CN106248324B - The determination method for weak structural face intensive parameter of growing up - Google Patents
The determination method for weak structural face intensive parameter of growing up Download PDFInfo
- Publication number
- CN106248324B CN106248324B CN201610543036.3A CN201610543036A CN106248324B CN 106248324 B CN106248324 B CN 106248324B CN 201610543036 A CN201610543036 A CN 201610543036A CN 106248324 B CN106248324 B CN 106248324B
- Authority
- CN
- China
- Prior art keywords
- growing
- weak
- intensive parameter
- friction
- structural plane
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
- G01M5/00—Investigating the elasticity of structures, e.g. deflection of bridges or air-craft wings
- G01M5/0075—Investigating the elasticity of structures, e.g. deflection of bridges or air-craft wings by means of external apparatus, e.g. test benches or portable test systems
Landscapes
- Engineering & Computer Science (AREA)
- Aviation & Aerospace Engineering (AREA)
- Physics & Mathematics (AREA)
- General Physics & Mathematics (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
- Earth Drilling (AREA)
Abstract
The present invention relates to a kind of determination methods for weak structural face intensive parameter of growing up.The object of the present invention is to provide a kind of determination methods for weak structural face intensive parameter of growing up, effectively to consider contribution of the structural plane fluctuating to intensive parameter.The technical scheme is that：Pass through in-situ shear test inverting particle stream parameter, and the space relief feature for excavating structural plane in region is acquired by three-dimensional digital camera technique, generate space curved surface, establish different dimension models, the structural plane intensive parameter for considering dimensional effect is obtained, effectively considers the contribution that structural plane rises and falls to intensive parameter.
Description
Technical field
The present invention relates to a kind of determination methods for weak structural face intensive parameter of growing up.
Background technology
Mark is grown more than 100m, relief height is more than the structural plane of 10cm, and intensive parameter often rises and falls with structural plane
Degree of Accord Relation is close, but for determine structural plane intensive parameter conventional magnetic shear test, due to experiment size be generally 0.5m ×
0.5m, test result can not reflect contribution of the structural plane relief feature to intensive parameter.
Determine that structural plane intensive parameter relies primarily on two methods at present：(1) in-situ shear test；(2) empirical method, this
Two methods are suitable for the intensity estimation in III level or IV level structures face, structural plane fluctuating quantity thicker for structural plane charges
Larger II level structures face, relief feature of the above two method due to can not effectively consider structural plane, tends to low
Estimate the intensive parameter of weak structural face.
Invention content
The technical problem to be solved by the present invention is to：In view of the above problems, it is strong to provide one kind weak structural face of growing up
Determination method for parameter is spent, effectively to consider contribution of the structural plane fluctuating to intensive parameter.
The technical solution adopted in the present invention is：A kind of determination method for weak structural face intensive parameter of growing up, feature
It is that steps are as follows：
A, for the weak structure of growing up for exposing earth's surface, the volt that structural plane is appeared is obtained using manual measurement method
Sign；
B, the country rock for weak structure side of growing up in certain area is excavated；
C, the space relief feature for excavating structural plane in region is acquired using three-dimensional digital camera technique, and it is bent to generate space
Face；
D, the structural plane roughness of hand dipping and the acquisition of three-dimensional digital camera technique is compared, if roughness discrepancy is less than 2,
The then basis using generated space curved surface as subsequent analysis；If roughness discrepancy is more than 2, need to select three-dimensional again
The region of digital photographing, and measure again, until the two roughness discrepancy is less than 2；
E, carry out in-situ shear test for weak structure of growing up, obtain the cohesive strength and angle of friction of structural plane；
F, using particle stream method according to scene structural plane form and in-situ shear test achievement, simulation shear examination,
By the cohesive strength and angle of friction of the structural plane for the in-situ shear test acquisition that coincide, it is finally inversed by the particle stream ginseng of weak charges
Number；
G, plumb cut is carried out in the horizontal direction to the space curved surface generated, generates two dimensional slice；
H, the test model of sizes is generated according to two dimensional slice, and using the particle stream of the weak charges of inverting ginseng
Number, carries out the numerical value shearing test of different dimension test models, obtains shear displacemant-shear stress curve of different dimension tests,
And obtain cohesive strength and angle of friction under each experiment size condition；
I, the cohesive strength and angle of friction achievement that are obtained under different size conditions in step h are depicted as chart, wherein horizontal seat
Mark uses cohesion and angle of friction using experiment size, ordinate, when negative exponent fitting being used to obtain experiment size as infinity
Cohesion and angle of friction, the intensive parameter as weak structural face of growing up.
Scene selects multiple typical parts to carry out in-situ shear test in step e；
If the cohesive strength and friction angular difference between multiple typical parts are less than or equal to cohesive strength and the friction of typical parts
The 15% of angle average value, then it is the foundation of particle stream inverting to take the average value.
Region is excavated in step b is more than 15m × 15m；The space curved surface area that step c is generated is more than 12m × 12m.
The experiment confining pressure of in-situ shear test is 0MPa~3MPa in step e；The confining pressure of numerical value shearing test is in step h
0MPa~3MPa.
The experiment size of in-situ shear test is 0.5m × 0.5m in step e.
The size of test model includes 0.5m, 1m, 2m in step h, and 3m, 4m, 5m, 6m, 7m, 8m are until 12m.
Step b is excavated by the way of fine explosion.
The beneficial effects of the invention are as follows：The present invention passes through three dimensions by in-situ shear test inverting particle stream parameter
The space relief feature of code camera technique acquisition structural plane, establishes different dimension models, obtains the structural plane for considering dimensional effect
Intensive parameter effectively considers the contribution that structural plane rises and falls to intensive parameter.
Description of the drawings
Fig. 1 is weak structural face schematic diagram of growing up.
Fig. 2 is to excavate country rock schematic diagram.
Fig. 3 is shearing test schematic diagram.
Fig. 4 is experiment size and angle of friction relational graph.
Specific implementation mode
The present embodiment is a kind of determination method for weak structural face intensive parameter of growing up, and is as follows：
A, weak structural face of growing up is studied for required, chooses the structural plane 1 for the exposing earth's surface for being no less than 10m long in the wild
(Fig. 1) obtains the relief feature and filling thickness of structural plane 1 using manual measurement method, it is desirable that measurement accuracy is not less than 1cm.
B, as shown in Fig. 2, selecting suitable position in the structural plane 1 for exposing earth's surface, the country rock of 1 side of structural plane is excavated
2, and ensure that the rolling shape of structural plane 1 is not damaged, it is desirable that it excavates region and is not less than 15m × 15m (L1>15), it is desirable that explosion
Process cannot influence to tie the space rolling shape of weak structure, after explosion, with the weak charges of high pressure water washing structural plane 1.
C, using three-dimensional digital camera technique, the space relief feature of structural plane 1 is acquired, generates and is not less than 12m
The space curved surface of × 12m.
D, 1 roughness of structural plane of hand dipping and the acquisition generation of three-dimensional digital camera technique is compared；If roughness discrepancy
Less than 2, then illustrate that the achievement of three-dimensional digital acquisition has good confidence level, using the space curved surface generated as follow-up point
The basis of analysis；
E, for weak structural face of growing up, selection 3 typical parts in scene carry out 5 groups of scenes for each typical parts
Shearing test (see Fig. 3), experiment size 0.5m × 0.5m (L2=0.5m in Fig. 3)；Confining pressure range 0MPa~3MPa is tested, and is obtained
Obtain the shear strength (cohesion and angle of friction) of the structural plane of 3 typical parts.After experiment, the fluctuating to testing position structural plane
Feature carries out fine sketch, obtains its space relief feature, and error is required to be not less than 1cm.If the shearing of 3 typical parts
The 15% of the average value of the shear strength of strength difference no more than 3 typical parts, then take the average value as follow-up particle stream
The foundation of inversion method.
F, the in-situ shear test of 0.5m × 0.5m is simulated using particle stream method, it is desirable that play volt in the space of numerical experimentation
Sign is consistent with in-situ shear test, and under the conditions of the confining pressure of 0MPa~3MPa, passes through being averaged for identical 3 typical parts
Shear strength is finally inversed by the particle stream parameter of weak charges.
G, plumb cut is carried out in the horizontal direction to the space curved surface generated, generates two dimensional slice；
H, according to the two dimensional slice generated, various sizes of test model is generated, experiment size includes 0.5m, 1m, 2m,
3m, 4m, 5m, 6m, 7m, 8m are until 12m carries out different dimensional structure faces 1 using the particle stream parameter of the weak charges of inverting
Numerical value shearing test, each size carries out 5 groups of experiments, and confining pressure 0MPa~3MPa of numerical value shearing test obtains different sizes
The shear displacemant of experiment-shear stress curve, and obtain the cohesion and angle of friction in each experiment size condition lower structure face 1.
I, the cohesive strength and angle of friction achievement that are obtained under different size conditions in step h are depicted as chart, wherein horizontal seat
Mark uses cohesion and angle of friction (such as Fig. 4) using experiment size, ordinate, and negative exponent fitting is used to obtain experiment size as nothing
Cohesion and angle of friction when poor big, the intensive parameter as weak structural face of growing up.
Claims (7)
1. a kind of determination method for weak structural face intensive parameter of growing up, it is characterised in that steps are as follows：
A, for the weak structure of growing up for exposing earth's surface, the relief feature that structural plane is appeared is obtained using manual measurement method；
B, the country rock for weak structure side of growing up in certain area is excavated；
C, the space relief feature for excavating structural plane in region is acquired using three-dimensional digital camera technique, generates space curved surface；
D, the structural plane roughness for comparing hand dipping and the acquisition of three-dimensional digital camera technique is adopted if roughness discrepancy is less than 2
Use generated space curved surface as the basis of subsequent analysis；If roughness discrepancy is more than 2, need to select three-dimensional digital again
The region of photograph, and measure again, until the two roughness discrepancy is less than 2；
E, carry out in-situ shear test for weak structure of growing up, obtain the cohesive strength and angle of friction of structural plane；
F, passed through according to the structural plane form and in-situ shear test achievement, simulation shear examination at scene using particle stream method
The cohesive strength and angle of friction for the structural plane that identical in-situ shear test obtains, are finally inversed by the particle stream parameter of weak charges；
G, plumb cut is carried out in the horizontal direction to the space curved surface generated, generates two dimensional slice；
H, the test model of sizes, and the particle stream parameter of the weak charges using inverting are generated according to two dimensional slice,
The numerical value shearing test for carrying out different dimension test models, obtains shear displacemant-shear stress curve of different dimension tests, and obtains
Obtain the cohesive strength and angle of friction under each experiment size condition；
I, the cohesive strength and angle of friction achievement that are obtained under different size conditions in step h are depicted as chart, wherein abscissa is adopted
With experiment size, ordinate uses cohesion and angle of friction, glutinous when negative exponent fitting being used to obtain experiment size as infinity
Poly- power and angle of friction, the intensive parameter as weak structural face of growing up.
2. the determination method of weak structural face intensive parameter according to claim 1 of growing up, it is characterised in that：In step e
Scene selects multiple typical parts to carry out in-situ shear test；
If the cohesive strength and friction angular difference between multiple typical parts are less than or equal to the cohesive strength of typical parts and angle of friction is put down
The 15% of mean value, then it is the foundation of particle stream inverting to take the average value.
3. the determination method of weak structural face intensive parameter according to claim 1 of growing up, it is characterised in that：In step b
It excavates region and is more than 15m × 15m；The space curved surface area that step c is generated is more than 12m × 12m.
4. the determination method of weak structural face intensive parameter according to claim 1 of growing up, it is characterised in that：In step e
The experiment confining pressure of in-situ shear test is 0MPa~3MPa；The confining pressure of numerical value shearing test is 0MPa~3MPa in step h.
5. the determination method of weak structural face intensive parameter according to claim 2 of growing up, it is characterised in that：In step e
The experiment size of in-situ shear test is 0.5m × 0.5m.
6. the determination method of weak structural face intensive parameter according to claim 2 of growing up, it is characterised in that：In step h
The size of test model includes 0.5m, 1m, 2m, and 3m, 4m, 5m, 6m, 7m, 8m are until 12m.
7. the determination method of weak structural face intensive parameter according to claim 1 of growing up, it is characterised in that：Step b is adopted
It is excavated with the mode of fine explosion.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610543036.3A CN106248324B (en) | 2016-07-08 | 2016-07-08 | The determination method for weak structural face intensive parameter of growing up |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610543036.3A CN106248324B (en) | 2016-07-08 | 2016-07-08 | The determination method for weak structural face intensive parameter of growing up |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106248324A CN106248324A (en) | 2016-12-21 |
| CN106248324B true CN106248324B (en) | 2018-08-31 |
Family
ID=57614006
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610543036.3A Active CN106248324B (en) | 2016-07-08 | 2016-07-08 | The determination method for weak structural face intensive parameter of growing up |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106248324B (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111366475B (en) * | 2020-03-25 | 2023-02-03 | 中国电建集团成都勘测设计研究院有限公司 | Method for acquiring shear strength parameters of particle-type structural surface and structural belt |
| CN111854551B (en) * | 2020-09-07 | 2022-05-20 | 嵩县前河矿业有限责任公司 | Micro-disturbance non-undercutting blasting method |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105004662A (en) * | 2015-07-08 | 2015-10-28 | 中国科学院力学研究所 | Method for testing contact rigidity of rock discontinuity structural plane, and apparatus thereof |
-
2016
- 2016-07-08 CN CN201610543036.3A patent/CN106248324B/en active Active
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105004662A (en) * | 2015-07-08 | 2015-10-28 | 中国科学院力学研究所 | Method for testing contact rigidity of rock discontinuity structural plane, and apparatus thereof |
Non-Patent Citations (4)
| Title |
|---|
| "岩体与锚固体检粘结强度的确定";张发明等;《岩土力学》;20011231;470-473 * |
| "岩质边坡结构面抗剪强度参数的实用确定方法研究";刘明维等;《工程勘察》;20060531;6-9 * |
| "杭长铁路红砂岩岩体结构面强度参数取值研究";赵志明等;《水文地质工程地质》;20131130;68-73 * |
| "深部试验隧洞围岩脆性破坏及数值模拟";张传庆;《岩石力学与工程学报》;20101030;2063-2068 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106248324A (en) | 2016-12-21 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| US11634987B2 (en) | Safety early warning method and device for full-section tunneling of tunnel featuring dynamic water and weak surrounding rock | |
| CN108763711B (en) | Permeability prediction method based on rock core scanning image block numerical simulation | |
| CN105136054B (en) | The fine deformation monitoring method of structures and system based on Three Dimensional Ground laser scanning | |
| CN105466790A (en) | Evaluation method of shear strength of rock structural surface with anisotropic characteristics | |
| Omidvar et al. | Image-based Lagrangian analysis of granular kinematics | |
| Du et al. | Comparison between empirical estimation by JRC-JCS model and direct shear test for joint shear strength | |
| KR101974746B1 (en) | Method for measuring displacement in shore protection structure using Drone | |
| CN102096944A (en) | Cloud recognition method of three-dimensional laser scanning point in geological body structural plane | |
| CN105606513B (en) | Determine the method for crack rock permeability and porosity to effective stress sensitivity | |
| CN105510207A (en) | Method for determining sensitivity of crack rock mass permeability in all directions to porosity | |
| CN108918829A (en) | One kind being based on morphologic simulation numeral rock core microdeformation method and device | |
| CN106248324B (en) | The determination method for weak structural face intensive parameter of growing up | |
| CN103542820A (en) | Method for detecting smoothness of inner surfaces of wind tunnels | |
| Li et al. | An experimental method to visualize shear-induced channelization of fluid flow in a rough-walled fracture | |
| CN110363855B (en) | Rock-fill dam transparentization modeling method | |
| CN115690354A (en) | Shallow tunnel construction dynamic control method based on three-dimensional live-action numerical analysis | |
| Liu et al. | Concrete surface damage volume measurement based on three-dimensional reconstruction by smartphones | |
| RU2565325C2 (en) | Geological process simulation | |
| Buyer et al. | Extraction of discontinuity orientations in point clouds | |
| CN108520271A (en) | Submarine geomorphy type sorter design method based on factorial analysis | |
| CN105651964B (en) | A kind of method for determining Investigation of Representative Elementary Volume For Fractured Rock Mass product | |
| CN116612245B (en) | Beach topography construction method, system and storage medium based on video image | |
| Salah | Geostatistical analysis of groundwater levels in the south Al Jabal Al Akhdar area using GIS | |
| CN114969861A (en) | Method for finely identifying large-scale rock mass structure and acquiring size effect parameters | |
| Fayek et al. | A least square optimization approach for determining the soil boundary and absolute volume of unsaturated soils |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |