CN111881595A - Method for preventing and treating soft fluid slope effect collapse accident of newly-built muck field - Google Patents
Method for preventing and treating soft fluid slope effect collapse accident of newly-built muck field Download PDFInfo
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- 239000012530 fluid Substances 0.000 title claims abstract description 116
- 230000000694 effects Effects 0.000 title claims abstract description 34
- 238000000034 method Methods 0.000 title claims description 25
- 239000002689 soil Substances 0.000 claims abstract description 31
- 239000000463 material Substances 0.000 claims abstract description 7
- 230000002787 reinforcement Effects 0.000 claims abstract description 6
- 238000004458 analytical method Methods 0.000 claims abstract description 5
- 238000013459 approach Methods 0.000 claims abstract description 4
- 238000012986 modification Methods 0.000 claims abstract description 4
- 230000004048 modification Effects 0.000 claims abstract description 4
- 239000002893 slag Substances 0.000 claims description 25
- 230000010485 coping Effects 0.000 claims description 3
- 239000004746 geotextile Substances 0.000 claims description 3
- 230000009545 invasion Effects 0.000 claims description 3
- 230000002265 prevention Effects 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 claims description 2
- 239000011324 bead Substances 0.000 claims 1
- 239000004570 mortar (masonry) Substances 0.000 claims 1
- 208000005156 Dehydration Diseases 0.000 abstract 1
- 230000018044 dehydration Effects 0.000 abstract 1
- 238000006297 dehydration reaction Methods 0.000 abstract 1
- 230000001687 destabilization Effects 0.000 abstract 1
- 239000010410 layer Substances 0.000 description 20
- 238000010586 diagram Methods 0.000 description 11
- 230000009931 harmful effect Effects 0.000 description 5
- 238000010276 construction Methods 0.000 description 3
- 238000005065 mining Methods 0.000 description 3
- 239000013049 sediment Substances 0.000 description 3
- 238000011161 development Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000011835 investigation Methods 0.000 description 2
- 239000002344 surface layer Substances 0.000 description 2
- 239000002131 composite material Substances 0.000 description 1
- 230000001276 controlling effect Effects 0.000 description 1
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- 230000005484 gravity Effects 0.000 description 1
- 239000004571 lime Substances 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000005381 potential energy Methods 0.000 description 1
- 230000001681 protective effect Effects 0.000 description 1
- 230000001105 regulatory effect Effects 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
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- E02D17/00—Excavations; Bordering of excavations; Making embankments
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Abstract
The invention belongs to the technical field of mine refuse dumps and urban residue dumps; when horizontal soft fluid under a muck field invades into a slope coverage area and approaches to a slope, under the action of unbalanced pressure, the slope effect of the soft fluid can cause the destabilization collapse accident of the muck body; according to the theoretical analysis of the soft fluid slope effect, the soft fluid material is allowed to exist and be received in the residue soil field; but corresponding control measures are taken, such as: the soft fluid is separated from the slope coverage, the small amount of the soft fluid is distributed at intervals, and dehydration curing or other modification and reinforcement measures are taken for the soft fluid; therefore, the collapse accident caused by the soft fluid slope effect can be prevented and avoided.
Description
Technical Field
The invention belongs to the technical field of mine refuse dumps and urban residue dumps
Background
In 2015, a slag field in a certain city has suffered a serious disaster accident of integral collapse, and general experts mostly consider that the cause of the accident is still geological landslide, which is an incorrect concept due to conservation of the old. The characteristics of geological landslide are: the slope angle of the pile body is too large, and the soil body on the slope surface layer is partially slipped; and once the load of the slope surface at one layer is removed, the slope surface tends to be stable when the slope angle is reduced. Obviously, the whole collapse of the muck field does not belong to geological landslide. Patent No. ZL2016101337149, patent document entitled "drainage and reinforcement method for preventing liquefaction and collapse of urban muck field" considers that: the cause of disaster accidents in a slag field in a certain city is that the slag body is subjected to special engineering geological and hydrogeological conditions, namely working conditions such as accumulated water in a horizontal pit and external hydraulic supply under the slag field, and the integral liquefaction and collapse occur under the action of composite factors, and some precautionary measures are provided. However, the analysis of the patent on accident causes is more general, and the professional technical points and arguments lack pertinence and accuracy, so that the precautionary measures adopted by the patent are not comprehensive enough, and the specific protective measures combined with actual production are not sufficient. Therefore, the patented technology should be supplemented. The purpose of this patent is: the cause of the overall collapse accident of the slag soil field is thoroughly clarified theoretically, the prevention and treatment measures are reasonably and favorably taken according to the practice, and the economical and safe development of urban construction is realized.
Disclosure of Invention
Soft fluid slope effect analysis: the soft fluid refers to a liquid limit state and a soft and weak mud body with fluidity, and the phenomenon of slope and pile body instability collapse caused when the soft fluid invades into a slope coverage range and approaches to a slope surface is called as a soft fluid slope effect; according to the investigation, the original state of the slag yard for the collapse accident described in the technical background is roughly as shown in fig. 1: the slag soil body lies down in the huge sunken mining pit of the original quarry, the soft fluid 3 formed in the mining pit invades into the coverage area of the side slope, and the distance between the edge B of the soft fluid and the slope toe A of the slag soil field, namely the length of the AB line or the thickness of the covering layer, is obviously smaller, and the anti-sliding resistance is weak; the covering pressure of the slag soil body forms two force systems: the range of the top slope line is a rectangular force system, the range of the side 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 the unbalanced pressure, the soft fluid flows towards the direction of the slope toe with weak pressure, thereby forming the shape shown in figure 2; namely: the soft fluid generates a saccular convex hull 8 at one side close to the slope toe, and the saccular convex hull extrudes the weak covering layer to form a slope bulge 9; because the boundary line of the slope bottom of the muck field is defined and the length of the AB line is fixed, the resistance of the covering layer of the slope toe is not increased any more, and the difference value of unbalanced pressure is larger and larger along with the continuous increase of muck bodies, so that the soft fluid sac-shaped convex hull 8 is gradually expanded, and the slope rising layer 9 is lifted and thinned along with the gradual expansion; finally, at a certain moment, the soft fluid breaks through the slope swelling layer, and the collapse accident of the slope effect occurs; the further description is as follows: once the soft fluid rushes against the side slope, a wet and slippery sliding path with small resistance is formed, and the overlayed huge thick slag soil body quickly falls, slides and rushes out of the side slope along the soft fluid path under the action of huge gravitational potential energy; to illustrate the soft fluid effect more clearly, fig. 3 shows the situation that the strip balloon expands and bulges under the action of pressure applied at one end, which is the same principle and works in a different way as the slope effect of the soft fluid under the action of unbalanced pressure.
The mechanical principle analysis of the soft fluid slope effect can be qualitatively expressed by a formula as follows: f ≈ Δ P.KaS (formula 1); in equation 1: f is the total driving force of the side slope effect, namely the side pressure towards the direction of the slope toe, delta P is the soil pressure difference of the soft fluid overlying slag soil body, and delta P is equal to the soil pressure of the soft fluid top line height overlying layer minus the soil pressure of the overlying layer at the soft fluid boundary B point; s is the sectional area of the soft fluid perpendicular to the flow direction;
is the lateral pressure coefficient of the soft fluid, wherein
Is the soft fluid internal friction angle, Tan is the trigonometric function tangent sign; due to internal friction angle of soft fluid
Very small value, KaValues above 0.7 are generally reached; the resistance to flow of the soft fluid is Z, Z ═ Z1+Z2(equation 2), Z in equation 21And Z2The flow resistance of the soft fluid and the resistance of the covering layer of the AB section of the slope toe are respectively; wherein Z1Related to the cross-sectional perimeter, interface shape, cohesion, friction angle of the soft fluid, Z2Depending on the thickness of the cover layer AB; when F is larger than Z, the soft fluid can flush the slope covering layer, so that the slope effect collapse accident of the soft fluid is caused.
Measuring and calculating by way of example: the height H of the side slope is 100m, the angle beta of the side slope is 35 degrees, and the internal friction angle of the soft fluid is set
The slope toe covering length AB is 25m, and the slag soil gravity gamma is 19kN/m3The soft fluid thickness h is 25 m; then: the cover layer pressure difference Δ P ═ γ (H-ab. Tan β) ≈ 19 × (100-25 × Tan35) ≈ 1568(kPa), and the lateral pressure coefficient Ka0.70, and the soft fluid linear meter width side pressure F is 1568 × 0.7 × 25 is 27440(kN) and 2.74(kt) according to the formula 1; through investigation and visit, the depth of soft fluid in a pit lying below a Shenzhen collapse accident slag field in 2015 is more than 25m, the thickness of a toe covering layer, namely the length of an AB line, is less than 30m, a weak slope surface layer is acted by the lateral pressure of 2.74kt/m, and the slag-soil body collapse is not surprising.
At present, the country is expanding the capital construction scale, pulling the economic development, and the basic construction projects such as various urban subways are fiercely, the urban residue soil field is inevitable to receive soft fluid materials, and the utilization of a pit field to expand the capacity of the residue soil field also becomes an important option; under the condition, how to prevent the soft fluid side slope effect and avoid the collapse disaster accident like the Shenzhen residue soil field in 2015 appears to be necessary; by analyzing the soft fluid slope effect, the prevention and control method adopted is as follows:
firstly, fig. 4 is soft fluid of a foundation lying type, fig. 5 is soft fluid suspended in a muck body, and the like are possible; for such working conditions, the method for preventing and controlling the soft fluid slope effect hazard is as follows: reasonably planning the final boundary of the muck field to enable the soft fluid to leave the coverage range of the side slope; when the side slope covering range is separated, the covering layer of the slag soil body is in balanced pressure, no pressure difference exists between two ends of the soft fluid, according to the formula 1, the delta P is 0, the driving force F is 0, and no harmful side slope effect is generated.
Secondly, when soft fluid materials are contained in the slag soil body, the soft fluid materials are distributed at intervals in a small amount to form the bead-shaped interval bag-shaped soft fluid 17 shown in fig. 6, because the soft fluid has limited length and little or no pressure difference between two ends, the side pressure of the soft fluid is active soil pressure, the resisting action of the interval slag soil body is passive soil pressure which is much greater than the active soil pressure, and the harmful side slope effect of the soft fluid cannot occur; in FIG. 6, the soft materials contained in the slag soil body are arranged into a zigzag terrace lamellar soft fluid 18, and the self flow resistance Z of the soft fluid caused by the small sectional area and the interface shape of the soft fluid1Large value, and will notCreating a detrimental soft fluid side slope effect but preventing the thin layer soft fluid from declining down the slope.
Thirdly, as shown in fig. 6, when a large amount of soft fluid 4 is contained in the slag soil body, although the soft fluid is far away from the coverage area of the side slope and cannot generate harmful side slope effect temporarily, the soft fluid modification measures are required during the containing process if the disaster may be induced by the change of the side slope boundary in the future; the method comprises the following steps: the soft fluid is provided with a flexible drainage and seepage drain pipe 14 which extends to a stage drainage ditch 16, and the bottom surface is paved with a waterproof geotextile 15, so that the soft fluid can be gradually dehydrated and solidified under the action of overlying ballast, the characteristic of the side slope effect is lost, and the harmful side slope effect of the soft fluid is not generated any more.
Fourthly, as shown in fig. 8, when the slag soil body receives the soft fluid material, the soft fluid should avoid the final boundary minimum safety factor sliding arc 19 and the stage boundary minimum safety factor sliding arc 20 which are measured by the existing standard, the dawn ordinary arc method.
Fifthly, if the site conditions can not avoid the invasion of the soft fluid in the lower bed into the slope coverage, one of the coping schemes is as follows: the method for modifying and reinforcing the soft fluid of the covering section of the side slope comprises the following steps: ballast drainage, riprap reinforcement, sand-lime pile reinforcement, replacement and filling modification and the like.
Sixthly, if site conditions can not avoid the invasion of the horizontal soft fluid into the slope coverage, the second solution is: increasing the toe cover thickness, i.e. the toe AB line length indicated in fig. 1 and 9 a; how to determine a reasonable toe AB line length? Recommending that the safety factor of slope toe anti-sliding, namely the safety factor of slope toe anti-side slope effect, is measured according to the parabolic sliding arc method shown in FIG. 9 a; the major drawbacks of the conventional dawn arc method recommended in the technical specification of the side slope are as follows: the sliding arc is regulated to pass through the slope foot point A, so that the common sliding arc cannot touch the soft fluid lying down, the safety coefficient measured and calculated avoids the harmful effect of the slope effect of the soft fluid, and the sliding arc is a unilateral and false safety coefficient without critical conditions; therefore, the double-ordinary arc method is not applicable to the special working condition of the soft fluid slope effect.
Parabolic sliding arc estimator shown in FIG. 9aThe method is briefly described as follows: selecting two variables a and h for the set AB line length b; the sliding arc of the soft fluid slope effect passes through the point B at the edge, a is the distance from the point B of the parabola axis and is called the offshore distance, h is the depth of the vertex of the parabola deep into the soft fluid and is called the depth distance, a coordinate system is established by taking the vertex of the parabola as the center, and the standard equation of the parabola can be obtained
Simultaneously, linear equations of a side slope line AD and a top slope line DE and coordinates of corresponding points can be obtained; each group of variables a and h corresponds to a parabola passing through a point B, and the parabola is a soft fluid slope effect sliding arc identified by the patent; according to a traditional standard striping method, programming and calculating 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 by comparing and selecting; comparing the minimum safety factor with the safety factor of the stability of the slope of the muck field at each level required by the current technical specification, if the minimum safety factor meets the specification, the length of an AB line-b of the covering layer of the slope toe is proper, if the safety factor is smaller than a specified value, the length of the AB line-b is increased, and the minimum safety factor is obtained by reusing the variables a and h until the allowable value meets the specification; the key of the measuring and calculating method is programming, and Guangdong Anyuan mining exploration design company Limited owns the proprietary technology of the programming, which is not introduced in detail for the moment.
Drawings
FIG. 1 is a model schematic diagram of a slag field similar to the 2015 Shenzhen collapse accident, and the significance of the reference symbols in the diagram is as follows:
1-slope top, 2-side slope, 3-soft fluid,
4-hard foundation, 5-rectangular force system, 6-triangular force system,
d-slope top A-slope foot point, B-soft fluid edge point,
e is the intersection point of the slope top line and the hillside, AB is the length or thickness of the covering layer of the slope toe;
fig. 2 is a schematic view of a soft fluid capsular bulge, the notation in the figure being:
7-soft fluid moving line, 8-soft fluid sac-shaped convex hull, 9-slope surface bulge, and the rest symbols are as before;
fig. 3 is a schematic diagram of unbalanced pressurization of a strip balloon, wherein the reference symbols have the meanings as follows:
10-normal strip balloon, 11-expansion bulge, 12-pressure application;
fig. 4 is a schematic view of the lower lying soft fluid leaving the slope cover, the reference signs in the figure having the meaning:
13-the projection line of the top of the slope, and the other symbols are the same as the previous symbols;
FIG. 5 is a schematic view of the contained suspended soft fluid in the sediment body, with the same reference numerals as before;
fig. 6 is a schematic diagram of a measure for modifying suspended soft fluid in a sediment body, wherein the meaning of the reference symbols in the diagram is as follows:
14-flexible drainage and seepage drainage pipe, 15-geotextile water-proof layer, 16-stage drainage ditch, and the rest symbols are the same as the above;
FIG. 7 is a schematic diagram of the layout of small-volume nano soft fluid in a sediment body, and the meaning of the marked symbols in the diagram is as follows:
17-interval bag block-shaped soft fluid, 18-sawtooth bottom plate thin layer soft fluid, and the other symbols are the same as the above;
fig. 8 is a schematic diagram of a minimum safety factor sliding arc predicted by a double-ordinary arc method at a final boundary and a phase boundary, wherein the meaning of a reference symbol in the diagram is as follows:
19-sliding arc of minimum safety coefficient of final boundary measured by Bishou method,
20-minimum safety coefficient sliding arc of phase boundary determined by Bishou method;
fig. 9a is a schematic diagram of the minimum safety factor measurement by the parabolic method, and the meaning of the reference symbols in the diagram is as follows:
21-parabolic sliding arc, 22-rectangular coordinate system;
a-the distance of the parabola axis from the soft fluid edge point B, called the offshore distance;
h is the depth of the vertex of the parabola extending into the soft fluid, which is called the depth distance;
p-sliding arc slope top breaking point, C-sliding arc slope surface breaking point, XOY-coordinate system,
h-slope height, beta-slope angle, b-toe cover layer AB line length;
the rest symbols are as before.
Claims (1)
1. The method for preventing and treating soft fluid slope effect collapse accidents in the newly-built muck field is technically characterized by comprising the following steps of:
when the horizontal soft fluid under the slag soil field invades into the coverage area of the side slope and approaches to the slope, the side slope effect of the soft fluid can cause the unstable collapse of the slag soil body under the action of unbalanced pressure; according to the theoretical analysis of the soft fluid slope effect, for the urban residue soil field with and continuing to receive the soft fluid, in order to avoid the collapse accident caused by the soft fluid slope effect, the following prevention measures are adopted:
firstly, reasonably planning the final boundary of the slag soil field, and preventing soft fluid from invading the coverage area of a side slope, particularly not allowing the soft fluid to approach a slope toe and a slope surface;
secondly, when the muck field receives a small amount of soft fluid materials, a small amount of bead strings distributed at intervals or a zigzag terrace lamellar laying mode is adopted, but the lamellar soft fluid is not inclined along a slope;
thirdly, taking reconstruction measures for large-volume soft fluid contained in the slag soil body; the method comprises the following steps: the soft fluid is provided with a flexible seepage drainage pipe and extends to a stage drainage ditch, and the bottom surface of the soft fluid is paved with geotextile and a geomembrane water-resisting layer, so that the soft fluid is gradually dehydrated and solidified under the action of overlying ballast, and the characteristic of side slope effect is lost;
fourthly, when the soft fluid material is received in the slag soil body, the soft fluid is properly far away from the final boundary minimum safety coefficient sliding arc measured by the existing standard, the dawn common arc method;
fifthly, if the site conditions can not avoid the invasion of the soft fluid in the lower bed into the slope coverage, one of the coping schemes is as follows: the method for modifying and reinforcing the soft fluid of the covering section of the side slope comprises the following steps: ballast seepage drainage, riprap reinforcement, mortar pile reinforcement, replacement modification and the like;
sixthly, the site conditions can not avoid the second coping scheme that the horizontal soft fluid invades the side slope coverage: increasing the thickness of the toe covering layer, and measuring and calculating the safety coefficient of the toe covering layer for resisting the soft fluid side slope effect; the method for measuring and calculating the safety coefficient comprises the following steps:
selecting two variables a and h for the set length b of the toe covering layer; a is the distance from the parabola axis to the point B of the outer boundary of the soft fluid, namely the offshore distance, and h is the depth of the vertex of the parabola extending into the soft fluid, namely the depth distance; an XOY coordinate system is established by taking the vertex of a parabola as a center, and the equation of the parabola is
Then solving the linear equation of the side slope line and the top slope line and the coordinates of each corresponding point; each group of variables a and h corresponds to a parabola passing through the point B on the outer edge of the soft fluid, and the parabola is the soft fluid slope effect sliding arc identified by the patent; according to a traditional standard striping method, programming and calculating 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 by comparing and selecting; comparing the obtained minimum safety factor with the safety factor allowable value of the stability of the slope of the muck field at each level required by the current technical specification, if the minimum safety factor meets the specification, the length b of the toe covering layer is proper, if the safety factor is smaller than a specified value, the length b of the toe covering layer is increased, and the minimum safety factor is calculated by reusing the variables a and h; until the allowable value of the specification is met.
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| CN202010777025.8A CN111881595B (en) | 2020-08-05 | 2020-08-05 | Method for preventing and controlling soft fluid side slope effect collapse accident of dregs field |
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Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20030082014A1 (en) * | 2001-08-30 | 2003-05-01 | Soo-Yong Kang | Method for reinforcing slope reverse analysis technique |
| 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 |
-
2020
- 2020-08-05 CN CN202010777025.8A patent/CN111881595B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20030082014A1 (en) * | 2001-08-30 | 2003-05-01 | Soo-Yong Kang | Method for reinforcing slope reverse analysis technique |
| 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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