CN204302070U - The mould that a kind of irregular ROCK MASS JOINT face shear test is specimen prefabricated - Google Patents
The mould that a kind of irregular ROCK MASS JOINT face shear test is specimen prefabricated Download PDFInfo
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- CN204302070U CN204302070U CN201420735065.6U CN201420735065U CN204302070U CN 204302070 U CN204302070 U CN 204302070U CN 201420735065 U CN201420735065 U CN 201420735065U CN 204302070 U CN204302070 U CN 204302070U
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Abstract
The utility model discloses the mould that a kind of irregular ROCK MASS JOINT face shear test is specimen prefabricated.Comprise a base plate, two sidewall panelings and two side shields; Two sidewall panelings are individually fixed in the end be oppositely arranged of base plate; The inwall of each sidewall paneling is provided with two grooves be arranged in parallel; In two grooves of each side shield by corresponding position on embedding two sidewall panelings, be fixed on base plate, and side shield is perpendicular to sidewall paneling; Sidewall paneling is provided with through hole between groove and its edge, on two sidewall panelings corresponding position two through holes between coupling bolt, and bolt extends from sidewall paneling; The both ends of bolt are fixed by nut; Sidewall paneling is provided with viewport, and viewport is located between two side shields.The utility model solves the difficulty that the irregular cylindrical rock core obtained for drilling well cannot carry out shear test on conventional magnetic shear testing machine, can be more objective and accurate analyze and research to underground rock cranny, the security and stability evaluation for underground works provides crucial analytical parameters.
Description
Technical field
The utility model relates to the specimen prefabricated mould of a kind of irregular ROCK MASS JOINT face shear test, belongs to petroleum engineering rock mechanics field.
Background technology
Rock is the main component of the earth's crust and upper mantle.It can serve as firm foundation to the top construction of structures on earth's surface, also forms firm blindage to the structure of underground.By the impact of the factor such as attitude of rock and geomechanics, in the blindage that underground is buried, have a large amount of ROCK MASS JOINT fissure systems, its development characteristics determines the safety and stablization of subterranean body.In drilling well in oil and natural gas industry and the excavation of underground chamber, relate generally to rock mass and creep into and become the work progresss such as cave with rock excavation.In the process, the security and stability of the joint fissure Characteristics Control construction of rock mass.
Therefore, in the relevant underground works feasibility study of rock and arrangement and method for construction are determined, must judge accurately the be correlated with rock mass mechanics characteristic of rock stratum of underground and analyze, the mechanical characteristic especially containing crack rock has vital control action to engineering safety.Based on this, in engineering exploration process, rock mechanics experiment test must be carried out containing the rock mass of joint fissure in drilling underground, to determine the mechanics parameter in ROCK MASS JOINT crack, as the normal stiffness of joint plane, shear stiffness, cohesive strength and angle of internal friction etc.Effectively evaluating could be accomplished to the security and stability of subterranean body like this, for engineering design with successfully build and provide reliable safety guarantee.
At present, the method for testing of the Rock fractures parameter extensively adopted is utilize rock shearing testing machine to carry out shear test test.And in experimental test process, the shape need of rock sample is necessary for the standard cube test specimen of length of side 100mm, 150mm or 200mm, and require that the normal direction loading surface in test specimen target detection face is necessary level and smooth and parallel with tangential loading surface, otherwise in loading procedure, there will be bias voltage or stress concentration phenomenon, cause test result inaccurate or failed.
And adopt drilling prospection technology to carry out in the process of boring coring to rock mass, underground joint plane can only be drilled through according to drilling direction and move towards different containing Jointed Rock Masses, and be subject to the control of coring bit size, make the rock sample obtained, size is less, fissure-plane and the axis of rock core are different angular distribution, then cannot be prefabricated into the shear test that desirable standard sillar carries out parameters of fissure test.
Utility model content
The purpose of this utility model is to provide the specimen prefabricated mould of a kind of irregular ROCK MASS JOINT face shear test, utilizes this mould small size, irregular core sample can be prefabricated into and can carry out shear test smoothly and the standard specimen that accurately can record Rock Joint Plane mechanics parameter.
The mould that irregular ROCK MASS JOINT face provided by the utility model shear test is specimen prefabricated, comprises a base plate, two sidewall panelings and two side shields;
Two described sidewall panelings are individually fixed in the end be oppositely arranged of described base plate; The inwall of each described sidewall paneling is provided with two grooves be arranged in parallel, and described groove extends to bottom it along the vertical direction of described sidewall paneling from its top;
In two described grooves of each described side shield by corresponding position on embedding two described sidewall panelings, be fixed on described base plate, and described side shield is perpendicular to described sidewall paneling;
Described sidewall paneling is provided with through hole between described groove and its edge, on two described sidewall panelings corresponding position two described through holes between connect a bolt, and described bolt extends from described sidewall paneling; The both ends of described bolt are fixed by nut;
Described sidewall paneling is provided with viewport, and described viewport is located between two described side shields.
In described mould, the edge of the outer wall of described sidewall paneling and the end of described base plate is positioned on straight line.
In described mould, described bolt is arranged with a spring, the drift of described spring is greater than the vertical interval between two described sidewall panelings, steadily moves and avoids moving to the inside, thus control coordinating between described sidewall paneling with described base plate easily to control described sidewall paneling;
Described spring rate may be selected to be 10 ~ 100N/mm.
In described mould, described nut can be wing nut, to facilitate manual adjustment; The pitch of described bolt and described nut is 0.5 ~ 2mm.
In described mould, the gap between described side shield and described base plate is no more than 0.01mm;
The degree of depth of described groove is 1 ~ 3mm.
In described mould, the consistency of thickness of described base plate, described sidewall paneling and described side shield, and be 5 ~ 10mm;
The material of described base plate, described sidewall paneling and described side shield is steel plate, and concrete as stainless steel, being beneficial to increases the service life maintains easily maintenance, reduces maintenance cost.
In described mould, described through hole is located at the middle part between the edge of described groove and described sidewall paneling;
Described through hole is screw;
Fit system between described through hole and described bolt is clearance fit or interference fit.
In described mould, the length of described bolt than two described sidewall panelings outer wall between the large at least 20mm of spacing, be fixed to facilitate described nut.
In described mould, described bolt is provided with scale;
The scale precision of described scale is 0.1 ~ 0.5mm.
In described mould, described viewport is strip through-hole;
The length of described viewport is 1/3 of the horizontal spacing between two described grooves on a described sidewall paneling, and it is highly 3 ~ 10mm.
According to the specification of conventional rock shearing testing machine, the length of side of the utility model Mold Making standard cube test specimen is 100 ~ 200mm.
The specimen prefabricated mould of the utility model irregular ROCK MASS JOINT face shear test along the longitudinal centre line of described base plate and cross central line all symmetrical.
The working method of the specimen prefabricated mould of irregular ROCK MASS JOINT face shear test that the utility model provides, namely utilizes the utility model mould to carry out the prefabrication process of standard specimen as follows:
1, first two pieces of described sidewall panelings are holded up, described side shield is inserted in the groove that described sidewall paneling is arranged simultaneously, guarantees that both sides all coincide; Then bolt is fixed described sidewall paneling through the bolt that described sidewall paneling is arranged, carries out the degree of tightness adjustment of described bolt according to the required distance of two described sidewall panelings, to ensure that described sidewall paneling and described base plate reach the plumbness of permission.
2, C50 high-strength concrete is adopted, according to cement and Extra-fine sand grain composition confirmed standard match ratio, modulation high-strength cement mortar, and to carry out standard specimen (the right cylinder triaxial shear strength testing standard test specimen of diameter 50mm, high 100mm) prefabricated to often organizing sand-cement slurry.The intensity index of high-strength concrete is determined by testing (period planning arranges according to test progress, minimum 7 days, and 28 days best, otherwise need convert according to curing time length) to the triaxial strength test specimen of maintenance criteria time.
3, the high-strength cement mortar after utilizing sampling carries out test specimen and builds prefabricated: in the utility model mould, first pour into a certain amount of sand-cement slurry (altitude range close to reserved observation port) as bottom bottoming mortar; Then small size rock core test piece centre being contained joint fissure is positioned in sand-cement slurry, guarantees that placement location is accurate, and sillar crack is outstanding is exposed to the outer 1 ~ 2mm of mortar, and fissure-plane is parallel with mortar surface as far as possible; Thick for prefabricated 5mm foam is placed in the middle of rock fracture face and mould by the shape in space between mold plane and test specimen and fills, play the effect of isolation fissure-plane and levels mortar, object makes fissure-plane be in vacant state, prevents mortar from affecting the experimental test of fissure-plane.Start after having processed to build upper strata cover sand pulp layer; Finally floating process is carried out to upper strata screed.
4, prefabricated shear test block prefabricated component is carried out maintenance with the equal ambient of the right cylinder standard specimen of triaxial compression test (curing time, environment temperature and humidity are basically identical).
5 until after design curing time, carry out shear test, the intensity of test Rock Joint Plane.
6, after obtaining original experiment data, utilize standard cement mortar specimen to test the sand-cement slurry mechanics parameter recorded and revise (correction formula is as follows) data, value Q is the joint plane crack mechanics parameter finally determined;
Q＝P-W
Wherein, Q is joint plane mechanics parameter value;
P is the mechanics parameter initial value of shear test test;
W is the correction numerical value of right cylinder triaxial shear strength experimental test.
Prefabricated before utilizing the utility model mould and high-strength concrete to carry out test to test specimen, heart position is provided with crack pilot hole in a mold, can be observed by level and guarantee that the irregular crack rock joint that contains just in time is in clipped position, then can making arbitrary shape standard shape test specimen accurately carry out shear test containing crack sillar, test joint plane mechanics parameter.The utility model mould solves the difficulty that the irregular cylindrical rock core obtained for drilling well cannot carry out shear test on conventional magnetic shear testing machine, can be more objective and accurate analyze and research to underground rock cranny, the security and stability evaluation for underground works provides crucial analytical parameters.
Accompanying drawing explanation
Fig. 1 is the structural representation of the utility model mould.
Fig. 2 is the vertical view of the utility model mould.
Fig. 3 is the elevation drawing of sidewall paneling in the utility model mould
Fig. 4 is the vertical view of base plate in the utility model mould.
Fig. 5 is the elevation drawing of side shield in the utility model mould.
Fig. 6 is Bolt to position system diagram in the utility model.
In figure, each mark is as follows:
1 base plate, 2 sidewall panelings, 3 side shields, 4 foldings, 5 grooves, 6 screws, 7 bolts, 8 nuts, 9 springs, 10 scales, 11 viewports.
Embodiment
Below in conjunction with accompanying drawing, the utility model is described further, but the utility model is not limited to following examples.
As shown in Figure 1, for the mould that the utility model irregular ROCK MASS JOINT face shear test is specimen prefabricated, it comprises a base plate 1,2 sidewall panelings 2 and 2 side shields 3, the consistency of thickness of base plate 1, sidewall paneling 2 and side shield 3, and be 5 ~ 10mm, the material of base plate 1, sidewall paneling 2 and side shield 3 is stainless steel, and being beneficial to increases the service life maintains easily maintenance, reduces maintenance cost.2 sidewall panelings 2 are connected to two ends of base plate 1 by folding 4, and folding 4 is welded with being between base plate 1 and sidewall paneling 2.Base plate 1 and sidewall paneling 2 are vertical setting, and as shown in Figure 2, the outside wall surface of sidewall paneling 2 all flushes with the end of base plate 1.The vertical view of base plate 1 as shown in Figure 4.
As shown in Figure 3, the inwall of each sidewall paneling 2 is provided with two grooves be arranged in parallel 5, and the degree of depth of groove 5 is 1 ~ 3mm.Each groove 5 extends to bottom it along the vertical direction of sidewall paneling 2 from its top.In two grooves 5 of each side shield 2 by corresponding position on embedding two sidewall panelings 2, be fixed on base plate 1, and side shield 3 is perpendicular to sidewall paneling 2, and the gap between side shield 3 and base plate 1 is no more than 0.01mm.The elevation drawing of side shield 3 as shown in Figure 5.
As shown in figures 1 and 3, sidewall paneling 2 is provided with screw 6 between groove 5 and its edge, screw 6 is located at the middle part between the edge of groove 5 and sidewall paneling 2.On two sidewall panelings 2 corresponding position two screws 6 between connect a bolt 7, and bolt 7 extends from sidewall paneling 2, the both ends of the bolt 7 extended are fixed by nut 8, nut 8 can select wing nut, to facilitate manual adjustment, bolt 7 is 0.5 ~ 2mm with the pitch of nut 8, and cooperation between the two adopts the mode of clearance fit or interference fit.The length of this bolt 7 than two sidewall panelings 2 outer wall between the large at least 20mm of spacing, to facilitate the fixing of nut 8.As shown in Figure 6, this bolt 7 is provided with scale 10, the scale precision of scale 10 is 0.1 ~ 0.5mm.Bolt 7 is arranged with a spring 9, as shown in Figure 6, the stiffness coefficient of spring 9 is chosen as 10 ~ 100N/mm.The drift of this spring 9 is greater than the vertical interval between two sidewall panelings 2, steadily moves to control sidewall paneling 2 and avoids moving to the inside, thus controls sidewall paneling 2 and coordinating between base plate 1 easily.
As shown in figures 1 and 3, sidewall paneling 2 is provided with the viewport 11 of a bar shaped, and this viewport 11 is located between two side shields 3, its length is 1/3 of the horizontal spacing between two grooves 5 on a sidewall paneling 2, and it is highly 3 ~ 10mm.
The specimen prefabricated mould of the utility model irregular ROCK MASS JOINT face shear test along the longitudinal centre line of described base plate and cross central line all symmetrical.
According to the specification of conventional rock shearing testing machine, the length of side of the utility model Mold Making standard cube test specimen can be 100 ~ 200mm.
Shear test specimen prefabricated mould in the utility model irregular ROCK MASS JOINT face is utilized to carry out the prefabrication process of standard specimen as follows:
1, C50 high-strength concrete is adopted, according to cement and Extra-fine sand grain composition confirmed standard match ratio, modulation high-strength cement mortar, and to carry out standard specimen (the right cylinder triaxial shear strength testing standard test specimen of diameter 50mm, high 100mm) prefabricated to often organizing sand-cement slurry.The intensity index of high-strength concrete is determined by testing (period planning arranges according to test progress, minimum 7 days, and 28 days best, otherwise need convert according to curing time length) to the triaxial strength test specimen of maintenance criteria time.
2, the high-strength cement mortar after utilizing sampling carries out test specimen and builds prefabricated: in mould of the present utility model, first pour into a certain amount of sand-cement slurry (altitude range close to reserved viewport 11) as bottom bottoming mortar; Then small size rock core test piece centre being contained joint fissure is positioned in sand-cement slurry, guarantees that placement location is accurate, and sillar crack is outstanding is exposed to the outer 1 ~ 2mm of mortar, and fissure-plane is parallel with mortar surface as far as possible; Thick for prefabricated 5mm foam is placed in the middle of rock fracture face and mould by the shape in space between mold plane and test specimen and fills, play the effect of isolation fissure-plane and levels mortar, object makes fissure-plane be in vacant state, prevents mortar from affecting the experimental test of fissure-plane.Start after having processed to build upper strata cover sand pulp layer; Finally floating process is carried out to upper strata screed.
3, by prefabricated shear test block prefabricated component with the equal ambient of the right cylinder standard specimen of triaxial compression test (basically identical (minimum 7 days of the curing time of curing time, environment temperature and humidity, 28 days best, temperature more than 20 DEG C, saturation water environment) carry out maintenance.
4 until after design curing time, carries out shear test (this shear test is carry out shearing test by the shear testing maschine of rock mechanics experiment to the rock mass containing joint plane, obtains the mechanics parameter of shear surface), the intensity of test Rock Joint Plane.
5, after obtaining original experiment data, utilize standard cement mortar specimen to test the sand-cement slurry mechanics parameter recorded to revise (correction formula is as follows) data, value Q (comprising the parameters such as the normal stiffness of joint plane, shear stiffness, cohesive strength and angle of internal friction) is the joint plane crack mechanics parameter finally determined;
Q＝P-W
Wherein, Q is joint plane mechanics parameter value;
P is the mechanics parameter initial value of shear test test;
W is the correction numerical value of right cylinder triaxial shear strength experimental test.
Can be obtained the mechanics parameter of Rock Joint Plane by mould of the present utility model, as normal stiffness, shear stiffness, cohesive strength and angle of internal friction etc., but occurrence is relevant with the mechanical characteristic of rock and fissure-plane.For, 811 meters, underground in certain engineering containing joint fissure face grouan test result, its mechanics parameter test result is as shown in table 1.
, 811 meters, table 1 underground is containing joint fissure face grouan test result
| Fitting parameter classification | Round section staight scissors fitting result |
| Normal stiffness | y＝5.725x 1.438 |
| Shear stiffness | y＝3.036x+13.238 |
| Shearing strength | y＝2.126x+1.870 |
| Residual shear strength | y＝1.153x+0.578 |
Y---fitting parameter; X---normal stress (MPa).
Through engineering test, this experimental test result meets the requirement of engineer applied completely.
Claims (9)
1. the mould that irregular ROCK MASS JOINT face shear test is specimen prefabricated, is characterized in that: described mould comprises a base plate, two sidewall panelings and two side shields;
Two described sidewall panelings are individually fixed in the end be oppositely arranged of described base plate; The inwall of each described sidewall paneling is provided with two grooves be arranged in parallel, and described groove extends to bottom it along the vertical direction of described sidewall paneling from its top;
In two described grooves of each described side shield by corresponding position on embedding two described sidewall panelings, be fixed on described base plate, and described side shield is perpendicular to described sidewall paneling;
Described sidewall paneling is provided with through hole between described groove and its edge, on two described sidewall panelings corresponding position two described through holes between connect a bolt, and described bolt extends from described sidewall paneling; The both ends of described bolt are fixed by nut;
Described sidewall paneling is provided with viewport, and described viewport is located between two described side shields.
2. mould according to claim 1, is characterized in that: the edge of the outer wall of described sidewall paneling and the end of described base plate is positioned on straight line.
3. mould according to claim 1 and 2, is characterized in that: described bolt is arranged with a spring, and the drift of described spring is greater than the vertical interval between two described sidewall panelings.
4. mould according to claim 3, is characterized in that: the gap between described side shield and described base plate is no more than 0.01mm;
The degree of depth of described groove is 1 ~ 3mm.
5. mould according to claim 4, is characterized in that: the thickness of described base plate, described sidewall paneling and described side shield is 5 ~ 10mm;
The material of described base plate, described sidewall paneling and described side shield is steel plate.
6. mould according to claim 5, is characterized in that: described through hole is located at the middle part between the edge of described groove and described sidewall paneling;
Described through hole is screw;
Fit system between described through hole and described bolt is clearance fit or interference fit.
7. mould according to claim 6, is characterized in that: the length of described bolt than two described sidewall panelings outer wall between the large at least 20mm of spacing.
8. mould according to claim 7, is characterized in that: described bolt is provided with scale;
The scale precision of described scale is 0.1 ~ 0.5mm.
9. mould according to claim 8, is characterized in that: described viewport is strip through-hole;
The length of described viewport is 1/3 of the horizontal spacing between two described grooves on a described sidewall paneling, and it is highly 3 ~ 10mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420735065.6U CN204302070U (en) | 2014-11-26 | 2014-11-26 | The mould that a kind of irregular ROCK MASS JOINT face shear test is specimen prefabricated |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201420735065.6U CN204302070U (en) | 2014-11-26 | 2014-11-26 | The mould that a kind of irregular ROCK MASS JOINT face shear test is specimen prefabricated |
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| CN204302070U true CN204302070U (en) | 2015-04-29 |
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| CN201420735065.6U Withdrawn - After Issue CN204302070U (en) | 2014-11-26 | 2014-11-26 | The mould that a kind of irregular ROCK MASS JOINT face shear test is specimen prefabricated |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104406833A (en) * | 2014-11-26 | 2015-03-11 | 中国海洋石油总公司 | Prefabricated mould for test specimen of irregular rock mass joint-plane shear test |
| CN105571917A (en) * | 2015-12-28 | 2016-05-11 | 东北石油大学 | Lengthened artificial rock core, and preparation method and preparation device thereof |
| CN106092714A (en) * | 2016-08-02 | 2016-11-09 | 中国科学院武汉岩土力学研究所 | A kind of rock-like materials cuboid sample sample preparation stage apparatus |
| CN108548709A (en) * | 2018-04-28 | 2018-09-18 | 河南理工大学 | Detachable movable pressure break test piece mould and its making, assembling and application method |
| CN110146352A (en) * | 2019-04-19 | 2019-08-20 | 河海大学 | A kind of sampling die and preparation method for simulating disturbed belt rock mass |
| CN111595656A (en) * | 2020-06-08 | 2020-08-28 | 天津大学 | Forming die for testing interface fracture performance of dissimilar concrete and preparation method |
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2014
- 2014-11-26 CN CN201420735065.6U patent/CN204302070U/en not_active Withdrawn - After Issue
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104406833A (en) * | 2014-11-26 | 2015-03-11 | 中国海洋石油总公司 | Prefabricated mould for test specimen of irregular rock mass joint-plane shear test |
| CN104406833B (en) * | 2014-11-26 | 2016-11-16 | 中国海洋石油总公司 | The mould that irregular ROCK MASS JOINT face shearing test is specimen prefabricated |
| CN105571917A (en) * | 2015-12-28 | 2016-05-11 | 东北石油大学 | Lengthened artificial rock core, and preparation method and preparation device thereof |
| CN106092714A (en) * | 2016-08-02 | 2016-11-09 | 中国科学院武汉岩土力学研究所 | A kind of rock-like materials cuboid sample sample preparation stage apparatus |
| CN108548709A (en) * | 2018-04-28 | 2018-09-18 | 河南理工大学 | Detachable movable pressure break test piece mould and its making, assembling and application method |
| CN110146352A (en) * | 2019-04-19 | 2019-08-20 | 河海大学 | A kind of sampling die and preparation method for simulating disturbed belt rock mass |
| CN110146352B (en) * | 2019-04-19 | 2022-04-29 | 河海大学 | Sample preparation mold for simulating rock mass in disturbed belt and preparation method |
| CN111595656A (en) * | 2020-06-08 | 2020-08-28 | 天津大学 | Forming die for testing interface fracture performance of dissimilar concrete and preparation method |
| CN111595656B (en) * | 2020-06-08 | 2021-08-24 | 天津大学 | Forming die for testing interface fracture performance of dissimilar concrete and preparation method |
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| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20150429 Effective date of abandoning: 20161012 |
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| C25 | Abandonment of patent right or utility model to avoid double patenting |