CN106248324A - The determination method of weak structural face intensive parameter of growing up - Google Patents
The determination method of weak structural face intensive parameter of growing up Download PDFInfo
- Publication number
- CN106248324A CN106248324A CN201610543036.3A CN201610543036A CN106248324A CN 106248324 A CN106248324 A CN 106248324A CN 201610543036 A CN201610543036 A CN 201610543036A CN 106248324 A CN106248324 A CN 106248324A
- Authority
- CN
- China
- Prior art keywords
- test
- growing
- weak
- intensive parameter
- determination method
- 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.)
- Granted
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 method of weak structural face intensive parameter of growing up.It is an object of the invention to provide a kind of determination method of weak structural face intensive parameter of growing up, effectively to consider the structural plane fluctuating contribution to intensive parameter.The technical scheme is that by in-situ shear test inverting granule stream parameter, and by the space relief feature in three-dimensional digital camera technique collection excavation inner structure face, region, generate space curved surface, set up different size model, obtain the structural plane intensive parameter considering dimensional effect, effectively consider the structural plane fluctuating contribution to intensive parameter.
Description
Technical field
The present invention relates to a kind of determination method of weak structural face intensive parameter of growing up.
Background technology
Mark length is often risen and fallen with structural plane more than 100m, the relief height structural plane more than 10cm, its intensive parameter
Degree of Accord Relation is close, but for determining that the conventional magnetic shear of structural plane intensive parameter is tested, due to test typically have a size of 0.5m ×
0.5m, test result cannot reflect the contribution to intensive parameter of the structural plane relief feature.
Determine that structural plane intensive parameter relies primarily on two kinds of methods: (1) in-situ shear test at present；(2) empirical method, this
Two kinds of methods are applicable to the intensity estimation in III level or IV level structure face, structural plane fluctuating quantity thicker for structural plane charges
Bigger II level structure face, above two method, owing to cannot effectively consider the relief feature of structural plane, thus tends to low
Estimate the intensive parameter of weak structural face.
Summary of the invention
The technical problem to be solved in the present invention is: for the problem of above-mentioned existence, it is provided that one weak structural face of growing up is strong
Degree determination method for parameter, effectively to consider the structural plane fluctuating contribution to intensive parameter.
The technical solution adopted in the present invention is: a kind of determination method of weak structural face intensive parameter of growing up, its feature
It is that step is as follows:
A, for exposing the weak structure of growing up on earth's surface, using manual measurement method to obtain, structural plane appears plays volt
Levy；
Grow up in b, excavation certain area the country rock of weak structure side；
C, the space relief feature in employing three-dimensional digital camera technique collection excavation inner structure face, region, generate space bent
Face；
The structural plane roughness that d, contrast hand dipping and three-dimensional digital camera technique gather, if roughness discrepancy is less than 2,
The space curved surface that then employing is generated is as the basis of subsequent analysis；If roughness discrepancy is more than 2, then need again to select three-dimensional
The region of digital photographing, and again measure, until the two roughness discrepancy is less than 2；
E, for growing up, weak structure carries out in-situ shear test, it is thus achieved that the cohesive strength of structural plane and angle of friction；
F, use granule stream method according to on-the-spot structural plane form and in-situ shear test achievement, simulation shear examination,
The cohesive strength of the structural plane obtained by identical in-situ shear test and angle of friction, be finally inversed by the granule stream ginseng of weak charges
Number；
G, the space curved surface generated is carried out in the horizontal direction vertical section, generate two dimensional slice；
H, according to two dimensional slice generate sizes test model, and use inverting weak charges granule stream ginseng
Number, carries out the numerical value shearing test of different size test model, it is thus achieved that the shear displacemant-shear stress curve of different size test,
And obtain the cohesive strength under each test size condition and angle of friction；
I, by under the conditions of different size in step h obtain cohesive strength and angle of friction achievement be depicted as chart, the most horizontal seat
Mark uses tests size, and vertical coordinate uses cohesion and angle of friction, when using negative exponent matching to obtain test a size of infinity
Cohesion and angle of friction, as the intensive parameter of weak structural face of growing up.
In step e, the multiple typical parts of on-the-spot selection carry out in-situ shear test；
If the cohesive strength between multiple typical parts and angle of friction difference are less than or equal to cohesive strength and the friction of typical parts
The 15% of angle meansigma methods, then take the foundation that this meansigma methods is granule stream inverting.
Step b is excavated region more than 15m × 15m；The space curved surface area that step c generates is more than 12m × 12m.
In step e, the test confined pressure of in-situ shear test is 0MPa～3MPa；In step h, the confined pressure of numerical value shearing test is
0MPa～3MPa.
The test of in-situ shear test a size of 0.5m × 0.5m in step e.
In step h, the size of test model includes 0.5m, and 1m, 2m, 3m, 4m, 5m, 6m, 7m, 8m are until 12m.
Step b uses the mode of fine explosion to excavate.
The invention has the beneficial effects as follows: the present invention passes through in-situ shear test inverting granule stream parameter, and by three dimensions
Code camera technique gathers the space relief feature of structural plane, sets up different size model, it is thus achieved that consider the structural plane of dimensional effect
Intensive parameter, effectively considers the structural plane fluctuating contribution to intensive parameter.
Accompanying drawing explanation
Fig. 1 is weak structural face schematic diagram of growing up.
Fig. 2 is excavation country rock schematic diagram.
Fig. 3 is shearing test schematic diagram.
Fig. 4 is test size and angle of friction graph of a relation.
Detailed description of the invention
The present embodiment is a kind of determination method of weak structural face intensive parameter of growing up, and specifically comprises the following steps that
A, weak structural face of growing up for required research, choose the structural plane 1 exposing earth's surface no less than 10m length in the wild
(Fig. 1) manual measurement method, is used to obtain relief feature and the filling thickness of structural plane 1, it is desirable to certainty of measurement is not less than 1cm.
B, as in figure 2 it is shown, select suitable position in the structural plane 1 exposing earth's surface, excavates the country rock of structural plane 1 side
2, and guarantee that the rolling shape of structural plane 1 is not damaged, it is desirable to excavation region is not less than 15m × 15m (L1 > 15), it is desirable to explosion
Process can not affect the space rolling shape of the weak structure of knot, after explosion, with the weak charges of high pressure water washing structural plane 1.
C, employing three-dimensional digital camera technique, be acquired the space relief feature of structural plane 1, generate not less than 12m
The space curved surface of × 12m.
Structural plane 1 roughness that d, contrast hand dipping and three-dimensional digital camera technique collection generate；If roughness discrepancy
Less than 2, then the achievement of explanation three-dimensional digital collection has good credibility, uses the space curved surface generated as follow-up point
The basis of analysis；
E, for weak structural face of growing up, on-the-spot select 3 typical parts, for each typical parts carry out 5 groups on-the-spot
Shearing test (see Fig. 3), test size 0.5m × 0.5m (L2=0.5m in Fig. 3)；Test confined pressure scope 0MPa～3MPa, and obtain
Obtain the shear strength (cohesion and angle of friction) of the structural plane of 3 typical parts.Fluctuating after test, to testing position structural plane
Feature carries out fine sketch, it is thus achieved that its space relief feature, and requires that error is not less than 1cm.If the shearing of 3 typical parts
Strength difference is less than the 15% of the meansigma methods of the shear strength of 3 typical parts, then take this meansigma methods as follow-up granule stream
The foundation of inversion method.
F, the in-situ shear test of employing granule stream method simulation 0.5m × 0.5m, it is desirable to volt is played in the space of numerical experimentation
Levy consistent with in-situ shear test, and under the conditions of the confined pressure of 0MPa～3MPa, by the average of 3 typical parts that coincide
Shear strength, is finally inversed by the granule stream parameter of weak charges.
G, the space curved surface generated is carried out in the horizontal direction vertical section, generate two dimensional slice；
H, according to the two dimensional slice generated, generate various sizes of test model, test size includes 0.5m, 1m, 2m,
3m, 4m, 5m, 6m, 7m, 8m, until 12m, use the granule stream parameter of the weak charges of inverting, carry out different size structural plane 1
Numerical value shearing test, each size carries out 5 groups of tests, confined pressure 0MPa of numerical value shearing test～3MPa, it is thus achieved that different size
Shear displacemant-shear stress the curve of test, and obtain cohesion and the angle of friction of structural plane 1 under each test size condition.
I, by under the conditions of different size in step h obtain cohesive strength and angle of friction achievement be depicted as chart, the most horizontal seat
Mark uses test size, and vertical coordinate uses cohesion and angle of friction (such as Fig. 4), use negative exponent matching obtain test a size of without
Cohesion time the biggest and angle of friction, as the intensive parameter of weak structural face of growing up.
Claims (7)
1. the determination method of a weak structural face intensive parameter of growing up, it is characterised in that step is as follows:
A, for exposing the weak structure of growing up on earth's surface, use manual measurement method to obtain the relief feature that structural plane is appeared；
Grow up in b, excavation certain area the country rock of weak structure side；
C, the space relief feature in employing three-dimensional digital camera technique collection excavation inner structure face, region, generate space curved surface；
The structural plane roughness that d, contrast hand dipping and three-dimensional digital camera technique gather, if roughness discrepancy is less than 2, then adopts
With the space curved surface generated as the basis of subsequent analysis；If roughness discrepancy is more than 2, then need again to select three-dimensional digital
The region of photograph, and again measure, until the two roughness discrepancy is less than 2；
E, for growing up, weak structure carries out in-situ shear test, it is thus achieved that the cohesive strength of structural plane and angle of friction；
F, employing granule stream method, according to on-the-spot structural plane form and in-situ shear test achievement, simulation shear examination, are passed through
The cohesive strength of the structural plane that the in-situ shear test that coincide obtains and angle of friction, be finally inversed by the granule stream parameter of weak charges；
G, the space curved surface generated is carried out in the horizontal direction vertical section, generate two dimensional slice；
H, generate the test model of sizes according to two dimensional slice, and use the granule stream parameter of the weak charges of inverting,
Carry out the numerical value shearing test of different size test model, it is thus achieved that the shear displacemant-shear stress curve of different size test, and obtain
Obtain the cohesive strength under each test size condition and angle of friction；
I, by under the conditions of different size in step h obtain cohesive strength and angle of friction achievement be depicted as chart, wherein abscissa is adopted
With test size, vertical coordinate employing cohesion and angle of friction, negative exponent matching is used to obtain sticking when testing a size of infinitely great
Poly-power and angle of friction, as the intensive parameter of weak structural face of growing up.
The determination method of weak structural face intensive parameter of growing up the most according to claim 1, it is characterised in that: in step e
The multiple typical parts of on-the-spot selection carry out in-situ shear test；
If the cohesive strength between multiple typical parts and angle of friction difference are put down less than or equal to cohesive strength and the angle of friction of typical parts
The 15% of average, then take the foundation that this meansigma methods is granule stream inverting.
The determination method of weak structural face intensive parameter of growing up the most according to claim 1, it is characterised in that: in step b
Excavation region is more than 15m × 15m；The space curved surface area that step c generates is more than 12m × 12m.
The determination method of weak structural face intensive parameter of growing up the most according to claim 1, it is characterised in that: in step e
The test confined pressure of in-situ shear test is 0MPa～3MPa；In step h, the confined pressure of numerical value shearing test is 0MPa～3MPa.
The determination method of weak structural face intensive parameter of growing up the most according to claim 2, it is characterised in that: in step e
The test of in-situ shear test a size of 0.5m × 0.5m.
The determination method of weak structural face intensive parameter of growing up the most according to claim 2, it is characterised in that: in step h
The size of test model includes 0.5m, and 1m, 2m, 3m, 4m, 5m, 6m, 7m, 8m are until 12m.
The determination method of weak structural face intensive parameter of growing up the most according to claim 1, it is characterised in that: step b is adopted
Excavate by 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 true CN106248324A (en) | 2016-12-21 |
| CN106248324B 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) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111366475A (en) * | 2020-03-25 | 2020-07-03 | 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 |
| CN111854551A (en) * | 2020-09-07 | 2020-10-30 | 嵩县前河矿业有限责任公司 | Micro-disturbance non-cutting 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 |
|---|
| 刘明维等: ""岩质边坡结构面抗剪强度参数的实用确定方法研究"", 《工程勘察》 * |
| 张传庆: ""深部试验隧洞围岩脆性破坏及数值模拟"", 《岩石力学与工程学报》 * |
| 张发明等: ""岩体与锚固体检粘结强度的确定"", 《岩土力学》 * |
| 赵志明等: ""杭长铁路红砂岩岩体结构面强度参数取值研究"", 《水文地质工程地质》 * |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111366475A (en) * | 2020-03-25 | 2020-07-03 | 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 |
| 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 |
| CN111854551A (en) * | 2020-09-07 | 2020-10-30 | 嵩县前河矿业有限责任公司 | Micro-disturbance non-cutting blasting method |
| 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 |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106248324B (en) | 2018-08-31 |
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 | |
| CN109035224B (en) | Submarine pipeline detection and three-dimensional reconstruction method based on multi-beam point cloud | |
| CN105466790B (en) | A kind of rock structural face shear strength appraisal procedure of anisotropic character | |
| Du et al. | Comparison between empirical estimation by JRC-JCS model and direct shear test for joint shear strength | |
| CN113566894B (en) | Geological disaster monitoring method, system, terminal and medium based on Internet of things | |
| CN107909255B (en) | Cloud model-based curtain grouting effect fuzzy comprehensive evaluation method | |
| CN110363855B (en) | Rock-fill dam transparentization modeling method | |
| CN103883322A (en) | Shale gas reservoir stratum exploration method and device | |
| EP3748087A3 (en) | Method for measuring amount of soil in bucket during excavation of excavator | |
| CN106248324A (en) | The determination method of weak structural face intensive parameter of growing up | |
| CN111739149B (en) | Oil-water distribution continuity restoration method for rock CT scanning image | |
| Buyer et al. | Extraction of discontinuity orientations in point clouds | |
| CN114488300B (en) | Post-processing method of disposable LADCP ocean current profile observation data | |
| CN110377935B (en) | Method for predicting change of excess pore water pressure along depth of soil body around pile in pile sinking process | |
| CN111104746A (en) | River flood beach elevation determination method based on wavelet analysis | |
| CN110222368B (en) | Method for calculating three-dimensional porosity and permeability of rock core by using two-dimensional slice | |
| CN106443782B (en) | A kind of tomography and fracture development density, uniformity and assemble pattern evaluation method | |
| CN102562051A (en) | Method for processing original data of gas survey chart | |
| CN113777654B (en) | Sea water speed modeling method based on first arrival wave travel time chromatography by accompanying state method | |
| CN105138836A (en) | Method for acquiring grout injection rate in grouting engineering operation | |
| CN113536992B (en) | Rock mass shallow structure surface identification method, equipment and readable storage medium | |
| Tian et al. | Large deformation finite element analysis of offshore penetration tests | |
| CN104280060A (en) | Method and device for measuring shape of mooring foundation installation mooring rope in seabed soil | |
| Fayek et al. | A least square optimization approach for determining the soil boundary and absolute volume of unsaturated soils | |
| Ueltzhöffer et al. | Distribution of air bubbles in the EDML and EDC (Antarctica) ice cores, using a new method of automatic image analysis |
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 |