CN104458444B - 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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- CN104458444B CN104458444B CN201410696913.1A CN201410696913A CN104458444B CN 104458444 B CN104458444 B CN 104458444B CN 201410696913 A CN201410696913 A CN 201410696913A CN 104458444 B CN104458444 B CN 104458444B
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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 in irregular ROCK MASS JOINT face, belongs to petroleum works rock mechanics neck
Domain.
Background technology
Rock is the main component of the earth's crust and outer mantle.Its top construction of structures to earth's surface may act as firm holding
Ground is carried, firm blindage is formed to the structure of underground also.Affected by factors such as attitude of rock and geomechanics, in underground depth
In the blindage for burying, substantial amounts of ROCK MASS JOINT fissure system is there are, its development characteristics determines the safety and stablization of subterranean body
Property.Oil and natural gas industry in drilling well and underground chamber excavation in, relate generally to rock mass creep into and rock excavation
Into work progress such as caves.In the process, the security and stability of the joint fissure Characteristics Control of rock mass construction.
Therefore, in the related underground engineering feasibility study of rock and arrangement and method for construction determine, it is necessary to underground correlation rock
The rock mass mechanics characteristic of layer is accurately judged and is analyzed that especially the mechanical characteristic containing crack rock has to engineering safety
Vital control action.Based on this, during engineering exploration, it is necessary to which rock mass of the drilling underground containing joint fissure carries out rock
Stone mechanical test is tested, to determine the mechanics parameter in ROCK MASS JOINT crack, the such as normal stiffness of joint plane, shear stiffness, adhesive aggregation
Power and internal friction angle etc..Effectively evaluating could be accomplished to the security and stability of subterranean body so, be engineering design and success
Build and reliable safety guarantee is provided.
At present, the method for testing of widely used Rock fractures parameter is to be cut using rock shearing testing machine
Cut experimental test.And during experimental test, the shape need of rock sample is necessary for length of side 100mm, 150mm or
The standard cube test specimen of 200mm, and require that the normal direction loading surface and tangential loading surface in test specimen target detection face must be smoothed
And it is parallel, bias or stress concentration phenomenon otherwise occurs in loading procedure, causes test result inaccurate or failure.
And during carrying out boring coring to rock mass using drilling prospection technology, can only drill through ground according to drilling direction
Lower joint plane moves towards different containing Jointed Rock Masses, and is controlled by coring bit size so that the rock sample of acquisition, size compared with
Little, fissure-plane is in different angular distributions from the axial direction of rock core, then cannot be prefabricated into preferable standard sillar and carry out parameters of fissure
The shearing test of test.
The content of the invention
It is an object of the invention to provide a kind of shearing test method in irregular ROCK MASS JOINT face, using the inventive method energy
Enough be prefabricated into small size, irregular core sample can smoothly be carried out shearing test and accurately be measured Rock Joint Plane mechanics ginseng
Several standard specimens.
Irregular ROCK MASS JOINT face mechanics parameter method of testing provided by the present invention, comprises the steps：
(1) mould of prefabricated standard specimen is made, the structure of the mould is as follows：
The mould includes a base plate, two sidewall panelings and two side shields；
Two sidewall panelings are individually fixed in the end being oppositely arranged of the base plate；The inwall of each sidewall paneling
Two grooves be arrangeding in parallel are provided with, the groove extends to its bottom from the top of which along the vertical direction of the sidewall paneling；
Each described side shield is fixed on by being embedded on two side walls in two grooves of corresponding position
On the base plate, and the side shield is perpendicular to the sidewall paneling；
Through hole, corresponding position on two sidewall panelings are provided with the sidewall paneling between the groove and its edge
Two through holes between connect a bolt, and the bolt extends from the sidewall paneling；The both ends of the bolt lead to
Cross nut to fix；
The sidewall paneling is provided with observation port, and the observation port is between two side shields；
(2) high-strength concrete is adopted, standard mix is determined according to cement and Extra-fine sand grain composition, modulate high-strength cement
Mortar, and it is prefabricated to carry out standard specimen to every group of cement mortar；By the test of triaxial strength test specimen to the maintenance criteria time (when
Between plan to be arranged according to test progress, minimum 7 days, 28 days were optimal, otherwise need to be converted according to curing time length) really
Determine the intensity index of high-strength concrete；
(3) pouring for standard specimen is carried out using the high-strength cement mortar prefabricated, comprise the steps：In the mould
It is interior to irrigate the high-strength cement mortar as bottom bottoming mortar；Then the rock core test piece containing joint fissure to be tested is put
It is placed in the bottom bottoming mortar, and hangs the joint fissure and is exposed to the outer 1～2mm of the bottom bottoming mortar；Described
Filled and process in space between rock core test piece and the mould；Continue to pour upper strata covering screed；
(4) standard specimen that step (3) is obtained is conserved；After the completion of the maintenance, you can tried using the standard
Part carries out the test of rock core test piece joint plane mechanics parameter.
In above-mentioned shearing test method, the high-strength concrete be C40 concrete into C60 concrete any one, and
Determine its intensity index.
In above-mentioned shearing test method, the standard specimen can be the middle cube shearing test containing joint fissure face
Standard specimen.
In above-mentioned shearing test method, in step (4), the condition of the maintenance is the cylinder with triaxial compression test
The equal ambient (curing time, ambient temperature and humidity are basically identical) of standard specimen.
By above-mentioned shearing test method, the intensity of Rock Joint Plane is obtained.After obtaining original experiment data, using standard
The cement mortar mechanics parameter that specimen test is measured is modified to data (correction formula is as follows), and value Q is the final section for determining
Reason facial cleft gap mechanics parameter.
Q=P-W
Wherein, Q is joint plane mechanics parameter value；
P is the initial parameter value of shearing test test；
Amendment numerical value of the W for cylinder triaxial shear strength experimental test.
The meaning of the above-mentioned correction formula of the present invention is, in the prefabricated mistake of cube standard specimen of Rock Joint Plane shearing test
Cheng Zhong, has used cement mortar as packing material, therefore cement mortar is joined to mechanics in shearing test test process is carried out
Several test results " P values " has certain impact, then must go out water under equal curing condition by triaxial shear strength experimental test
The mechanics parameter " W values " of cement mortar, is modified to shearing result, and the numerical value " Q-value " obtained after final amendment is final needs
Accurate shearing test test result.
In above-mentioned shearing test method, the outer wall of the sidewall paneling is straight positioned at one with the edge of the end of the base plate
On line.
In above-mentioned shearing test method, a spring on the bolt, is arranged with, the drift of the spring is more than two
Vertical interval between the individual sidewall paneling, to control the steady movement of the sidewall paneling and avoid to medial movement, so as to convenient
Ground controls the cooperation between the sidewall paneling and the base plate；
The spring rate may be selected to be 10～100N/mm；
The nut can be wing nut, be manually adjusted with facilitating；The pitch of the bolt and the nut is 0.5～
2mm。
In above-mentioned shearing test method, the gap between the side shield and the base plate is less than 0.01mm；
The depth of the groove is 1～3mm；
The through hole is located at the middle part between the groove and the edge of the sidewall paneling；
The through hole is screw；
Fit system between the through hole and the bolt is that gap coordinates or interference fit.
In above-mentioned shearing test method, the consistency of thickness of the base plate, the sidewall paneling and the side shield, and be
5～10mm；
The material of the base plate, the sidewall paneling and the side shield is steel plate, concrete such as rustless steel, makes beneficial to prolongation
Maintenance is maintained easily with the life-span, maintenance cost is reduced.
In above-mentioned shearing test method, the length of the bolt is bigger than the spacing between the outer wall of two sidewall panelings
At least 20mm.
In above-mentioned shearing test method, the bolt is provided with scale；
The scale precision of the scale is 0.1～0.5mm.
In above-mentioned shearing test method, the observation port is strip through-hole；
The length of the observation port is 1/3 of the horizontal spacing between two grooves on a sidewall paneling,
Which 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 is used is 100～200mm.
Test specimen is carried out testing front prefabricated using the inventive method and high-strength concrete, heart position is provided with and splits in a mold
By level observation, gap location hole, can guarantee that irregular joint containing crack rock is exactly in clipped position, then will can appoint
The sillar containing crack of meaning shape is made standard shape test specimen and accurately carries out shearing test, tests joint plane mechanics parameter.The present invention
Mould is solved cannot carry out shearing test on conventional magnetic shear testing machine for the irregular cylindrical rock core that drilling well is obtained
Difficulty, the security and stability evaluation for research being analyzed to underground rock cranny, being underground engineering that can be more objective and accurate
There is provided crucial analytical parameters.
Description of the drawings
The structural representation of the mould that Fig. 1 is used for the inventive method.
The top view of the mould that Fig. 2 is used for the inventive method.
The elevation of sidewall paneling in the mould that Fig. 3 is used for the inventive method
The top view of base plate in the mould that Fig. 4 is used for the inventive method.
The elevation of side shield in the mould that Fig. 5 is used for the inventive method.
The middle bolt alignment system figure that Fig. 6 is used for the inventive method.
In figure, each labelling 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 observation ports.
Specific embodiment
Experimental technique used in following embodiments if no special instructions, is conventional method.
In following embodiments, material used, reagent etc., if no special instructions, commercially obtain.
As shown in figure 1, the specimen prefabricated mould of the irregular ROCK MASS JOINT face shearing test used by the inventive method,
It includes 1,2 sidewall panelings 2 of a base plate and 2 side shields 3, the consistency of thickness of base plate 1, sidewall paneling 2 and side shield 3, and
For 5～10mm, the material of base plate 1, sidewall paneling 2 and side shield 3 is rustless steel, guarantor is maintained easily beneficial to increasing the service life
Support, reduce maintenance cost.2 sidewall panelings 2 are connected to two ends of base plate 1, and folding 4 and base plate 1 and side wall by folding 4
Welding is between plate 2.Base plate 1 and sidewall paneling 2 to be vertically arranged, as shown in Fig. 2 the outside wall surface of sidewall paneling 2 with base plate 1
End flushes.The top view of base plate 1 is as shown in Figure 4.
As shown in figure 3, the inwall of each sidewall paneling 2 is provided with two grooves 5 be arrangeding in parallel, the depth of groove 5 is 1～
3mm.Each groove 5 extends to its bottom from the top of which along the vertical direction of sidewall paneling 2.Each side shield 2 is by being embedded in two
On sidewall paneling 2 in two grooves 5 of corresponding position, it is fixed on base plate 1, and side shield 3 is perpendicular to sidewall paneling 2, and side block
Gap between plate 3 and base plate 1 is less than 0.01mm.The elevation of side shield 3 is as shown in Figure 5.
As shown in figures 1 and 3, be provided with screw 6 on sidewall paneling 2 between groove 5 and its edge, screw 6 located at groove 5 with
Middle part between the edge of sidewall paneling 2.Connect a positioning spiral shell on two sidewall panelings 2 between two screws 6 of corresponding position
Bolt 7, and bolt 7 extends from sidewall paneling 2, the both ends of the bolt 7 for extending are fixed by nut 8, spiral shell
Female 8 may be selected wing nut, be manually adjusted with facilitating, and bolt 7 is 0.5～2mm with the pitch of nut 8, between the two
Cooperation using gap cooperation or interference fit by the way of.Between outer wall of the length of the bolt 7 than two sidewall panelings 2
The big at least 20mm of spacing, to facilitate the fixation of nut 8.As shown in fig. 6, scale 10 is provided with the bolt 7, scale 10
Scale precision is 0.1～0.5mm.A spring 9 is arranged with bolt 7, as shown in fig. 6, the stiffness coefficient of spring 9 is selected
For 10～100N/mm.The drift of the spring 9 is more than the vertical interval between two sidewall panelings 2, flat to control sidewall paneling 2
Steady movement is simultaneously avoided to medial movement, so as to easily control the cooperation between sidewall paneling 2 and base plate 1.
As shown in figures 1 and 3, the observation port 11 of a bar shaped is provided with sidewall paneling 2, and the observation port 11 is located at two sides
Between baffle plate 3, its length is 1/3 of the horizontal spacing between two grooves 5 on a sidewall paneling 2, its highly for 3～
10mm。
The specimen prefabricated mould of ROCK MASS JOINT face shearing test of the invention irregular along the base plate longitudinal centre line and
Cross central line is symmetrical.
According to the specification of conventional rock shearing testing machine, inventive die makes the length of side of standard cube test specimen and can be
100～200mm.
Irregular ROCK MASS JOINT face is carried out using the specimen prefabricated mould of above-mentioned irregular ROCK MASS JOINT face shearing test
Shearing test step is as follows：
1st, using C50 high-strength concretes, standard mix is determined according to cement and Extra-fine sand grain composition, modulates high-strength water
Cement mortar, and standard specimen (the cylinder triaxial shear strength test of diameter 50mm, high 100mm is carried out to every group of cement mortar
Standard specimen) it is prefabricated.By the triaxial strength test specimen test to the maintenance criteria time, (period planning is pacified according to test progress
Row, minimum 7 days, 28 days were optimal, otherwise need to be converted according to curing time length) determine the intensity index of high-strength concrete.
2nd, using the high-strength cement mortar after sampling carry out test specimen pour it is prefabricated：Fill in above-mentioned specimen prefabricated mould first
A certain amount of cement mortar (being close to the altitude range of reserved observation port 11) is noted as bottom bottoming mortar；Then centre is contained
The small size rock core test piece of joint fissure is positioned in cement mortar, it is ensured that accurately, sillar crack is outstanding to be exposed to mortar to placement location
Outer 1～2mm, and fissure-plane is as parallel with mortar surface as possible；Prefabricated 5mm thickness foams are pressed into space between mold plane and test specimen
Shape be placed in the middle of rock fracture face and mould and be filled, play a part of to isolate fissure-plane and levels mortar, mesh
Make fissure-plane in vacant state, prevent mortar from affecting the experimental test of fissure-plane.Start to pour upper strata after the completion of process and cover
Lid screed；Floating process is carried out to upper strata screed finally.
3rd, prefabricated shear test block prefabricated component (is supported with the equal ambient of the cylinder standard specimen of triaxial compression test
Shield time, ambient temperature and humidity it is basically identical (curing time is minimum 7 days, and 28 days are optimal, temperature more than 20 DEG C, saturation water
Environment) conserved.
4th, until after design curing time, (shearing test is the shearing by rock mechanics experiment to carry out shearing test
Testing machine carries out shearing test to the rock mass containing joint plane, obtains the mechanics parameter of joint plane), test the strong of Rock Joint Plane
Degree.
5th, after obtaining original experiment data, the cement mortar mechanics parameter pair measured using the test of standard cement mortar specimen
Data are modified (correction formula is as follows), and value Q (includes normal stiffness, shear stiffness, cohesive strength and the internal friction angle of joint plane
Etc. parameter) it is the final joint plane crack mechanics parameter for determining；
Q=P-W
Wherein, Q is joint plane mechanics parameter value；
P is the mechanics parameter initial value of shearing test test；
Amendment numerical value of the W for cylinder triaxial shear strength experimental test.
The mechanics parameter of Rock Joint Plane, such as normal stiffness, shear stiffness, cohesive strength can be obtained by the inventive method
With internal friction angle etc., but occurrence is relevant with the mechanical characteristic of rock and fissure-plane.To contain joint at 811 meters of underground in certain engineering
As a example by fissure-plane granite test result (i.e. the granite as rock core to be tested in said method), its mechanics parameter is surveyed
Test result is as shown in table 1.
The granite test result of face containing joint fissure at 811 meters of 1 underground of table
| Fitting parameter classification | Circular cross-section staight scissors fitting result |
| Normal stiffness | Y=5.725x1.438 |
| 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).
Jing engineering tests, the experimental test result fully meet the requirement of engineer applied.
Claims (5)
1. irregular ROCK MASS JOINT face mechanics parameter method of testing, comprises the steps：
(1) the prefabricated mould for making standard specimen, the structure of the mould are as follows：
The mould includes a base plate, two sidewall panelings and two side shields；
Two sidewall panelings are fixed on the end being oppositely arranged of the base plate respectively by folding；Each sidewall paneling
Inwall is provided with two grooves be arrangeding in parallel, and the groove extends to its bottom from the top of which along the vertical direction of the sidewall paneling
Portion；
Each described side shield is fixed on described by being embedded on two side walls in two grooves of corresponding position
On base plate, and the side shield is perpendicular to the sidewall paneling；
Through hole, the two of corresponding position on two sidewall panelings are provided with the sidewall paneling between the groove and its edge
Connect a bolt between the individual through hole, and the bolt extends from the sidewall paneling；The both ends of the bolt pass through spiral shell
It is female fixed；
The bolt is provided with scale；
The scale precision of the scale is 0.1～0.5mm；
It is arranged with a spring on the bolt, the drift of the spring is more than between vertical between two sidewall panelings
Away from；
The sidewall paneling is provided with observation port, and the observation port is between two side shields；
(2) high-strength concrete is adopted, high-strength cement mortar is modulated；
The high-strength concrete be C40 concrete into C60 concrete any one；
(3) pouring for standard specimen is carried out using the high-strength cement mortar prefabricated, comprise the steps：Fill in the mould
The high-strength cement mortar is noted as bottom bottoming mortar；Then the rock core test piece containing joint fissure to be tested is positioned over
In the bottom bottoming mortar, and make that the joint fissure is outstanding to be exposed to the outer 1～2mm of the bottom bottoming mortar；In the rock core
Filled and process in space between test specimen and the mould；Continue to pour upper strata covering screed；
(4) standard specimen that step (3) is obtained is conserved；After the completion of the maintenance, you can entered using the standard specimen
The test of the joint plane mechanics parameter of row rock core test piece；
The standard specimen is the shearing standard specimen of the cube containing middle joint fissure-plane.
2. irregular ROCK MASS JOINT face mechanics parameter method of testing according to claim 1, it is characterised in that：The side wall
The outer wall of plate is located on straight line with the edge of the end of the base plate.
3. irregular ROCK MASS JOINT face mechanics parameter method of testing according to claim 2, it is characterised in that：The side block
Gap between plate and the base plate is less than 0.01mm；
The depth of the groove is 1～3mm；
The through hole is located at the middle part between the groove and the edge of the sidewall paneling；
The through hole is screw；
Fit system between the through hole and the bolt is that gap coordinates or interference fit.
4. irregular ROCK MASS JOINT face mechanics parameter method of testing according to claim 3, it is characterised in that：The bolt
Length at least 20mm bigger than spacing between the outer wall of two sidewall panelings.
5. irregular ROCK MASS JOINT face mechanics parameter method of testing according to claim 4, it is characterised in that：The observation
Hole is strip through-hole；
The length of the observation port is 1/3 of the horizontal spacing between two grooves on a sidewall paneling, and which is high
Spend for 3～10mm.
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| CN105223080B (en) * | 2015-09-25 | 2017-04-19 | 山东大学 | Evaluation method for jointed rock performance and bolting and grouting effects under compression-shear condition |
| CN106556541B (en) * | 2016-09-28 | 2019-01-25 | 同济大学 | It is a kind of for study shearing overall process Rock Joint Plane Morphology Evolution test method |
| 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 |
| 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 |
| 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 |
| CN111136768B (en) * | 2020-01-10 | 2021-07-13 | 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 |
| 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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| SU1330506A1 (en) * | 1985-12-19 | 1987-08-15 | Всесоюзный Научно-Исследовательский,Проектный И Конструкторский Институт Горного Дела Цветной Металлургии | Method and arrangement for determining strength characteristics of rock specimens over slackening surfaces |
| CN103234838B (en) * | 2013-04-11 | 2015-02-04 | 中国科学院武汉岩土力学研究所 | Experimental method and apparatus for shearing of structural surface of columnar jointing |
| CN103616272B (en) * | 2013-11-26 | 2016-02-24 | 中国矿业大学(北京) | The making mould of intermittent joints rock simulation test specimen and method |
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| CN102410962A (en) * | 2011-08-09 | 2012-04-11 | 中国地质大学（武汉） | Portable rock mass structural plane direct shear test apparatus for field and indoor use |
| CN202599724U (en) * | 2012-04-23 | 2012-12-12 | 山东大学 | Tooling used for manufacturing complete-penetration fracture class rock material standard samples with different angles |
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Address after: 100010 Chaoyangmen North Street, Dongcheng District, Dongcheng District, Beijing Co-patentee after: CNOOC Gas & Power Group Patentee after: China Offshore Oil Group Co., Ltd. Address before: 100010 Chaoyangmen North Street, Dongcheng District, Dongcheng District, Beijing Co-patentee before: CNOOC Gas & Power Group Patentee before: China National Offshore Oil Corporation |