CN104458444A - Method for testing mechanical parameters of joint surface of irregular rock mass - Google Patents
Method for testing mechanical parameters of joint surface of irregular rock mass Download PDFInfo
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- CN104458444A CN104458444A CN201410696913.1A CN201410696913A CN104458444A CN 104458444 A CN104458444 A CN 104458444A CN 201410696913 A CN201410696913 A CN 201410696913A CN 104458444 A CN104458444 A CN 104458444A
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Abstract
The invention discloses a method for testing mechanical parameters of a joint surface of an irregular rock mass. The method comprises the following steps: (1) prefabricating a mould for fabricating a standard test specimen; (2) preparing high-strength cement mortar by using high-strength concrete; (3) pouring and prefabricating the standard test specimen by using the high-strength cement mortar; (4) curing the standard test specimen obtained in the step (3); after curing, testing the mechanical parameters of the joint surface of a rock core specimen by using the standard test specimen. According to the method, the specimen is prefabricated from the high-strength concrete before testing, a crack positioning hole is formed in a central position of the mould, a joint of an irregular crack-containing rock mass can be rightly positioned at a shearing position through level observation, and a crack-containing rock mass with any shape can be fabricated into a test specimen with a standard shape for accurately performing shearing test for testing the mechanical parameters of the joint surface of the irregular rock mass.
Description
Technical field
The present invention relates to a kind of shearing test method of irregular ROCK MASS JOINT face, belong 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.
Summary of the invention
The object of this invention is to provide a kind of shearing test method of irregular ROCK MASS JOINT face, utilize the inventive method small size, irregular core sample can be prefabricated into and can carry out shear test smoothly and the standard specimen accurately recording Rock Joint Plane mechanics parameter.
Irregular ROCK MASS JOINT face provided by the present invention mechanics parameter method of testing, comprises the steps:
(1) make the mould of prefabricated standard specimen, the structure of described mould is as follows:
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 sidewalls, 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) 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 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) utilize described high-strength cement mortar to carry out building of standard specimen prefabricated, comprise the steps: in described mould, to pour into described high-strength cement mortar as bottom bottoming mortar; Then the rock core test piece containing joint fissure to be tested is positioned in described bottom bottoming mortar, and makes that described joint fissure is outstanding is exposed to the outer 1 ~ 2mm of described bottom bottoming mortar; Filled and process in space between described rock core test piece and described mould; Continue to build upper strata cover sand pulp layer;
(4) maintenance is carried out to the standard specimen that step (3) obtains; After described maintenance completes, described standard specimen can be utilized to carry out the test of rock core test piece joint plane mechanics parameter.
In above-mentioned shearing test method, described high-strength concrete is any one in C40 concrete to C60 concrete, and determines its intensity index.
In above-mentioned shearing test method, described standard specimen can be the middle cube shear test standard specimen containing joint fissure face.
In above-mentioned shearing test method, in step (4), the condition of described maintenance is and the equal ambient of the right cylinder standard specimen of triaxial compression test (curing time, environment temperature and humidity are basically identical).
By above-mentioned shearing test method, obtain the intensity of Rock Joint Plane.After obtaining original experiment data, utilize standard 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 initial parameter value of shear test test;
W is the correction numerical value of right cylinder triaxial shear strength experimental test.
The meaning of the above-mentioned correction formula of the present invention is, in the cube standard specimen prefabrication process of Rock Joint Plane shear test, employ sand-cement slurry as packing material, therefore certain influence is had carrying out the test result " P value " of sand-cement slurry to mechanics parameter in shear test test process, the mechanics parameter " W value " of sand-cement slurry under equal curing condition then must be gone out by triaxial shear strength experimental test, revise shearing result, the final numerical value " Q value " revising rear acquisition is the final test result of shear test comparatively accurately needed.
In above-mentioned shearing test method, the edge of the outer wall of described sidewall paneling and the end of described base plate is positioned on straight line.
In above-mentioned shearing test method, described bolt is arranged with a spring, the drift of described spring is greater than the vertical interval between two described sidewall panelings, steadily move to control described sidewall paneling and avoid moving to the inside, thus controlling coordinating between described sidewall paneling with described base plate easily;
Described spring rate may be selected to be 10 ~ 100N/mm;
Described nut can be wing nut, to facilitate manual adjustment; The pitch of described bolt and described nut is 0.5 ~ 2mm.
In above-mentioned shearing test method, 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;
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 above-mentioned shearing test method, 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 above-mentioned shearing test method, the length of described bolt than two described sidewall panelings outer wall between the large at least 20mm of spacing.
In above-mentioned shearing test method, described bolt is provided with scale;
The scale precision of described scale is 0.1 ~ 0.5mm.
In above-mentioned shearing test method, 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 mould that the inventive method uses is 100 ~ 200mm.
Prefabricated before utilizing the inventive method 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.Mould of the present invention 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 mould that the inventive method uses.
Fig. 2 is the vertical view of the mould that the inventive method uses.
Fig. 3 is the elevation drawing of sidewall paneling in the mould of the inventive method use
Fig. 4 is the vertical view of base plate in the mould of the inventive method use.
Fig. 5 is the elevation drawing of side shield in the mould of the inventive method use.
Fig. 6 is the middle Bolt to position system diagram that the inventive method uses.
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
The experimental technique used in following embodiment if no special instructions, is conventional method.
Material used in following embodiment, reagent etc., if no special instructions, all can obtain from commercial channels.
As shown in Figure 1, the mould that the irregular ROCK MASS JOINT face shear test used for the inventive method 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 present invention's 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 Mold Making standard cube test specimen of the present invention can be 100 ~ 200mm.
Shear test specimen prefabricated mould in above-mentioned irregular ROCK MASS JOINT face is utilized to carry out the shear test step in irregular ROCK MASS JOINT face 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 above-mentioned specimen prefabricated mould, 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 joint plane), 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 the inventive method, 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.In certain engineering, 811 meters, underground is containing joint fissure face grouan test result (rock core that namely this grouan is to be tested in said method), and 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 |
In table 1, y---fitting parameter; X---normal stress (MPa).
Through engineering test, this experimental test result meets the requirement of engineer applied completely.
Claims (9)
1. irregular ROCK MASS JOINT face mechanics parameter method of testing, comprises the steps:
(1) mould of prefabricated production standard test specimen, the structure of described mould is as follows:
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 sidewalls, 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) high-strength concrete is adopted, modulation high-strength cement mortar;
(3) utilize described high-strength cement mortar to carry out building of standard specimen prefabricated, comprise the steps: in described mould, to pour into described high-strength cement mortar as bottom bottoming mortar; Then the rock core test piece containing joint fissure to be tested is positioned in described bottom bottoming mortar, and makes that described joint fissure is outstanding is exposed to the outer 1 ~ 2mm of described bottom bottoming mortar; Filled and process in space between described rock core test piece and described mould; Continue to build upper strata cover sand pulp layer;
(4) maintenance is carried out to the standard specimen that step (3) obtains; After described maintenance completes, described standard specimen can be utilized to carry out the test of the joint plane mechanics parameter of rock core test piece.
2. shearing test method according to claim 1, is characterized in that: described high-strength concrete is any one in C40 concrete to C60 concrete.
3. shearing test method according to claim 1 and 2, is characterized in that: described standard specimen is shear standard specimen containing the cube of middle joint fissure-plane.
4. the shearing test method according to any one of claim 1-3, 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.
5. the shearing test method according to any one of claim 1-4, 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.
6. the shearing test method according to any one of claim 1-5, 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;
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. the shearing test method according to any one of claim 1-6, 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. the shearing test method according to any one of claim 1-7, is characterized in that: described bolt is provided with scale;
The scale precision of described scale is 0.1 ~ 0.5mm.
9. the shearing test method according to any one of claim 1-8, 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.
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| CN105223080A (en) * | 2015-09-25 | 2016-01-06 | 山东大学 | A kind of pressure cuts the evaluation method of jointed rock mass performance and anchor note effect under condition |
| CN106556541A (en) * | 2016-09-28 | 2017-04-05 | 同济大学 | A kind of test method for studying shearing overall process Rock Joint Plane Morphology Evolution |
| CN107340167A (en) * | 2017-08-16 | 2017-11-10 | 中国矿业大学 | A kind of interrupted Built-Up Crack processing mold of rock-like materials standard specimen |
| CN108037008A (en) * | 2018-01-25 | 2018-05-15 | 吉林大学 | A kind of new equipment for the spacing adjusting of Rock Joint Plane charges shear test block |
| CN110220789A (en) * | 2019-07-10 | 2019-09-10 | 桂林理工大学 | Test specimen and tensile-sbear strength test method are tested for external crack sillar tensile-sbear strength |
| CN110412243A (en) * | 2019-07-09 | 2019-11-05 | 衢州学院 | One kind being used for Factors on The Thermal Cracking of Rocks experimental provision |
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| CN105223080A (en) * | 2015-09-25 | 2016-01-06 | 山东大学 | A kind of pressure cuts the evaluation method of jointed rock mass performance and anchor note effect under condition |
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| CN107340167A (en) * | 2017-08-16 | 2017-11-10 | 中国矿业大学 | A kind of interrupted Built-Up Crack processing mold of rock-like materials standard specimen |
| CN108037008A (en) * | 2018-01-25 | 2018-05-15 | 吉林大学 | A kind of new equipment for the spacing adjusting of Rock Joint Plane charges shear test block |
| CN108037008B (en) * | 2018-01-25 | 2024-06-04 | 吉林大学 | Novel device for limiting and adjusting shear test piece of rock joint surface filler |
| CN110764541B (en) * | 2018-07-26 | 2023-04-07 | 中国石油天然气股份有限公司 | Method and device for determining particle composition of drilling fluid |
| CN110764541A (en) * | 2018-07-26 | 2020-02-07 | 中国石油天然气股份有限公司 | Method and device for determining particle composition of drilling fluid |
| CN110412243A (en) * | 2019-07-09 | 2019-11-05 | 衢州学院 | One kind being used for Factors on The Thermal Cracking of Rocks experimental provision |
| CN110220789A (en) * | 2019-07-10 | 2019-09-10 | 桂林理工大学 | Test specimen and tensile-sbear strength test method are tested for external crack sillar tensile-sbear strength |
| CN111136768A (en) * | 2020-01-10 | 2020-05-12 | 天津大学 | Concrete composite test piece forming die containing prefabricated interface defects and preparation method |
| CN114486438A (en) * | 2022-01-26 | 2022-05-13 | 中国电建集团华东勘测设计研究院有限公司 | Direct shear sample of natural irregular rock mass structural plane and manufacturing mold and manufacturing method thereof |
| CN114603696A (en) * | 2022-03-03 | 2022-06-10 | 合肥综合性国家科学中心能源研究院(安徽省能源实验室) | Preparation device and preparation method of underground chamber-containing rock mass with adjustable pre-support joint surface |
| CN114603696B (en) * | 2022-03-03 | 2024-01-19 | 合肥综合性国家科学中心能源研究院(安徽省能源实验室) | Device and method for preparing chamber-containing rock mass with adjustable pre-support joint surface |
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