CN102194251A - Technology for controlling deformation of slope rock mass - Google Patents
Technology for controlling deformation of slope rock mass Download PDFInfo
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- CN102194251A CN102194251A CN 201110120592 CN201110120592A CN102194251A CN 102194251 A CN102194251 A CN 102194251A CN 201110120592 CN201110120592 CN 201110120592 CN 201110120592 A CN201110120592 A CN 201110120592A CN 102194251 A CN102194251 A CN 102194251A
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- deformation
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Abstract
The invention provides a technology for controlling deformation of a slope rock mass and solves the problem on the critical excavating width due to a three-dimensional slope effect generated by slope strip mining, a slope stability coefficient calculation formula taking the three-dimensional slope effect into consideration is provided, and thereby the slope deformation can be reduced and the stability of the slope is improved by a three-dimensional deformation control method and the aim of safely producing is achieved.
Description
Technical field
The present invention relates to the Geotechnical Engineering field, relate in particular to slope project, be specifically related to slope rock mass distortion a kind of control technology.
Background technology
At present, existing and once had about slope rock mass Deformation Control technology, as the prediction of 3 D deformation and computer software simulation etc., all rock mass 3 D deformation formula there are good reference and prograding, a lot of scholars also make quantitative more accurately analysis to the rock mass 3 D deformation and are making great efforts, and have also proposed the outstanding technology of many outstanding slope rock mass Deformation control.
But they also have its weak point, such as: do not provide the critical exploitation width that slope rock mass produces 3 D deformation; Do not provide slope rock mass with exploitation wide variety, the rate of deformation size at the bottom of its rock; Do not provide the concrete slope stability coefficient formulas under consideration 3 D deformation effect.
Summary of the invention
The purpose of this invention is to provide a kind of slope rock mass Deformation Control technology, can utilize the stability coefficient formula of three-dimensional slope deforming,, guarantee the safety of side slope to reduce the slope deformation value by the excavation width of control slope rock mass.
The technology of the present invention has been made following technical scheme for achieving the above object:
1. present technique has determined that the exploitation width is less than just belonging to three-dismensional effect for the distortion of the banded exploitation of 110m bottom land.
Distortion is with the exploitation wide variety at the bottom of the rock, and its deformation characteristics is: the substrate slope deforming is very little when local band shape is exploited control technology excavation width 10m, afterwards along with the approximate linear increment that is of the increase of excavation width; When belt road excavation width reached 50m, the rate of deformation increment tapered off, and promptly deformation curve is become the separation of notching curve by near linear; Afterwards along with the gesture that tapers off of increase rate of deformation of excavation width; The deformation values ascending rate is very little when the excavation width reaches 90m; When the excavation width reached 110m, it is maximum that deformation values reaches, excavation deformation value inconvenience substantially again.Illustrate that thus 110m is the critical point of three-dismensional effect and plane effect, belong to plane problem during greater than 110m, belong to three-dismensional effect during less than 110m.
2. the technology of the present invention has proposed to consider the slope stability coefficient formulas of 3 D deformation effect.
When three-dimensional slope excavating length during less than 110m, the stability of slope coefficient can reduce by proportion of deformation.As to excavate length be 1.0 less than the stability coefficient of 110m side slope, and then the stability coefficient computing formula of three-dimensional side slope is:
F＝F
40+F
40(1-n) (1)
In the formula, F---be the stability coefficient on the banded side slope any width slope end (being three-dimensional side slope);
F
40---be that plane side slope slope angle is 40 ° a stability coefficient;
N---be the scale-up factor of limit side slope length (the being the plane side slope) distortion of the deflection of the excavation length of any three-dimensional side slope and three-dismensional effect
3. can pass through present technique during the local banded exploitation of rock mass, control its exploitation width, utilize the computing formula of the stability of slope property coefficient of considering the 3 D deformation effect, reducing slope deforming, raising slope stability, thereby reach the purpose of safety in production.
Description of drawings
Fig. 1 is numerical simulation analysis figure of the present invention;
Fig. 2 calculates synoptic diagram for bottom land of the present invention with the deformation rule and the linear interpolation of excavation width;
Embodiment
Below in conjunction with accompanying drawing, can reduce slope deforming to present technique, improve slope stability and be described further.
The technology of the present invention has adopted 3d-σ software to carry out the D elastic-plastic numerical simulation analysis, side slope numerical model size: width (along the side slope trend) 4830m, be inclined to long 400m, high 220m.Its numerical simulation result sees the following form:
Table 1 numerical simulation is along x direction numerical value simulated data
Local banded exploitation control technology bottom land shift value of table 2 and the ratio that excavates width 110m shift value
Data as can be seen thus: the side slope substrate deformation is very little when local banded exploitation control technology excavation width is 10m, afterwards along with the approximate linear increment that is of the increase side slope substrate deformation of excavation width; When belt road excavation width reached 50m, substrate slope deforming rate increment tapered off, and promptly deformation curve is become the separation of notching curve by near linear; Afterwards along with the gesture that tapers off of increase substrate slope deforming speed of excavation width; Substrate slope deforming value ascending rate is very little when the excavation width reaches 90m; When the excavation width reached 110m, it is maximum that substrate slope deforming value reaches, and excavates again, and deformation values is constant substantially.
If three-dimensional slope excavating length is during less than 110m, the stability of slope coefficient can reduce by proportion of deformation.As to excavate length be 1.0 less than the stability coefficient of 110m side slope, and then the stability coefficient computing formula of three-dimensional side slope is:
F＝F
40+F
40(1-n)
In the formula, F---be the stability coefficient on the banded side slope any width slope end (being three-dimensional side slope);
F
40---be that plane side slope slope angle is 40 ° a stability coefficient;
N---be the scale-up factor of limit side slope length (the being the plane side slope) distortion of the deflection of the excavation length of any three-dimensional side slope and three-dismensional effect
For example: the stability of slope property coefficient was 1.0 when slope angle was 40 ° under the status condition that reaches capacity, and when slope angle is 40 ° but belong to three-dimensional excavation slope, when the length of three-dimensional excavation slope was 30m, its stability factor was 1.516, the following F of its computation process equally
40=1.0, n=0.484, then
F＝F
40°+F
40(1-n)＝1.0+(1-0.484)＝1.516
When the excavation length L of three-dimensional side slope=70m, the stability factor of three-dimensional side slope:
F＝F
40°+F
40(1-n)＝1.0+(1-0.962)＝1.038
Claims (2)
1. slope rock mass Deformation Control technology is characterized in that, this method comprises following content:
S1, the excavation width that has proposed local banded slope rock mass are during less than 110m, and the bottom land slope deforming belongs to the 3 D deformation effect, can be by stability of slope property coefficient control slope deformation, thus guarantee the safety of side slope.110m is the critical point of three-dismensional effect and plane effect, belongs to plane problem during greater than 110m, belongs to three-dismensional effect during less than 110m.
S2, when the excavation width of the banded slope rock mass in part was 10m, the substrate slope deforming was very little, and along with the increase of excavation width, substrate deformation is similar to and is linear increment afterwards; When the excavation width reached 50m, deformation curve became notching curve by near linear, and be the separation of rate of deformation this moment, afterwards the gesture that tapers off along with the increase rate of deformation of excavating width; Deformation values reaches maximum when the excavation width reaches 110m, and it is constant to increase excavation width deformation value again.
S3, when three-dimensional slope excavating length during less than 110m, the stability of slope coefficient can reduce by proportion of deformation.As to excavate length be 1.0 less than the stability coefficient of 110m side slope, and then the stability coefficient computing formula of three-dimensional side slope is:
F＝F
40+F
40(1-n) (1)
In the formula, F---be the stability coefficient on the banded side slope any width slope end (being three-dimensional side slope);
F
40---be that plane side slope slope angle is 40 ° a stability coefficient;
N---be the scale-up factor of limit side slope length (the being the plane side slope) distortion of the deflection of the excavation length of any three-dimensional side slope and three-dismensional effect.
2. the method for claim 1 is characterized in that, proposing the excavation width that local banded exploitation control technology produces three-dimensional side slope effect is 110m, and provide produce three-dimensional side slope effect the stability coefficient formula.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201110120592A CN102194251B (en) | 2011-05-11 | 2011-05-11 | Technology for controlling deformation of slope rock mass |
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| CN201110120592A CN102194251B (en) | 2011-05-11 | 2011-05-11 | Technology for controlling deformation of slope rock mass |
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| CN102194251A true CN102194251A (en) | 2011-09-21 |
| CN102194251B CN102194251B (en) | 2012-10-24 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103473810A (en) * | 2013-09-29 | 2013-12-25 | 北方工业大学 | Method for predicting side slope deformation |
| CN103488613A (en) * | 2013-09-29 | 2014-01-01 | 北方工业大学 | Integrated calculating method for strength of cataclastic rock masses |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US6694264B2 (en) * | 2001-12-19 | 2004-02-17 | Earth Science Associates, Inc. | Method and system for creating irregular three-dimensional polygonal volume models in a three-dimensional geographic information system |
| CN1546940A (en) * | 2003-12-10 | 2004-11-17 | 中国科学院武汉岩土力学研究所 | Three dimensional collinear measuring ring for drillhole inclination survey and axial deformation |
| CN201133883Y (en) * | 2007-11-14 | 2008-10-15 | 中国科学院武汉岩土力学研究所 | Deep borehole rock mass distortion tester |
| US20100128933A1 (en) * | 2008-11-24 | 2010-05-27 | Naum Derzhi | Method for determining properties of fractured rock formations using computer tomograpic images thereof |
-
2011
- 2011-05-11 CN CN201110120592A patent/CN102194251B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US6694264B2 (en) * | 2001-12-19 | 2004-02-17 | Earth Science Associates, Inc. | Method and system for creating irregular three-dimensional polygonal volume models in a three-dimensional geographic information system |
| CN1546940A (en) * | 2003-12-10 | 2004-11-17 | 中国科学院武汉岩土力学研究所 | Three dimensional collinear measuring ring for drillhole inclination survey and axial deformation |
| CN201133883Y (en) * | 2007-11-14 | 2008-10-15 | 中国科学院武汉岩土力学研究所 | Deep borehole rock mass distortion tester |
| US20100128933A1 (en) * | 2008-11-24 | 2010-05-27 | Naum Derzhi | Method for determining properties of fractured rock formations using computer tomograpic images thereof |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103473810A (en) * | 2013-09-29 | 2013-12-25 | 北方工业大学 | Method for predicting side slope deformation |
| CN103488613A (en) * | 2013-09-29 | 2014-01-01 | 北方工业大学 | Integrated calculating method for strength of cataclastic rock masses |
| CN103473810B (en) * | 2013-09-29 | 2016-03-02 | 北方工业大学 | A kind of Slope Deformation Prediction method |
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| CN102194251B (en) | 2012-10-24 |
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Granted publication date: 20121024 Termination date: 20130511 |