, b-freedom length, c-anchoring depth.
Embodiment
As shown in Figure 1, the rock mass field direct shear test method of a kind of anchoring pressurization of the present invention, step is as follows:
The first step, first needing test specimen 1 position of direct shear test to rock substrate construction drill 2,2 diameters of holing are 65mm, and 2 degree of depth of holing equal anchor cable 3 length; Above-mentioned anchor cable 3 length equals test specimen 1 height a, freedom length b and anchoring section 4 length c sum; Freedom length b is bore diameter and the 650mm of 10 times, and the anchor force of anchoring section 4 length c needed for anchor cable 3 is determined; Anchor cable 3 adopts one or more strands of steel strand wires, and steel strand wires diameter and number of share of stock are determined by testing maximum pressure needed for applying, and when ensureing to be applied to maximum pressure, steel strand wires are not pulled off;
Second step, anchor cable 3 is installed: sent into by anchor cable 3 in boring 2, in boring 2, anchoring section 4 injects mortar, and reserve the free segment not noting mortar, on the anchor cable 3 in aperture is appeared, force transmitting board 8, hollow lifting jack 11, pressure transducer 7 are installed successively after mortar solidifies some strength, ensure that whole system is on the coaxial cable of loading direction, then locks with anchor cable lock 6;
3rd step, operation hollow lifting jack 11, applies certain prestress to the test specimen rock mass of direct shear test, in order to protect test specimen, reduces the disturbance to surface in rock mass when cutting; Then draw test specimen planar dimension using anchor cable 3 planimetric position as the planar central position of test specimen, cut in anchor cable 3 surrounding according to planar dimension line, depth of cut reaches specimen Design height, forms the test specimen 1 with rock substrate disjunctor; Also require during cutting to reserve the installing space installed and laterally load lifting jack 5 in the stress surface direction of test specimen direct shear test;
4th step, install at above-mentioned reserved installing space and laterally load lifting jack 5, on the stress surface opposite of test specimen 1, transversal displacement sensor 9 is installed, at the end face of test specimen 1, length travel sensor 10 is installed, pressure transducer 7, transversal displacement sensor 9 are connected digital display with length travel sensor 10;
5th step, start test, first meridional stress is applied by hollow lifting jack 11, after making meridional stress reach designing requirement, then the horizontal lifting jack 5 pairs of test specimens that load of operation carry out horizontal loading, make to form shear surface bottom test specimen 1, shearing force is produced with rock mass, under the effect of shearing force, test specimen produces certain relative displacement, thus the transversal displacement of test specimen and length travel data obtain different pressures on digital display under, complete direct shear test.
Claims (1)
1. a rock mass field direct shear test method for anchoring pressurization, it is characterized in that, step is as follows:
The first step, first needing the test specimen position of direct shear test to rock substrate construction drill, bore diameter should be more than or equal to 65mm, and drilling depth equals anchor cable length; Above-mentioned anchor cable length equals height of specimen, freedom length and anchoring depth sum; Freedom length should be greater than the bore diameter of 10 times, and the anchor force of anchoring depth needed for anchor cable is determined; Anchor cable adopts one or more strands of steel strand wires, and steel strand wires diameter and number of share of stock are determined by testing maximum pressure needed for applying, and when ensureing to be applied to maximum pressure, steel strand wires are not pulled off;
Second step, anchor cable is installed: sent into by anchor cable in boring, in boring, anchoring section injects mortar, and reserve the free segment not noting mortar, mortar to solidify after some strength by anchorage cable anchoring in the borehole, anchor cable again more than aperture installs force transmitting board, hollow lifting jack and pressure transducer successively on appearing, and ensures that whole system is on the coaxial cable of loading direction, then locks with anchor cable lock;
3rd step, operation hollow lifting jack, applies certain prestress to the test specimen rock mass of direct shear test, in order to protect test specimen, reduces the disturbance to surface in rock mass when cutting; Then the planar central position using anchor cable planimetric position as test specimen draws test specimen planar dimension, cuts in anchor cable surrounding according to planar dimension line, and depth of cut reaches specimen Design height, forms the test specimen with rock substrate disjunctor; Also require during cutting to reserve the installing space installed and laterally load lifting jack in the stress surface direction of test specimen direct shear test;
4th step, install at above-mentioned reserved installing space and laterally load lifting jack, on the stress surface opposite of test specimen, transversal displacement sensor is installed, at the end face of test specimen, length travel sensor is installed, pressure transducer, transversal displacement sensor are connected digital display with length travel sensor;
5th step, start test, first meridional stress is applied by hollow lifting jack, after making meridional stress reach designing requirement, then the horizontal jack pair test specimen that loads of operation carries out horizontal loading, makes to form shear surface bottom test specimen, shearing force is produced with rock mass, under the effect of shearing force, test specimen produces certain relative displacement, thus the transversal displacement of test specimen and length travel data obtain different pressures on digital display under, complete direct shear test.
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| CN201510674181.0A CN105203409B (en) | 2015-10-15 | 2015-10-15 | A kind of rock mass field direct shear test method for anchoring pressurization |
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| CN201510674181.0A CN105203409B (en) | 2015-10-15 | 2015-10-15 | A kind of rock mass field direct shear test method for anchoring pressurization |
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| CN105203409A true CN105203409A (en) | 2015-12-30 |
| CN105203409B CN105203409B (en) | 2017-11-24 |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105891027A (en) * | 2016-05-31 | 2016-08-24 | 浙江国检检测技术股份有限公司 | Anchor nail alternating bending test device |
| CN105928791A (en) * | 2016-05-04 | 2016-09-07 | 三峡大学 | Method of in-situ measurement of upper rock mass stress and in-situ direct shear test for weak intercalated layer between rock mass layers |
| CN108593425A (en) * | 2018-06-22 | 2018-09-28 | 中国电建集团贵阳勘测设计研究院有限公司 | Counter-force loading device for open-air rock mass mechanical test |
| CN110887716A (en) * | 2019-12-26 | 2020-03-17 | 聂德新 | In-situ test method for deformation and strength parameters of fractured and overhead rock mass |
| CN111398063A (en) * | 2020-03-31 | 2020-07-10 | 中国地质大学（武汉） | Axial force meter-based prediction method for shear load-shear displacement curve of anchoring joint surface |
| CN113155642A (en) * | 2021-04-29 | 2021-07-23 | 江河工程检验检测有限公司 | Device and method for overturning test piece in rock mass field direct shear test |
| CN113959865A (en) * | 2021-09-25 | 2022-01-21 | 浙江省浙南综合工程勘察测绘院有限公司 | Portable field rock soil shear test equipment |
Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS58150613A (en) * | 1982-03-03 | 1983-09-07 | Kensetsu Kikaku Consultant:Kk | Method and apparatus for direct shearing test of ground in field |
| JPH07279148A (en) * | 1994-02-28 | 1995-10-24 | Maeda Corp | Method for equal volume shearing test |
| JPH08285747A (en) * | 1995-04-17 | 1996-11-01 | Kyushu Electric Power Co Inc | Method and apparatus for shearing test in boring hole of soft rock bed |
| JP2002212938A (en) * | 2001-01-22 | 2002-07-31 | Yamaguchi Univ | Field shear tester |
| CN101592576A (en) * | 2009-05-27 | 2009-12-02 | 中国科学院地质与地球物理研究所 | The airbag type soil-rock mixture in-situ compression shear test unit |
| CN202947934U (en) * | 2012-11-28 | 2013-05-22 | 中国矿业大学 | In-situ experimental device in refuse dump in strip mine |
| CN203672726U (en) * | 2014-01-14 | 2014-06-25 | 胡晓龙 | Field rock mass shear experiment device |
| CN103967509A (en) * | 2014-05-15 | 2014-08-06 | 中国矿业大学(北京) | Anchor pipe cable supporting structure capable of bearing lateral shear force |
| CN203894122U (en) * | 2014-01-01 | 2014-10-22 | 张茂省 | Large in-situ shearing device for saturated soil body |
| CN104165799A (en) * | 2014-07-28 | 2014-11-26 | 辽宁省水利水电科学研究院 | Anchoring counterforce device for roller compacted concrete in-situ shear test |
| CN104458445A (en) * | 2014-12-08 | 2015-03-25 | 河南城建学院 | Shear test device and shear test method in in-situ soil body pore |
-
2015
- 2015-10-15 CN CN201510674181.0A patent/CN105203409B/en not_active Expired - Fee Related
Patent Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS58150613A (en) * | 1982-03-03 | 1983-09-07 | Kensetsu Kikaku Consultant:Kk | Method and apparatus for direct shearing test of ground in field |
| JPH07279148A (en) * | 1994-02-28 | 1995-10-24 | Maeda Corp | Method for equal volume shearing test |
| JPH08285747A (en) * | 1995-04-17 | 1996-11-01 | Kyushu Electric Power Co Inc | Method and apparatus for shearing test in boring hole of soft rock bed |
| JP2002212938A (en) * | 2001-01-22 | 2002-07-31 | Yamaguchi Univ | Field shear tester |
| CN101592576A (en) * | 2009-05-27 | 2009-12-02 | 中国科学院地质与地球物理研究所 | The airbag type soil-rock mixture in-situ compression shear test unit |
| CN202947934U (en) * | 2012-11-28 | 2013-05-22 | 中国矿业大学 | In-situ experimental device in refuse dump in strip mine |
| CN203894122U (en) * | 2014-01-01 | 2014-10-22 | 张茂省 | Large in-situ shearing device for saturated soil body |
| CN203672726U (en) * | 2014-01-14 | 2014-06-25 | 胡晓龙 | Field rock mass shear experiment device |
| CN103967509A (en) * | 2014-05-15 | 2014-08-06 | 中国矿业大学(北京) | Anchor pipe cable supporting structure capable of bearing lateral shear force |
| CN104165799A (en) * | 2014-07-28 | 2014-11-26 | 辽宁省水利水电科学研究院 | Anchoring counterforce device for roller compacted concrete in-situ shear test |
| CN104458445A (en) * | 2014-12-08 | 2015-03-25 | 河南城建学院 | Shear test device and shear test method in in-situ soil body pore |
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105928791A (en) * | 2016-05-04 | 2016-09-07 | 三峡大学 | Method of in-situ measurement of upper rock mass stress and in-situ direct shear test for weak intercalated layer between rock mass layers |
| CN105928791B (en) * | 2016-05-04 | 2018-11-30 | 三峡大学 | Rock mass interlayer weak intercalated layer base sample sample field direct shear test method |
| CN105891027A (en) * | 2016-05-31 | 2016-08-24 | 浙江国检检测技术股份有限公司 | Anchor nail alternating bending test device |
| CN105891027B (en) * | 2016-05-31 | 2019-01-04 | 浙江国检检测技术股份有限公司 | Anchor studs alternating bending test device |
| CN108593425A (en) * | 2018-06-22 | 2018-09-28 | 中国电建集团贵阳勘测设计研究院有限公司 | Counter-force loading device for open-air rock mass mechanical test |
| CN108593425B (en) * | 2018-06-22 | 2024-03-19 | 中国电建集团贵阳勘测设计研究院有限公司 | Counterforce loading device for open-air rock mass mechanical test |
| CN110887716A (en) * | 2019-12-26 | 2020-03-17 | 聂德新 | In-situ test method for deformation and strength parameters of fractured and overhead rock mass |
| CN111398063A (en) * | 2020-03-31 | 2020-07-10 | 中国地质大学（武汉） | Axial force meter-based prediction method for shear load-shear displacement curve of anchoring joint surface |
| CN111398063B (en) * | 2020-03-31 | 2021-04-27 | 中国地质大学（武汉） | Axial force meter-based prediction method for shear load-shear displacement curve of anchoring joint surface |
| CN113155642A (en) * | 2021-04-29 | 2021-07-23 | 江河工程检验检测有限公司 | Device and method for overturning test piece in rock mass field direct shear test |
| CN113959865A (en) * | 2021-09-25 | 2022-01-21 | 浙江省浙南综合工程勘察测绘院有限公司 | Portable field rock soil shear test equipment |
| CN113959865B (en) * | 2021-09-25 | 2024-04-16 | 浙江省浙南综合工程勘察测绘院有限公司 | Portable field rock-soil shear test equipment |
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| CN105203409B (en) | 2017-11-24 |
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