CN102094411B - Stability and pore pressure control technology for loess-substrate waste dump - Google Patents
Stability and pore pressure control technology for loess-substrate waste dump Download PDFInfo
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- CN102094411B CN102094411B CN 201010580082 CN201010580082A CN102094411B CN 102094411 B CN102094411 B CN 102094411B CN 201010580082 CN201010580082 CN 201010580082 CN 201010580082 A CN201010580082 A CN 201010580082A CN 102094411 B CN102094411 B CN 102094411B
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Abstract
The invention relates to a stability and pore pressure control method for a loess-substrate waste dump. A loess substrate of a waste dump is provided with a water insulating layer; a saturated aqueous loess substrate on the water insulating layer forms an evolution weak layer to constitute a potential slope sliding surface under the condition of rainfall or other replenishment; and the sliding surface is confirmed according to a geological exploration result. The stability and pore pressure control method is characterized in that by aiming at a selected profile, the pore pressure u which is equal to CeDt is solved by fitting according to soil mechanics indoor test and field hydraulic gage monitoring in the waste dump, and pore pressure dissipating time t is equal to D01nu+C0; a dynamic stability coefficient Kd is confirmed for decisions on waste disposal or waste disposal control; a quantitative analysis method is provided for the stability control method for the loess-substrate waste dump so as to realize waste disposal engineering advancing by areas, waste disposal strength control and pore water pressure and slope displacement monitoring; a pore water pressure control method is used to ensure that the waste dump is stable and the waste disposal capacity and the waste disposal strength of the waste dump is improved to the greatest extent at the same time; and the stability and pore pressure control method is suitable for a design phase and a construction or use phase of a loess-substrate waste dump with the evolution weak layer.
Description
Technical field
The present invention relates to opencut refuse dump Stability Control technology, particularly loess substrate refuse dump stability control method relates in particular to a kind of loess substrate refuse dump stability hole pressure-controlled method.
Background technology
About loess substrate refuse dump stability control method, there are utilization numerical simulation method and limit equilibrium method slope stability to be carried out the technology report of sunykatuib analysis and evaluation at present.Simultaneously; " geology comment " 1995 as far back as nineteen ninety-five; " the microstructure evolution of An Taibao open coal mine refuse dump substrate loess and the formation mechanism of weak layer " paper publishing is arranged in 41 (6) the .571-576 pages or leaves; Wherein according to refuse dump substrate loess clay mineral composition and microstructure and microstructure change research under the classification load thereof, draw weak layer in the local area refuse dump substrate loess and be by on cover a little less than the evolution that the casting compacting forms layer.This weak layer did not still exist before piling up casting, had disguise.But in refuse dump design and estimation of stability; Must consider the material impact of the formation of weak layer after casting increases to certain altitude to refuse dump stability; The mechanics parameter of weak layer and the normal loess at other position are distinguished use, otherwise will have great landslide hidden danger.The formation condition of weak layer can be confirmed through microstructure study under the classification load and the analysis of physical and mechanical experiment way of combining.But the concrete quantitative technique introduction that relates to loess substrate refuse dump stability hole pressure-controlled technology is not arranged." geological disaster and environmental protection " 1998 in 1998; " research method of loess substrate structure stability of slope " paper publishing is arranged in 9 (4) the .16-20 pages or leaves; Wherein have loess to carry the formation rule of back " weak layer develops ", fundamental mode landslide, ground, loess substrate refuse dump pattern is introduced." safety of coal mines " 2003 in 2003; 34 (B09); " control technology is stablized in the engineering properties and the opencut refuse dump of load loess body " paper publishing is arranged in the 116-121 page or leaf; Wherein, the engineering properties and the evolution rule of the load soil body have been carried out deep research through to the failure mechanism analysis of An Taibao opencut loess substrate refuse dump imperial scale landslide.The notion of layer a little less than the soil body develops has been proposed.The fixed effect and the intensity sudden change mechanism of the load soil body have been analyzed; Proved the technical know-how foundation of the stable control in refuse dump.Below all do not realize relevant for the quantitative exercisable technology of loess substrate refuse dump Stability Control.Stability control method problem targetedly strong or quantification difficult in existing loess substrate refuse dump exists, and causes and guarantees loess substrate refuse dump stability effectively during control and the casting capacity reduces, and the casting capacity increases and stability can not guarantee.Guarantee casting capacity and casting intensity when can not realize guaranteeing stability.
Summary of the invention
In order to overcome the problem of the strong or quantification difficult of existing loess substrate refuse dump stability control method specific aim, the present invention provides a kind of loess substrate refuse dump stability hole pressure-controlled method.When guaranteeing loess substrate refuse dump stability, realization guarantees casting capacity and casting intensity.
The present invention's technical scheme that is adopted of dealing with problems is: a kind of loess substrate refuse dump stability hole pressure-controlled method; The loess substrate has water barrier in the refuse dump, and under rainfall or other nourishment conditions, the substrate of saturated aqueous loess forms the potential side slope sliding surface of weak layer formation that develops on the water barrier; The result confirms sliding surface according to geological prospecting; It is characterized in that: to selected section, according to the on-the-spot hydraulic gage monitoring of soil mechanics laboratory test and refuse dump, pore pressure u=Ce is tried to achieve in match
Dt, pore pressure dissipation time t=D
0Lnu+C
0, confirm the dynamic stability COEFFICIENT K
d
Work as K
d＞1 o'clock, all casting steps of this section continued casting.
Work as K
d＞1 o'clock, K
dBig more, casting intensity is bigger or increase casting section is high; K
dLess, casting intensity is less relatively or reduction casting section is high, realizes segmentation casting or casting strength control.
Work as K
d≤1 o'clock, the casting step of this section stopped casting, and under the moisture nourishment condition that does not change the weak layer that develops, the oneself who stops the weak layer of casting wait evolution hydraulic pressure is dissipated.
Work as K
d≤1 o'clock, the controlled reduction hydraulic pressure of the draining of drawing water or slot, monitoring hydraulic pressure, calculating K again
d, K
d＞1 o'clock, the casting step recovered the casting engineering; K
d≤1, the casting step of this section continues to stop casting.
Work as K
d≤1 o'clock, the K of other section
d＞1 o'clock, other section continued casting, realized that subregion advances, with the casting engineering constantly at K
d＞1 section carries out.
Work as K
d≤1 o'clock; Dig the infiltration ditch and insert large rock mass in the weak layer of evolution at the construction refuse dump initial stage; The moisture infiltration ditch that passes through at any time in the layer a little less than developing is communicated with open drain discharge outside the refuse dump; Among the construction of refuse dump, on top, refuse dump open drain draining outside the refuse dump is set, reduces pore water pressure, raising possibly form the soil body mechanical strength of the weak layer that develops.
Work as K
d≤1 o'clock, monitoring slope displacement, slope displacement acceleration stopped all casting engineerings greater than zero the time.
The invention has the beneficial effects as follows: of the present inventionly be embodied as loess substrate refuse dump stability control method quantitative analysis method is provided; Guarantee the casting capacity when guaranteeing loess substrate refuse dump stability; The propelling of casting engineer district, casting strength control, pore water pressure and slope displacement monitoring have been realized; The refuse dump forms the initial stage and in the weak layer that develops, digs the infiltration ditch, and moisture in the weak layer that develops is communicated with refuse dump outer open drain discharge through the infiltration ditch at any time, and open drain draining outside the refuse dump is set on top, refuse dump among the construction of refuse dump; Reduce pore water pressure; Raising possibly form the soil body mechanical strength of the weak layer that develops, and with control pore water pressure method, guarantees the stable casting capacity and the casting intensity of refuse dump of at utmost improving simultaneously in refuse dump.
Description of drawings
Below in conjunction with accompanying drawing and embodiment the present invention is further specified.
1.T in the accompanying drawing
Anti-1---tension is destroyed resistance, 2.T
Anti-2---the weak layer sliding resistance of developing, 3.T
Anti-3---break the bevel friction resistance, 11. develop weak layer, 12. gliding masses, 14. sliding surfaces, 15. casting steps.
Fig. 1 the present invention schematic diagram that comes down;
The saturated loess pore pressure dissipation of Fig. 2 original state of the present invention rule figure.
The specific embodiment
Embodiment one, referring to Fig. 1, and Fig. 2, table 1; Table 2, a kind of loess substrate refuse dump stability hole pressure-controlled method, the loess substrate has water barrier in the refuse dump; Under rainfall or other nourishment conditions, the substrate of saturated aqueous loess forms the potential side slope sliding surface 14 of weak layer 11 formation that develops on the water barrier, confirms the sliding surface possible position according to the geological prospecting result; To selected section, according to the on-the-spot hydraulic gage monitoring of soil mechanics laboratory test and refuse dump, pore pressure u is tried to achieve in match.
u＝Ce
Dt
Wherein in the following formula: u---pore pressure, kPa;
T---pore pressure dissipation time, min;
C---pore pressure dissipation relevant parameter;
D---pore pressure dissipation relevant parameter.
A, B, C, D---pore pressure dissipation relevant parameter; Under the different confined pressure situation, measure soil sample pore water pressure rule over time, adopt least squares theory; With the table of measured data table 1 1., table 2., table 3., 4. table be basic parameter, approaches the match gained.Specifically in the Excel form, realize, measured data is imported in the Excel form, choose data, insert scatter diagram, choose in the drawings a little, right button adds Trendline, and regression analysis type selecting index in the Trendline option selects to show formula.U=Ce among the figure (a) of acquisition Fig. 2, figure (b), figure (c), the figure (d)
DtFormula; Regression analysis type selecting power function in the Trendline option selects to show formula.D among the figure (a) of acquisition Fig. 2, figure (b), figure (c), the figure (d)
c=Aln (t)+B formula; Determine A, B, C, four parameters of D simultaneously, referring to table 2.
The loess soil sample is got at the scene, through laboratory test, records following each index.
Under the different confined pressures of table 1, the pore water pressure dissipation tables of data
1. when confined pressure is 100kPa, pore water pressure dissipation and time relation (σ value respective heights h=45m)
2. when confined pressure is 200kPa, pore water pressure dissipation and time relation (σ value respective heights h=90m)
3. when confined pressure is 300kPa, the dependency relation of pore water pressure dissipation and time (σ value respective heights h=135m)
4. when confined pressure is 400kPa, the dependency relation of pore water pressure dissipation and time (σ value respective heights h=180m)
Table 2 pore pressure dissipation relevant parameter (σ value respective heights h)
Pore pressure dissipation time t
t＝D
0lnu+C
0
Wherein in the following formula: t---pore pressure dissipation time, min;
D
0＝1/D；
C
0＝ln(C/D)；
D
0---be 1/D;
C
0---be ln (C/D).
Confirm the dynamic stability COEFFICIENT K
d
Wherein in the following formula: D
c=Aln (t)+B
D
c---dissipation degree, %;
K
d---the dynamic stability coefficient;
T
Anti----sliding resistance, kN;
T
Down---sliding force, kN;
T
Down=Wcos α
T
Anti-1---tension is destroyed resistance 1, kN;
The height of h---unit thickness, m;
T
Anti-1=h [σ]
T/ cos β
[σ]
T---tensile strength, kPa; Three soil mechanics tests according to enclosed pasture-mole criterion are confirmed;
T
Anti-2---the weak layer sliding resistance 2 of developing, kN;
T
Anti-2=α τ cos α
α---weak layer 11 horizontal length that develop, m;
τ---the shear strength of the weak layer that develops, kPa; The soil mechanics test is confirmed;
α---the angle of develop weak layer and horizontal plane, spend (°);
T
Anti-3---break bevel friction resistance 3, kN;
T
Anti-3=τ
SoilHsin β
τ
Soil---dump the shear strength of the material soil body, kPa; The soil mechanics test is confirmed;
The angle of β---sliding surface 14 and vertical direction, degree (°);
τ
0---the shear strength when the weak layer soil body that develops is not moisture, kPa;
T---pore pressure dissipation time, min;
A, B---pore pressure dissipation relevant parameter;
W---gliding mass 12 gravity, kN.
Work as h=138m, [σ]
T=153.764kPa, a=240m, τ
0=66.835kPa, D
c=97.73%, α=7 °, β=34 °, τ
Soil=192.205kPa is during W=54880kN, with asking K
dFormula calculates
K
d=1.152＞1, all casting steps of this section continue casting, K
dBigger, casting intensity can be bigger, realizes the casting strength control.
Embodiment two, referring to accompanying drawing 1, and Fig. 2, table 1, theory and formula among table 2 and the embodiment one are worked as h=138m, [σ]
T=153.764kPa, a=240m, τ
0=66.835kPa, D
c=97.73%, α=7 °, β=34 °, τ
Soil=192.205kPa during W=64836.8kN, has quite increased the casting amount.With asking K
dFormula calculates
K
d=0.975＜1, the casting step of this section stops casting.
K
d=0.975＜1, the casting step of this section stops casting, the controlled reduction hydraulic pressure of the draining of drawing water or slot, monitoring hydraulic pressure, calculating K again
d, K
d＞1 o'clock, the casting step recovered the casting engineering; K
d≤1, the casting step of this section continues to stop casting.
K
d=0.975＜1, the casting step of this section stops casting, and methods such as satellite fix GPS or inclinometer monitorings slope displacement, slope displacement acceleration stop all casting engineerings greater than zero the time.
K
d=0.975＜1, the casting step of this section stops casting, the K of other section
d＞1 o'clock, other section continued casting, realized that subregion advances, with the casting engineering constantly at K
d＞1 section carries out.
K
d=0.975＜1, landslide hazard is arranged, therefore; During design; Developing and dig the infiltration ditch and insert large rock mass in the weak layer building the refuse dump initial stage, moisture in the weak layer that develops is being communicated with refuse dump outer open drain discharge through the infiltration ditch at any time, open drain draining outside the refuse dump is being set on top, refuse dump among the construction of refuse dump; Reduce pore water pressure, raising possibly form the soil body mechanical strength of the weak layer that develops.Guarantee the stability of slope of loess substrate refuse dump, obtain bigger casting intensity and casting capacity.
K
d=0.975＜1, can reduce casting step 15 height, calculating Ks again
d, determine whether to continue casting or take non-skid feature etc.
Embodiment three, referring to accompanying drawing 1, and Fig. 2, table 1, theory and formula among table 2 and the embodiment one are worked as h=138m, [σ]
T=153.764kPa, a=240m, τ
0=66.835kPa, D
c=43.07%, quite pore pressure increases, α=7 °, β=34 °, τ
Soil=192.205kPa is during W=54880kN, with asking K
dFormula calculates
K
d=0.992＜1, adopt with control measure identical among the embodiment two.Particular content slightly.
The scope of application of a kind of loess substrate of the present invention refuse dump stability hole pressure-controlled method is 1. design stage in the refuse dump: at first confirm loess substrate refuse dump develop weak layer position and possibility sliding surface according to the geological prospecting result; Suppose the casting height of refuse dump, adopt the relevant technologies index of identical or close refuse dump to calculate acquisition u=Ce
DtAnd t=D
0Lnu+C
0After, to K
dAfter the calculating, confirm the parameter of refuse dump and the method for control pore water pressure; 2. construction or operational phase are at first confirmed evolution weak layer position, loess substrate refuse dump and possibility sliding surface according to the geological prospecting result in the refuse dump, confirm the casting height of refuse dump, and the relevant technologies index of use monitoring is calculated and obtained u=Ce
DtAnd t=D
0Lnu+C
0After, to K
dAfter the calculating, confirm refuse dump casting intensity and casting capacity.Realization is to the segmentation casting of loess substrate refuse dump, control intensity, and subregion advances, adjustment program, monitoring, the stable control that increases capacity.
Claims (11)
1. loess substrate refuse dump stability hole pressure-controlled method; The loess substrate has water barrier in the refuse dump, and under rainfall or other nourishment condition, the substrate of saturated aqueous loess forms the potential side slope sliding surface of weak layer formation that develops on the water barrier; The result confirms sliding surface according to geological prospecting; Be characterised in that: to selected section, according to the on-the-spot hydraulic gage monitoring of soil mechanics laboratory test and refuse dump, pore pressure u=Ce is tried to achieve in match
Dt, pore pressure dissipation time t=D
0Lnu+C
0, confirm the dynamic stability COEFFICIENT K
d
In the above formula: u---pore pressure, kPa;
T---pore pressure dissipation time, min;
C---pore pressure dissipation relevant parameter;
D---pore pressure dissipation relevant parameter;
D
0＝1/D；
C
0＝ln(C/D)；
D
c＝Aln(t)+B
D
c---dissipation degree, %;
K
d---the dynamic stability coefficient;
T
Anti----sliding resistance, kN;
T
Down---sliding force, kN;
T
Down=Wcos α
T
Anti-1---tension is destroyed resistance (1), kN;
The height of h---unit thickness, m;
T
Anti-l=h [σ]
T/ cos β
[σ]
T---tensile strength, kPa; Three soil mechanics tests according to enclosed pasture-mole criterion are confirmed;
T
Anti-2---the weak layer sliding resistance (2) of developing, kN;
T
Anti-2=α τ cos α
α---weak layer (11) horizontal length that develop, m;
τ---the shear strength of the weak layer that develops, kPa; The soil mechanics test is confirmed;
α---the angle of develop weak layer and horizontal plane, spend (°);
T
Anti-3---break bevel friction resistance (3), kN;
T
Anti-3=τ
SoilHsin β
τ
Soil---dump the shear strength of the material soil body, kPa; The soil mechanics test is confirmed;
The angle of β---sliding surface (14) and vertical direction, degree (°);
τ
0---the shear strength when the weak layer soil body that develops is not moisture, kPa;
A, B---pore pressure dissipation relevant parameter;
W---gliding mass (12) gravity, kN
Work as K
d＞1 o'clock, all casting steps of this section continued casting; Work as K
d≤1 o'clock, the casting step of this section stopped casting, and under the moisture nourishment condition that does not change the weak layer that develops, the oneself who stops the weak layer of casting wait evolution hydraulic pressure is dissipated.
2. a kind of loess substrate according to claim 1 refuse dump stability hole pressure-controlled method is characterised in that: work as K
d＞1 o'clock, K
dBig more, casting intensity is big more; K
dLess, casting intensity is less relatively, realizes segmentation casting or casting strength control.
3. a kind of loess substrate according to claim 1 refuse dump stability hole pressure-controlled method is characterised in that: work as K
d≤1 o'clock, the controlled reduction hydraulic pressure of the draining of drawing water or slot, monitoring hydraulic pressure, calculating K again
d, K
d＞1 o'clock, the casting step recovered the casting engineering; K
d≤1, the casting step of this section continues to stop casting.
4. a kind of loess substrate according to claim 3 refuse dump stability hole pressure-controlled method is characterised in that: work as K
d≤1 o'clock, the K of other section
d＞1 o'clock, other section continued casting, realized that subregion advances, with the casting engineering constantly at K
d＞1 section carries out.
5. a kind of loess substrate according to claim 4 refuse dump stability hole pressure-controlled method is characterised in that: work as K
d≤1 o'clock; Dig the infiltration ditch and insert large rock mass in the weak layer of evolution at the construction refuse dump initial stage; The moisture infiltration ditch that passes through at any time in the layer a little less than developing is communicated with open drain discharge outside the refuse dump; Among the construction of refuse dump, on top, refuse dump open drain draining outside the refuse dump is set, reduces pore water pressure, raising possibly form the soil body mechanical strength of the weak layer that develops.
6. a kind of loess substrate according to claim 3 refuse dump stability hole pressure-controlled method is characterised in that: work as K
d≤1 o'clock; Dig the infiltration ditch and insert large rock mass in the weak layer of evolution at the construction refuse dump initial stage; The moisture infiltration ditch that passes through at any time in the layer a little less than developing is communicated with open drain discharge outside the refuse dump; Among the construction of refuse dump, on top, refuse dump open drain draining outside the refuse dump is set, reduces pore water pressure, raising possibly form the soil body mechanical strength of the weak layer that develops.
7. a kind of loess substrate according to claim 1 refuse dump stability hole pressure-controlled method is characterised in that: work as K
d≤1 o'clock, the K of other section
d＞1 o'clock, other section continued casting, realized that subregion advances, with the casting engineering constantly at K
d＞1 section carries out.
8. a kind of loess substrate according to claim 7 refuse dump stability hole pressure-controlled method is characterised in that: work as K
d≤1 o'clock; Dig the infiltration ditch and insert large rock mass in the weak layer of evolution at the construction refuse dump initial stage; The moisture infiltration ditch that passes through at any time in the layer a little less than developing is communicated with open drain discharge outside the refuse dump; Among the construction of refuse dump, on top, refuse dump open drain draining outside the refuse dump is set, reduces pore water pressure, raising possibly form the soil body mechanical strength of the weak layer that develops.
9. a kind of loess substrate according to claim 1 refuse dump stability hole pressure-controlled method is characterised in that: work as K
d≤1 o'clock; Dig the infiltration ditch and insert large rock mass in the weak layer of evolution at the construction refuse dump initial stage; The moisture infiltration ditch that passes through at any time in the layer a little less than developing is communicated with open drain discharge outside the refuse dump; Among the construction of refuse dump, on top, refuse dump open drain draining outside the refuse dump is set, reduces pore water pressure, raising possibly form the soil body mechanical strength of the weak layer that develops.
10. according to claim 1 or 3 or 4 or 5 or 6 or 7 or 8 or 9 described a kind of loess substrate refuse dumps stability hole pressure-controlled method, be characterised in that: work as K
d≤1 o'clock, monitoring slope displacement, slope displacement acceleration stopped all casting engineerings greater than zero the time.
11. a kind of loess substrate according to claim 1 refuse dump stability hole pressure-controlled method is characterised in that: work as K
d＞1 o'clock, K
dBig more, it is high to increase the casting section; K
dLess, it is high to reduce the casting section, realizes segmentation casting or casting strength control.
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| CN102094411B true CN102094411B (en) | 2012-07-25 |
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Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN102444135B (en) * | 2011-12-02 | 2013-12-18 | 中钢集团马鞍山矿山研究院有限公司 | Combined mixed-discharge technology for mining barren rock soil and solidified tailings |
| CN103981877A (en) * | 2014-06-05 | 2014-08-13 | 煤炭科学技术研究院有限公司 | Discharging method for open pit coal mine with waste dump base under water immersion condition |
| CN105735238A (en) * | 2016-03-04 | 2016-07-06 | 太原钢铁(集团)有限公司 | Dump safety control method under collapsible loess foundation condition |
| CN105926644B (en) * | 2016-05-04 | 2018-12-04 | 何满潮 | A kind of list Steps Refuse Dump and its construction method |
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|---|---|---|---|---|
| CN1096837A (en) * | 1993-06-24 | 1994-12-28 | 陈国亮 | Fixed massif slide plane, the engineering method of raising skid resistance |
| CN101514553A (en) * | 2009-04-03 | 2009-08-26 | 重庆交通大学 | Soil slope stability analysis method based on limit equilibrium theory and stress analysis |
| CN101881025A (en) * | 2010-07-01 | 2010-11-10 | 中国水电顾问集团华东勘测设计研究院 | Design method for shallow-buried flexible anti-slide pile for deep covering layer slope retaining |
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| CN1096837A (en) * | 1993-06-24 | 1994-12-28 | 陈国亮 | Fixed massif slide plane, the engineering method of raising skid resistance |
| CN101514553A (en) * | 2009-04-03 | 2009-08-26 | 重庆交通大学 | Soil slope stability analysis method based on limit equilibrium theory and stress analysis |
| CN101881025A (en) * | 2010-07-01 | 2010-11-10 | 中国水电顾问集团华东勘测设计研究院 | Design method for shallow-buried flexible anti-slide pile for deep covering layer slope retaining |
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