CN101034088A - Rock joint shear-seepage coupling experiment box - Google Patents
Rock joint shear-seepage coupling experiment box Download PDFInfo
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- CN101034088A CN101034088A CN 200710039604 CN200710039604A CN101034088A CN 101034088 A CN101034088 A CN 101034088A CN 200710039604 CN200710039604 CN 200710039604 CN 200710039604 A CN200710039604 A CN 200710039604A CN 101034088 A CN101034088 A CN 101034088A
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Abstract
This invention relates to a rock cleavage shearing - seepage coupling test box, the characteristic lay in: box shell includes upper box and lower box, both fitting surface are flat. Inter of upper box and lower box have similar size flute, and two flute together form cavity that can hold rock test piece; Near upper end of left and right wall sheet of lower box have set up water entry and water exit; box shell executed by metal or alloy that has high compressive strength, good water erosion bearing quality. This invention can carry out rock cleavage shearing - seepage coupling test under high infiltration water pressure. because of the designing of sealing device, in the test process water current leakage will not occur when up and down cleavage test piece in conjunction with upper and lower box occurring relative shearing displacement, and still flowing according to predesigned path and mode, so strained condition more fit for nature, data more sincerity, conclusion can serve practical engineering better.
Description
Technical field
The present invention relates to a kind of test box that can be used for carrying out rock joint shear-stream coupling test.
Background technology
The rock mass of occurring in nature is subjected to external force and does the time spent, can produce structural planes such as joint and crack, when certain regional intact rock is subjected to the external force effect and breaks, can form a pair of joint plane.Carry out the shear-seepage coupling test of rock joint both at home and abroad, have the problem of two aspects more: the too small and radial water flow mode of infiltration hydraulic pressure value.The infiltration hydraulic pressure value is too small, and head height has only 2m many, and the maximum head height in the actual engineering even surpass 1000m; The seepage flow mode of radiant flux, promptly mobile to all around from joint plane centre-drilling hole water filling, this does not conform to actual conditions yet, and the type of flow of nature water in the joint should be uniplanar flow, and promptly the end from joint plane flows to the other end.
At present, existing both at home and abroad comparatively ripe rock joint shear testing machine, but because the existence of an above-mentioned difficult problem, can carry out the testing machine slower development of the shear-seepage coupling test of rock joint, also do not gather shear testing maschine, hydraulic pressure control loaded device, sealing shear box, opening width measurement and flow measurement device, and it is formed incorporate rock joint shearing-seepage coupling test system, thereby be implemented in the rock joint shear test under stable state hydraulic pressure or the transient state hydraulic pressure seepage flow state.And in above work, maximum technical barrier is the design and fabrication of shear box.In test, how can guarantee under high hydraulic pressure that last box and play box certain relative displacement take place still can guarantee good sealing, can make water mode with uniplanar flow in shear box mobile again, be that a lot of experts make great efforts to think deeply and want the problem that solves.
Therefore, how to solve that many shortcomings that prior art exists are real to have become the technical task that those skilled in the art need to be resolved hurrily.
Summary of the invention
In order to address the above problem, to the invention provides and a kind ofly can bear high infiltration hydraulic pressure, simulating nature state, and the accurate rock joint shear-seepage coupling experiment box of rock joint stress in the reflection varying environment.
For achieving the above object, the technical scheme of rock joint shear-seepage coupling experiment box of the present invention is:
Described rock joint shear-seepage coupling experiment box is characterized in that, box body comprises box and following box, and both mating surfaces are the plane, and the close groove of size is arranged in last box and the following box, and two common formation of groove can be held the cavity of rock sample; The nearly upper surface of left and right side wallboard of following box is respectively equipped with intake tunnel and exhalant canal in the relative both sides.
Described rock joint shear-seepage coupling experiment box comprises that also one makes box and following box can only make the stop means of relative horizontal slip and vertical slip along shear direction.
Described box down and last box are rectangle, and the cavity that following box becomes with last box-like is a rectangle.
Wherein, following box is fixed with the flat board that exceeds sidewall perpendicular to the outside, two side of shear direction, and last box can be along the shear direction horizontal slip between flat board.
The water delivering orifice of described intake tunnel and the water inlet of exhalant canal stretch in the cavity, and the water inlet of intake tunnel and the water delivering orifice of exhalant canal stretch out the shear box outer wall.
Described intake tunnel and exhalant canal are pectination.
Described box body is made by compressive strength height, the good metal or alloy of water-fast erosion, is preferably made by steel plate.
Use rock joint shear-seepage coupling experiment box of the present invention, can carry out the rock joint shear-seepage coupling test under the high infiltration hydraulic action, the design of packoff, can be so that in the process of the test, when the joint test specimen with following box relative shear displacemant took place together with last box up and down, seepage and still mobile according to the path and the mode of design did not in advance take place in current, makes stress more meet state of nature, data are truer, and the conclusion that is obtained can be actual Engineering Service better
Description of drawings
Fig. 1 is the longitudinal section of the present invention that the rock joint test specimen is housed;
Fig. 2 is the cut-open view of Fig. 1 along the B-B line;
Fig. 3 is the cut-open view of Fig. 1 along the A-A line;
Fig. 4 is the cut-open view of the similar Fig. 2 of an alternative embodiment of the invention;
Embodiment
Be further described below in conjunction with the rock joint shear-seepage coupling experiment box of the drawings and specific embodiments invention.
Shown in Fig. 1～3, rock joint shear-seepage coupling experiment box, box body 1 comprises box 4, a water inlet pipe 5, a rising pipe 6 on the box 3,, the box body wallboard that constitutes rock joint shear-seepage coupling experiment box 1 is made by steel plate, can also make with other compressive strength height, metal or alloy that water-fast erosion is good.
Following box 3 is made up of a front panel 31, a squab panel 32, one left wallboard 33, one right wallboard 35 and a lower wall panels 37; Front panel 31 and two block plates that squab panel 32 is a size, thickness is all identical, symmetric arrangement; Left side wallboard 33 is identical by two block sizes, that thickness is different steel plates with right wallboard 35, is formed by connecting by bolt; 33a, 33b and the identical and symmetric arrangement of 35a, 35b difference.Left side wallboard 33a and right wallboard 35a upper surface are processed with the groove of an installation sealing strip 52 respectively.
The front panel 41 of last box 4 is identical with front panel 31 thickness of following box 3, the squab panel 42 of last box 4 is identical with squab panel 32 thickness of following box 3, left wallboard 43a, the 43b of last box 4 is identical with left wallboard 33a, the 33b thickness of following box 3, right wallboard 45a, the 45b of last box 4 is identical with right wallboard 35a, the 35b thickness of following box 3, and the wainscot 47 of last box 4 is all identical with lower wall panels 37 sizes, the thickness of following box 3.
Figure 4 shows that an alternative embodiment of the invention, install one dull and stereotyped 100 and 101 respectively in following box 3 front panel 31, squab panel 32 outsides of first embodiment, dull and stereotyped 100 is identical with 101 sizes, be fixed on front panel 31, the squab panel 32 by the bolt symmetry, dull and stereotyped 100 and 101 upper surface exceeds the upper surface of front panel 31, squab panel 32, box 4 can only vertically be slided up and down along the shear direction horizontal slip.Dull and stereotyped 100 and 101 form the stop means of present embodiment, can also adopt other modes, make box along the shear direction horizontal slip.
All wallboards of following box 3 and last box 4 all can be one-piece construction; Following box 3, last box 4 can be structure as a whole.
Cylindrical, spherical or other shapes that internal cavities can also adopt; The box body profile generally adopts cube structure.
Use the concrete steps of rock joint shear-seepage coupling experiment box as follows:
(a) rock joint test specimen 11 is handled, because Rock Joint Plane all is coarse up and down, the joint plane contact puts together up and down, two joint planes can not fit like a glove, the contact of part point, and the part point breaks away from, can form a three-dimensional lumen between the joint plane up and down, be referred to as the joint and cut seam.The natural joint that nature is gathered, because outer shape is irregular, can carry out outer wrap with cement earlier, make the rock joint test specimen of outer shape rule, to do vertical relatively and shearing motion owing to go up joint plane in the test with respect to following joint plane, guarantee this relative motion, joint plane can not be consolidated up and down, so the integument up and down 12 that cement is made disconnects, so also leave a cement and cut seam, (artificial joint is formed by the analog material casting, because outer shape is regular to see Fig. 1 and 2, can finely coincide with shear box, do not need the making cement parcel to handle usually);
(b) before test, can cut seam to cement processes, with a kind of encapsulant 53 cement being cut seam seals up, only stay the passage of water inlet pipe and rising pipe, see Fig. 1 to 3, this encapsulant is a polyester material, have certain toughness, tension and shear resistance, can bear bigger distortion, cement is cut when sealing seam, has reserved the passage of the pectination water delivering orifice of the pectination water inlet of inlet channel and outlet conduit on sealant; After cement was cut the seam sealing, joint plane still can do relative motion up and down, and water can not cut seepage the seam from cement.
(c) cut the joint test specimen of seam encapsulation process to doing cement, wrap up one deck water-resisting layer 54 again in its outside, be used for the isolated high-voltage infiltration water, guarantee high hydraulic pressure and on, during following box generation relative shear displacement, guarantee that current carry out advection according to the path that designs, guarantee that current are not from the slit flow mistake between shear box and the rock joint, guarantee that current do not flow out from the side perpendicular to shear direction, see Fig. 1,2 and 3, this water proof material belongs to polyester material, be liquid before using, inject mould or assigned address with after certain hour is frozen into solid gum, resistance to compression and shear behavior are good, and elastic modulus can be regulated by changing additive component, and can measure by test, the distortion in the shear test process can be calculated by measuring its stressed size; In this test, water-resisting layer 54 is general earlier prefabricated, after the installation if exist the local location between test specimen, water-resisting layer, the wallboard that the cavity is arranged, can it be filled by the way of after-teeming;
(d) above-mentioned test specimen is packed into earlier respectively go up box and following box, with water inlet pipe and rising pipe installation in position, antifriction plate 51 is installed between wallboard 31 and 41,32 and 42 surface of contact then, in the groove of wallboard 33a and 43a, 35a and 45a, is pressed into water proof sealing strip 52, will go up box again, play box to close up.
The shear box of finishing above-mentioned steps just can carry out the rock joint shear-seepage coupling test by shear testing maschine.
Use rock joint shear-seepage coupling experiment box of the present invention, can carry out the rock joint shear-seepage coupling test under the high infiltration hydraulic action, the design of packoff, can be so that in the process of the test, when relative shear displacemant takes place together with last box with following box in the joint test specimen up and down, seepage and still mobile according to the path and the mode of design does not in advance take place in current, make stress more meet state of nature, data are truer, and the conclusion that is obtained can be actual Engineering Service better.
, but should be understood that under the situation that does not break away from relevant protection domain defined by the claims that those skilled in the art can make change and/or revise according to embodiments of the invention describing the present invention property and nonrestrictive description.
Claims (10)
1, a kind of rock joint shear-seepage coupling experiment box is characterized in that, box body comprises box and following box, and both mating surfaces are the plane, and the close groove of size is arranged in last box and the following box, and two common formation of groove can be held the cavity of rock sample; The nearly upper surface of left and right side wallboard of following box is respectively equipped with intake tunnel and exhalant canal in the relative both sides.
2, rock joint shear-seepage coupling experiment box according to claim 1 is characterized in that, comprises that also one makes box and following box can only make the stop means of relative horizontal slip and vertical slip along shear direction.
3, rock joint shear-seepage coupling experiment box according to claim 2 is characterized in that, following box is fixed with the flat board that exceeds sidewall perpendicular to the outside, two side of shear direction, and last box can be along the shear direction horizontal slip between flat board.
4, according to claim 1 or 2 or 3 described rock joint shear-seepage coupling experiment boxes, it is characterized in that, the water delivering orifice of described intake tunnel and the water inlet of exhalant canal stretch in the cavity, and the water inlet of intake tunnel and the water delivering orifice of exhalant canal stretch out the shear box outer wall.
According to claim 1 or 2 or 3 described rock joint shear-seepage coupling experiment boxes, it is characterized in that 5, described intake tunnel and exhalant canal are pectination.
6, rock joint shear-seepage coupling experiment box according to claim 4 is characterized in that, described intake tunnel and exhalant canal are pectination.
According to claim 1 or 2 or 3 described rock joint shear-seepage coupling experiment boxes, it is characterized in that 7, described box body is made by compressive strength height, metal or alloy that water-fast erosion is good.
8, rock joint shear-seepage coupling experiment box according to claim 4 is characterized in that, described box body is made by compressive strength height, metal or alloy that water-fast erosion is good.
9, rock joint shear-seepage coupling experiment box according to claim 5 is characterized in that, described box body is made by compressive strength height, metal or alloy that water-fast erosion is good.
10, rock joint shear-seepage coupling experiment box according to claim 6 is characterized in that, described box body is made by compressive strength height, metal or alloy that water-fast erosion is good.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200710039604 CN101034088A (en) | 2007-04-18 | 2007-04-18 | Rock joint shear-seepage coupling experiment box |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200710039604 CN101034088A (en) | 2007-04-18 | 2007-04-18 | Rock joint shear-seepage coupling experiment box |
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| CN101034088A true CN101034088A (en) | 2007-09-12 |
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| CN 200710039604 Pending CN101034088A (en) | 2007-04-18 | 2007-04-18 | Rock joint shear-seepage coupling experiment box |
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Cited By (24)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101655488B (en) * | 2009-07-06 | 2012-06-27 | 长江水利委员会长江科学院 | Test method and test equipment thereof for grit stone covering layer engineering property indoor model |
| CN102735555A (en) * | 2012-07-02 | 2012-10-17 | 四川大学 | Rock structural surface shear test method and implementation apparatus thereof |
| CN102830217A (en) * | 2012-09-04 | 2012-12-19 | 中铁二院工程集团有限责任公司 | Device for studying cracking-degree-variable multi-effect coupled critical collapse test |
| CN102944665A (en) * | 2012-11-22 | 2013-02-27 | 武汉大学 | Shear box applicable to rock joint shearing, seepage and coupling tests and test method |
| CN103257100A (en) * | 2013-05-07 | 2013-08-21 | 济南兰光机电技术有限公司 | Testing cavity structure for packaging thick and hard test samples and packaging method of testing cavity structure |
| CN103743634A (en) * | 2014-01-24 | 2014-04-23 | 重庆大学 | Fluid structure interaction coal rock shear-seepage test fluid pressure loading shear box |
| CN103743633A (en) * | 2014-01-24 | 2014-04-23 | 重庆大学 | Fluid structure interaction coal rock shear-seepage test device |
| CN103760040A (en) * | 2014-01-24 | 2014-04-30 | 重庆大学 | Fluid-solid coupling coal petrography shear-seepage test shearing and sliding combined shearing box |
| CN104865177A (en) * | 2015-06-18 | 2015-08-26 | 重庆大学 | Large-scale bi-dimensional fractured rock mass shearing seepage meter |
| CN105699211A (en) * | 2016-01-28 | 2016-06-22 | 河海大学 | Testing method of rock seepage-stress coupling shearing rheological test |
| CN106124343A (en) * | 2016-08-25 | 2016-11-16 | 绍兴文理学院 | The pilot system of THMC coupling during consideration rock joint shear |
| CN106153442A (en) * | 2016-08-09 | 2016-11-23 | 绍兴文理学院 | Sealing device for the test of rock fracture multi-scenarios method effect down cut |
| US20170284911A1 (en) * | 2016-03-31 | 2017-10-05 | Powerchina Huadong Engineering Corporation Limited | Integrated style shear apparatus for rock structural plane and a shear experimental method for rock structural plane |
| CN107860697A (en) * | 2017-11-08 | 2018-03-30 | 河南理工大学 | A kind of rock fracture shearing seepage flow test device and its test method |
| CN108414304A (en) * | 2017-10-11 | 2018-08-17 | 同济大学 | A kind of mold and method made for coupled shear-flow test joint samples |
| CN108548724A (en) * | 2018-05-28 | 2018-09-18 | 绍兴文理学院 | A kind of rock three-axis friction-seepage flow experiment system |
| CN108693047A (en) * | 2018-03-29 | 2018-10-23 | 大连理工大学 | A kind of sealing device of rock fracture shearing Seepage Experiment |
| CN109738302A (en) * | 2019-01-10 | 2019-05-10 | 山东科技大学 | It is a kind of for rock staight scissors-seepage flow experimental rig and method |
| CN110779812A (en) * | 2019-10-25 | 2020-02-11 | 武汉科技大学 | Rainfall seepage and blasting vibration coupling simulation soft rock shear rheology test shear box |
| CN111089826A (en) * | 2019-12-31 | 2020-05-01 | 河海大学 | Contact surface large-deformation shear seepage test device and use method |
| CN112945755A (en) * | 2021-02-07 | 2021-06-11 | 陕西省水利电力勘测设计研究院勘察分院 | Rock double-face shearing test device and test method |
| CN113029898A (en) * | 2021-02-22 | 2021-06-25 | 西南石油大学 | Device and method for testing dynamic flow conductivity of crack and gas supply capacity of bedrock |
| CN113916647A (en) * | 2021-09-30 | 2022-01-11 | 山东大学 | Rock fracture shearing seepage coupling test device and test method thereof |
| CN113959852A (en) * | 2021-10-20 | 2022-01-21 | 中铁十四局集团第一工程发展有限公司 | Hydraulic fracturing expansion failure device and test method for jointed rock mass |
-
2007
- 2007-04-18 CN CN 200710039604 patent/CN101034088A/en active Pending
Cited By (37)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101655488B (en) * | 2009-07-06 | 2012-06-27 | 长江水利委员会长江科学院 | Test method and test equipment thereof for grit stone covering layer engineering property indoor model |
| CN102735555A (en) * | 2012-07-02 | 2012-10-17 | 四川大学 | Rock structural surface shear test method and implementation apparatus thereof |
| CN102735555B (en) * | 2012-07-02 | 2016-02-10 | 四川大学 | Rock structural surface shear test method and device for carrying out said thereof |
| CN102830217A (en) * | 2012-09-04 | 2012-12-19 | 中铁二院工程集团有限责任公司 | Device for studying cracking-degree-variable multi-effect coupled critical collapse test |
| CN102830217B (en) * | 2012-09-04 | 2015-10-28 | 中铁二院工程集团有限责任公司 | The critical experimental study device that subsides of the variable multiscale coupling of fracture opening |
| CN102944665B (en) * | 2012-11-22 | 2015-10-21 | 武汉大学 | Be applicable to shear box and the test method of rock joint shear seepage coupling test |
| CN102944665A (en) * | 2012-11-22 | 2013-02-27 | 武汉大学 | Shear box applicable to rock joint shearing, seepage and coupling tests and test method |
| CN103257100A (en) * | 2013-05-07 | 2013-08-21 | 济南兰光机电技术有限公司 | Testing cavity structure for packaging thick and hard test samples and packaging method of testing cavity structure |
| CN103743633A (en) * | 2014-01-24 | 2014-04-23 | 重庆大学 | Fluid structure interaction coal rock shear-seepage test device |
| CN103760040A (en) * | 2014-01-24 | 2014-04-30 | 重庆大学 | Fluid-solid coupling coal petrography shear-seepage test shearing and sliding combined shearing box |
| CN103743634A (en) * | 2014-01-24 | 2014-04-23 | 重庆大学 | Fluid structure interaction coal rock shear-seepage test fluid pressure loading shear box |
| CN103760040B (en) * | 2014-01-24 | 2016-02-24 | 重庆大学 | Fluid structure interaction coal rock shear-seepage test shearing slip combined shear box |
| CN103743633B (en) * | 2014-01-24 | 2016-01-06 | 重庆大学 | Fluid structure interaction coal rock shear-seepage test device |
| CN104865177B (en) * | 2015-06-18 | 2017-10-24 | 重庆大学 | A kind of two-dimentional crack rock shearing seepage instrument of large scale |
| CN104865177A (en) * | 2015-06-18 | 2015-08-26 | 重庆大学 | Large-scale bi-dimensional fractured rock mass shearing seepage meter |
| CN105699211A (en) * | 2016-01-28 | 2016-06-22 | 河海大学 | Testing method of rock seepage-stress coupling shearing rheological test |
| US20170284911A1 (en) * | 2016-03-31 | 2017-10-05 | Powerchina Huadong Engineering Corporation Limited | Integrated style shear apparatus for rock structural plane and a shear experimental method for rock structural plane |
| US10048183B2 (en) * | 2016-03-31 | 2018-08-14 | Powerchina Huadong Engineering Corporation Limited | Integrated style shear apparatus for rock structural plane and a shear experimental method for rock structural plane |
| CN106153442A (en) * | 2016-08-09 | 2016-11-23 | 绍兴文理学院 | Sealing device for the test of rock fracture multi-scenarios method effect down cut |
| CN106124343B (en) * | 2016-08-25 | 2019-04-05 | 绍兴文理学院 | The pilot system of THMC coupling during consideration rock joint shear |
| CN106124343A (en) * | 2016-08-25 | 2016-11-16 | 绍兴文理学院 | The pilot system of THMC coupling during consideration rock joint shear |
| CN108414304A (en) * | 2017-10-11 | 2018-08-17 | 同济大学 | A kind of mold and method made for coupled shear-flow test joint samples |
| CN107860697A (en) * | 2017-11-08 | 2018-03-30 | 河南理工大学 | A kind of rock fracture shearing seepage flow test device and its test method |
| CN108693047A (en) * | 2018-03-29 | 2018-10-23 | 大连理工大学 | A kind of sealing device of rock fracture shearing Seepage Experiment |
| CN108548724A (en) * | 2018-05-28 | 2018-09-18 | 绍兴文理学院 | A kind of rock three-axis friction-seepage flow experiment system |
| CN109738302A (en) * | 2019-01-10 | 2019-05-10 | 山东科技大学 | It is a kind of for rock staight scissors-seepage flow experimental rig and method |
| CN109738302B (en) * | 2019-01-10 | 2021-04-20 | 山东科技大学 | Testing device and method for rock direct shear-seepage |
| CN110779812A (en) * | 2019-10-25 | 2020-02-11 | 武汉科技大学 | Rainfall seepage and blasting vibration coupling simulation soft rock shear rheology test shear box |
| CN110779812B (en) * | 2019-10-25 | 2020-11-06 | 武汉科技大学 | Rainfall seepage and blasting vibration coupling simulation soft rock shear rheology test shear box |
| CN111089826B (en) * | 2019-12-31 | 2020-12-01 | 河海大学 | Contact surface large-deformation shear seepage test device and use method |
| CN111089826A (en) * | 2019-12-31 | 2020-05-01 | 河海大学 | Contact surface large-deformation shear seepage test device and use method |
| CN112945755A (en) * | 2021-02-07 | 2021-06-11 | 陕西省水利电力勘测设计研究院勘察分院 | Rock double-face shearing test device and test method |
| CN112945755B (en) * | 2021-02-07 | 2024-04-09 | 陕西省水利电力勘测设计研究院勘察分院 | Rock double-sided shear test device and test method |
| CN113029898A (en) * | 2021-02-22 | 2021-06-25 | 西南石油大学 | Device and method for testing dynamic flow conductivity of crack and gas supply capacity of bedrock |
| CN113029898B (en) * | 2021-02-22 | 2022-04-15 | 西南石油大学 | Device and method for testing dynamic flow conductivity of crack and gas supply capacity of bedrock |
| CN113916647A (en) * | 2021-09-30 | 2022-01-11 | 山东大学 | Rock fracture shearing seepage coupling test device and test method thereof |
| CN113959852A (en) * | 2021-10-20 | 2022-01-21 | 中铁十四局集团第一工程发展有限公司 | Hydraulic fracturing expansion failure device and test method for jointed rock mass |
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