CN111881595B - Method for preventing and controlling soft fluid side slope effect collapse accident of dregs field - Google Patents
Method for preventing and controlling soft fluid side slope effect collapse accident of dregs field Download PDFInfo
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- 239000012530 fluid Substances 0.000 title claims abstract description 110
- 230000000694 effects Effects 0.000 title claims abstract description 32
- 238000000034 method Methods 0.000 title claims description 23
- 239000002689 soil Substances 0.000 claims abstract description 33
- 239000000463 material Substances 0.000 claims abstract description 8
- 230000002787 reinforcement Effects 0.000 claims abstract description 6
- 238000012986 modification Methods 0.000 claims abstract description 5
- 230000004048 modification Effects 0.000 claims abstract description 5
- 239000002893 slag Substances 0.000 claims description 25
- 230000009545 invasion Effects 0.000 claims description 4
- 239000004576 sand Substances 0.000 claims description 2
- 239000004575 stone Substances 0.000 claims description 2
- 239000011324 bead Substances 0.000 claims 1
- 238000004458 analytical method Methods 0.000 abstract description 5
- 238000013459 approach Methods 0.000 abstract description 2
- 230000018044 dehydration Effects 0.000 abstract 1
- 238000006297 dehydration reaction Methods 0.000 abstract 1
- 230000008023 solidification Effects 0.000 abstract 1
- 238000007711 solidification Methods 0.000 abstract 1
- 239000010410 layer Substances 0.000 description 16
- 238000010586 diagram Methods 0.000 description 6
- 238000010276 construction Methods 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 230000007547 defect Effects 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 239000004746 geotextile Substances 0.000 description 2
- 238000005259 measurement Methods 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 239000002344 surface layer Substances 0.000 description 2
- 241000235648 Pichia Species 0.000 description 1
- 230000004308 accommodation Effects 0.000 description 1
- 238000009825 accumulation Methods 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 239000002775 capsule Substances 0.000 description 1
- 239000011247 coating layer Substances 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000011835 investigation Methods 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
- 238000005381 potential energy Methods 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 230000001681 protective effect Effects 0.000 description 1
- 230000000630 rising effect Effects 0.000 description 1
- 239000007779 soft material Substances 0.000 description 1
- 239000000725 suspension Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2113/00—Details relating to the application field
- G06F2113/08—Fluids
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- Engineering & Computer Science (AREA)
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- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Abstract
The invention belongs to the technical field of mine dumping grounds and urban residue grounds; when the soft fluid lying under the dregs field invades the coverage area of the slope and approaches the slope, the soft fluid slope effect can cause the accidents of instability and collapse of the dregs body under the unbalanced pressure; according to the theoretical analysis of the side slope effect of the soft fluid, the residue soil field allows the soft fluid materials to exist and be received; but corresponding control measures are taken, such as: separating the soft fluid from the coverage area of the side slope, distributing the soft fluid at small volume intervals, and adopting dehydration, solidification or other modification and reinforcement measures for the soft fluid; therefore, collapse accidents caused by the slope effect of the soft fluid can be prevented and avoided.
Description
Technical Field
The invention belongs to the technical field of mine dumping grounds and urban dregs grounds
Background
In 2015, a serious disaster accident of whole collapse occurs in a slag field of a certain city, and most of general experts consider that the accident cause is still a geological landslide, which is a misconcept of conservation. The characteristics of the geological landslide are: the slope angle of the pile body is overlarge, and soil body on the slope surface layer is partially slipped; once the slope load is removed, the slope angle is reduced, and the slope tends to be stable. Obviously, the overall collapse of the muck site does not belong to a geological landslide. Patent No. ZL2016101337149, patent literature entitled "method for draining and reinforcing urban residue soil field against liquefaction collapse" considers that: the disaster accident of the slag soil field in a certain city is caused by that the slag soil body encounters special engineering geology and hydrogeology conditions, namely working conditions such as water accumulation of a horizontal pit under the slag soil field, external hydraulic supply and the like, and the integral liquefaction collapse occurs under the action of a composite factor, and some precautionary measures are provided. However, compared with the prior art, the analysis of the accident cause by the patent lacks pertinence and accuracy in the theory and the theory of the professional technology, so that the countermeasures adopted by the patent are not comprehensive, and the specific protective measures combined with actual production are lacking. Therefore, this patent technology should be supplemented. The purpose of this patent is: the cause of the integral collapse accident of the type of dregs field is thoroughly known in theory, and the prevention and control measures are reasonably, advantageously and practically adopted, so that the economic and safe development of urban construction is realized.
Disclosure of Invention
Soft fluid side slope effect analysis: the soft fluid is a soft mud body with liquid limit state and fluidity, and when the soft fluid invades into the coverage area of a slope and approaches the slope, the phenomenon of instability and collapse of the slope and the pile is called soft fluid slope effect; the original state of the collapse accident residue field described in the technical background is roughly shown in fig. 1: the large concave pit of the original slag-soil body underlying quarry is adopted, soft fluid 3 formed in the pit invades into the coverage area of the side slope, the distance between the soft fluid edge B and the slope toe A of the slag-soil field, namely the length of an AB line or the thickness of a coating layer, is obviously smaller, and the anti-sliding resistance is weak; the covering pressure of the slag mass forms two force systems: the range of the slope top line is a rectangular force system, the range of the slope is a triangular force system, one end of the soft fluid bears high pressure, and the other end of the soft fluid bears low pressure; under the action of unbalanced pressure, the soft fluid flows towards the direction of the slope toe with weak pressure, so that the shape shown in figure 2 is formed; namely: the soft fluid generates a saccular convex hull 8 at one side close to the toe, and the saccular convex hull extrudes the weak covering layer to form a slope bulge 9; as the boundary line of the bottom of the residue soil field is defined and the length of the AB line is fixed, the resistance of the cover layer of the slope toe is not increased, and as the residue soil body is continuously increased, the differential value of unbalanced pressure is larger and larger, so that the soft fluid saccular convex hull 8 is gradually expanded, and the slope rising layer 9 is lifted and thinned; at a certain moment, the soft fluid breaks through the slope Long Qiceng, so that the collapse accident of the slope effect occurs; further description is: once the soft fluid impacts the side slope, a wet sliding path with small resistance is formed, and the overlying huge slag soil body rapidly falls down, slides and impacts the side slope along the soft fluid path under the action of huge gravitational potential energy; to more clearly illustrate this soft fluid effect, fig. 3 illustrates the situation where the balloon in a strip form expands under pressure from one end and bulges from the other end, which is the same principle as the side slope effect of soft fluid under unbalanced pressure, and is different from the same work.
The mechanical principle analysis of the soft fluid side slope effect can be qualitatively expressed as follows: F.apprxeq.DELTA. P.K a S (formula 1); in equation 1: f is the total driving force of the side slope effect-side pressure towards the toe direction, delta P is the difference of the soil pressure of the soft fluid overlying slag soil mass, delta P is equal to the soil pressure of the soft fluid slope top line height overlying layer minus the soil pressure of the overlying layer at the soft fluid boundary B point; s is the cross-sectional area of the soft fluid perpendicular to the flow direction;is the side pressure coefficient of the soft fluid, wherein +.>Is the internal friction angle of the soft fluid, and Tan is the tangent sign of the trigonometric function; due to the internal friction angle of the soft fluid->Has a small value of K a The value is generally more than 0.7; the resistance against soft fluid flow is Z, z=z 1 +Z 2 (formula 2), Z in formula 2 1 And Z 2 The flow resistance of the soft fluid and the resistance of the cover layer of the AB section of the toe are respectively; wherein Z is 1 Z is related to the cross-sectional perimeter, interface shape, cohesion, friction angle of the soft fluid 2 Then depending on the thickness of the cover layer AB; when F is more than Z, the soft fluid can impact the slope covering layer, so that the slope effect of the soft fluid collapses.
Example measurement: let slope height h=100deg.m, slope angle β=35deg.C, soft fluid internal friction angleToe cover length ab=25m, slag soil weight y=19kn/m 3 Soft fluid thickness h=25m; then: cover layer pressure difference Δp=y (H-ab.tanβ) =19× (100-25×tan35) ≡1568 (kPa), side pressure coefficient K a Approximately 0.70, soft fluid linear width side pressure f=1568×0.7×25= 27440 (kN) approximately2.74 (kt) from equation 1; through investigation and access, the depth of pit soft fluid lying under a Shenzhen collapse accident slag soil field in 2015 is more than 25m, the thickness of a slope toe covering layer, namely the length of an AB line, is less than 30m, and the weak slope surface layer is subjected to lateral pressure action of 2.74kt/m, so that the defect of slag soil body collapse is overcome.
At present, the country is expanding the construction scale, the economic development is pulled, the basic construction projects such as subways of various cities are popular, the urban dregs field is inevitably filled with soft fluid materials, and the capacity of the dregs field is expanded by utilizing the concave field, so that the urban dregs field also becomes an important option; under the condition, how to prevent and control the side slope effect of the soft fluid, and avoid collapse disaster accidents such as Shenzhen dregs field in 2015, which is necessary; from the analysis of the side slope effect of the soft fluid, the control method adopted is as follows:
first, fig. 4 is a soft fluid for lying under foundation, and fig. 5 is a soft fluid suspended in a slag body, and the like may be the case; for such working conditions, the method for preventing and controlling the side slope effect hazard of the soft fluid is as follows: reasonably planning the final boundary of the dregs field to enable the soft fluid to leave the coverage area of the side slope; when the slope is separated from the coverage area of the slope, the covering layer of the slag soil body is balanced pressure, no pressure difference exists at two ends of the soft fluid, and according to the formula 1, Δp=0 and the driving force f=0, no harmful slope effect is generated.
Secondly, when soft fluid materials are received in the slag soil body, the soft fluid materials are distributed at small volume and interval to form a string bead-shaped interval bag block-shaped soft fluid 17 shown in fig. 7, the pressure difference at two ends is small or no pressure difference due to the limited length of the soft fluid, the side pressure effect of the soft fluid is active soil pressure, the resistance effect of the interval slag soil body is passive soil pressure, the passive soil pressure is much larger than the active soil pressure, and the harmful side slope effect of the soft fluid can not occur; in FIG. 7, the soft materials received in the slag soil body are distributed into zigzag terrace lamellar soft fluid 18, and the soft fluid has small cross section area and self flow resistance Z caused by interface shape 1 The value is large, and the adverse side slope effect of the soft fluid is not generated, but the thin soft fluid is prevented from declining along the slope.
Thirdly, as shown in fig. 6, when a substantial amount of soft fluid 4 is accommodated in the slag soil body, although the soft fluid is far away from the coverage area of the side slope and does not generate harmful side slope effect temporarily, there is concern that future side slope boundary change may induce disaster, and soft fluid reconstruction measures are adopted during accommodation; the method comprises the following steps: the soft fluid is provided with the flexible seepage drainage pipe 14 and extends to the stage drainage ditch 16, and the water-proof geotextile 15 is paved on the bottom surface, so that the soft fluid is gradually dehydrated and solidified under the action of overlying ballast, the characteristics of the slope effect are lost, and the harmful soft fluid slope effect is not generated any more.
Fourth, as shown in fig. 8, when the soft fluid material is received in the slag soil body, the soft fluid should avoid the final boundary minimum safety factor sliding arc 19 and the stage boundary minimum safety factor sliding arc 20 measured by the current standard pichia arc method.
Fifthly, if the site condition can not avoid the invasion coverage of the soft fluid lying down into the side slope, one of the solutions is: the method for modifying, reinforcing and disposing the soft fluid of the slope covering section comprises the following steps: ballast drainage, stone throwing reinforcement, sand pile reinforcement, replacement and filling modification and the like.
Sixthly, if the site condition can not avoid the invasion of the soft fluid on the lower bedroom into the coverage area of the side slope, the second countermeasure is as follows: increasing the toe cap thickness, i.e., the toe AB line length indicated in fig. 1 and 9; how to determine a reasonable toe AB line length? The safety coefficient of the toe anti-slip is calculated according to the parabolic sliding arc method shown in fig. 9; the maximum defects of the known arc method recommended in the traditional side slope technical specification are as follows: the sliding arc passes through the toe point A, so that the sliding arc which is well known cannot touch the soft fluid lying down, and the calculated safety coefficient avoids the hazard effect of the side slope effect of the soft fluid, and is a one-sided and false safety coefficient which lacks the essential condition; therefore, the common arc method is not applicable to the special working condition of the soft fluid side slope effect.
The parabolic sliding arc measuring method shown in fig. 9 is briefly described as follows: for a set AB line length b, two variables a and h are selected; the sliding arc of the soft fluid side slope effect passes through the point B at the edge, a is the distance from the axis of the parabola to the point B, called the offshore distance, h is the depth of the vertex of the parabola into the soft fluid, called the depth distance, and a coordinate system as shown in the figure is established by taking the vertex of the parabola as the center, so that the standard equation of the parabola can be obtainedMeanwhile, the linear equation of the slope line AD and the slope top line DE can be obtained, and the coordinates of each corresponding point can be obtained; each group of variables a and h corresponds to a parabola passing through the point B, and the parabola is the sliding arc of the soft fluid slope effect identified by the patent; according to a traditional standard striping method, programming to calculate a corresponding sliding arc safety coefficient; continuously changing the values of a and h, and obtaining the minimum safety coefficient corresponding to the final most dangerous parabolic sliding arc through comparison and selection; minimum safety coefficient obtained by the prior artComparing the safety coefficients of the slope stability of the slag soil field of each grade required by the specification, if the safety coefficients meet the specification, the length of the AB line b of the slope toe covering layer is proper, if the safety coefficients are smaller than the specified value, the length of the AB line b is increased, and the variables a and h are used again to obtain the minimum safety coefficient until the safety coefficients meet the allowable value of the specification; the key point of the measuring and calculating method is programming, and Guangdong Anyuan mining exploration design limited company has the programming proprietary technology and is not described in detail.
Drawings
FIG. 1 is a schematic diagram of a model of a slag field of a collapse accident similar to Shenzhen in 2015, and the significance of the reference signs in the figure is as follows:
1-slope top, 2-slope, 3-soft fluid,
4-hard foundation, 5-rectangular force system, 6-triangular force system,
d, slope apex A, slope toe point, B, soft fluid edge point,
e-intersection point of slope top line and hillside, AB-length or thickness of slope toe covering layer;
fig. 2 is a schematic view of a soft fluid capsule bulge, the meaning of the reference symbols in the drawing being:
7-soft fluid moving lines, 8-soft fluid saccular convex hulls, 9-slope surface bulges, and the rest symbols are the same as the previous symbols;
fig. 3 is a schematic diagram of unbalanced compression of a bar balloon, the significance of the symbols in the drawing being:
10-normal bar balloon, 11-expansion bulge, 12-pressure application;
fig. 4 is a schematic view of the soft fluid lying down leaving the slope cover, the significance of the symbols being:
13-projection line on the top of slope, the rest symbols are the same as before;
FIG. 5 is a schematic illustration of a suspended soft fluid received in a slag body, the reference numerals being as before;
FIG. 6 is a schematic diagram of a soft fluid modification measure for suspension in a slag body, and the significances of the symbols in the figure are as follows:
14-flexible seepage drainage pipe, 15-geotextile water-resisting layer, 16-stage drainage ditch,
the rest symbols are the same as before;
fig. 7 is a schematic diagram of layout of a small-volume soft fluid received in a slag soil body, and the meaning of a symbol in the drawing is:
17-interval bag block soft fluid, 18-zigzag bottom plate thin layer soft fluid, and the rest symbols are the same as before;
FIG. 8 is a schematic diagram of a sliding arc of minimum safety factor predicted by the PicoC method for the final and stage boundaries, the significance of the symbols in the drawing being:
19-the sliding arc of the minimum safety coefficient of the final boundary measured by the PicoTide method,
20-sliding arc of minimum safety coefficient of phase boundary measured by the PicoTide method;
fig. 9 is a schematic diagram of a parabolic minimum safety factor measurement, and the meaning of the reference symbols in the drawing is:
21-parabolic sliding arc, 22-rectangular coordinate system;
a-distance of the parabolic axis from the soft fluid edge B point, called offshore distance;
h, the depth of the parabolic vertex into the soft fluid is called depth distance;
p-sliding arc slope top breaking point, C-sliding arc slope breaking point, XOY-coordinate system,
h-height of the slope, beta-angle of the slope, b-length of AB line of the slope toe covering layer;
the remaining symbols are the same as before.
Claims (1)
1. A method for preventing and controlling collapse accidents of soft fluid side slope effect of a dregs field is technically characterized by comprising the following steps:
the dregs field adopts the following control measures:
firstly, a final boundary of a dregs field is reasonably planned, soft fluid is prevented from invading into a coverage area of a slope, and inaccurate soft fluid is abutted against a slope toe and a slope;
secondly, when a small amount of soft fluid materials are received in a muck field, the soft fluid materials are in a bead string form with small volume and interval distribution, or in a zigzag terrace thin layer paving form, but the thin layer soft fluid is not inclined along a slope; thirdly, taking reconstruction measures on the general amount of soft fluid received in the slag soil body; the method comprises the following steps: a flexible seepage drainage pipe is arranged in the soft fluid and extends to the stage drainage ditch, and a geotechnical water-resisting layer is paved on the bottom surface of the soft fluid, so that the soft fluid is gradually dehydrated and solidified under the action of overlying ballast, and the characteristics of slope effect are lost; fourthly, when the soft fluid materials are received in the slag soil body, the soft fluid needs to avoid a final boundary minimum safety coefficient sliding arc and a stage boundary minimum safety coefficient sliding arc which are measured by the current standard dawn arc method; fifthly, the site condition can not avoid the invasion coverage area of the soft fluid lying down into the side slope, and one of the solutions is as follows: the method for carrying out modification and reinforcement treatment on the soft fluid of the slope covering section comprises the following steps: ballast seepage discharge, stone throwing reinforcement, sand pile reinforcement, replacement and filling modification;
sixthly, the second solution that the site condition can not avoid the invasion of the soft fluid on the lower part into the coverage area of the side slope is as follows: increasing the thickness of the slope toe covering layer, and measuring and calculating the safety coefficient of the slope toe covering layer for resisting the soft fluid slope effect; the measuring and calculating method of the safety coefficient comprises the following steps:
for a set toe cover layer length b, two variables a and h are selected; a is the distance from the parabolic axis to the outer boundary B point of the soft fluid, namely the offshore distance, and h is the depth of the parabolic vertex into the soft fluid, namely the depth distance; establishing an XOY coordinate system with the vertex of a parabola as the center, wherein the equation of the parabola is thatThen solving a linear equation of the slope line and the slope top line and coordinates of each corresponding point; each group of variables a and h corresponds to a parabola passing through the point B of the outer edge of the soft fluid, and the parabola is the sliding arc of the side slope effect of the soft fluid; according to a traditional standard striping method, programming to calculate a corresponding sliding arc safety coefficient; continuously changing the values of a and h, and obtaining the minimum safety coefficient corresponding to the final most dangerous parabolic sliding arc through comparison and selection; the obtained minimum safety coefficient is compared with the allowable value of the safety coefficient of the slope stability of the slag soil field of each grade required by the current technical specification, if the safety coefficient is matched with the allowable valueIf the safety coefficient is smaller than the specified value, the value of the length b of the slope toe covering layer is increased, and the variables a and h are used again to calculate the minimum safety coefficient; until the specification allowable value is met.
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR101580062B1 (en) * | 2014-12-05 | 2015-12-28 | 연세대학교 산학협력단 | Method and system for real-time prediction and warning of landslides |
| CN105714759A (en) * | 2016-03-09 | 2016-06-29 | 广东安元矿业勘察设计有限公司 | Seepage drainage and reinforcement method for liquefying collapse prevention of urban muck fields |
| CN105804099A (en) * | 2016-04-19 | 2016-07-27 | 中山大学 | Loess high slope stability analysis method suitable for rainfall condition |
| CN107829438A (en) * | 2017-11-17 | 2018-03-23 | 青岛理工大学 | Method for constructing thin and soft interlayer controlled slope failure mode |
| CN109826174A (en) * | 2018-12-29 | 2019-05-31 | 合肥工业大学 | A kind of slope reinforcement deep regional range determining method |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US6607332B2 (en) * | 2001-08-30 | 2003-08-19 | Soo-Yong Kang | Method of reinforcing slope reverse analysis technique |
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Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR101580062B1 (en) * | 2014-12-05 | 2015-12-28 | 연세대학교 산학협력단 | Method and system for real-time prediction and warning of landslides |
| CN105714759A (en) * | 2016-03-09 | 2016-06-29 | 广东安元矿业勘察设计有限公司 | Seepage drainage and reinforcement method for liquefying collapse prevention of urban muck fields |
| CN105804099A (en) * | 2016-04-19 | 2016-07-27 | 中山大学 | Loess high slope stability analysis method suitable for rainfall condition |
| CN107829438A (en) * | 2017-11-17 | 2018-03-23 | 青岛理工大学 | Method for constructing thin and soft interlayer controlled slope failure mode |
| CN109826174A (en) * | 2018-12-29 | 2019-05-31 | 合肥工业大学 | A kind of slope reinforcement deep regional range determining method |
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