CN117552448B - Soil slope reinforcement method for open pit coal mine - Google Patents
Soil slope reinforcement method for open pit coal mine Download PDFInfo
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- CN117552448B CN117552448B CN202410040453.0A CN202410040453A CN117552448B CN 117552448 B CN117552448 B CN 117552448B CN 202410040453 A CN202410040453 A CN 202410040453A CN 117552448 B CN117552448 B CN 117552448B
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- 230000002787 reinforcement Effects 0.000 title claims abstract description 89
- 239000002689 soil Substances 0.000 title claims abstract description 40
- 238000000034 method Methods 0.000 title claims abstract description 32
- 239000003245 coal Substances 0.000 title claims abstract description 27
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 95
- 238000011835 investigation Methods 0.000 claims abstract description 7
- 239000011435 rock Substances 0.000 claims description 12
- 238000012360 testing method Methods 0.000 claims description 5
- 230000006835 compression Effects 0.000 claims description 4
- 238000007906 compression Methods 0.000 claims description 4
- 238000003780 insertion Methods 0.000 claims description 3
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- 230000008901 benefit Effects 0.000 abstract description 3
- 239000000463 material Substances 0.000 description 9
- 239000010410 layer Substances 0.000 description 8
- 238000012545 processing Methods 0.000 description 7
- 230000000694 effects Effects 0.000 description 6
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Classifications
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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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- 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
- E02D17/207—Securing of slopes or inclines with means incorporating sheet piles or piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/72—Pile shoes
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/23—Dune restoration or creation; Cliff stabilisation
Abstract
The invention provides an open pit coal mine soil slope reinforcement method, which comprises the following steps: surveying the side slope to be reinforced; determining the specification and the number of the reinforcing piles according to the investigation condition of the slope to be reinforced and the slope stability to be achieved; and arranging the reinforcing piles in the flat disc area of the side slope to be reinforced in a quincuncial shape to form reinforcing pile groups. The method for reinforcing the soil slope of the open pit coal mine has the advantages of being convenient to operate and low in cost, and can effectively improve the slope strength and delay the slope deformation.
Description
Technical Field
The invention relates to the technical field of slope protection, in particular to a method for reinforcing an earth slope of an opencut coal mine.
Background
For extremely soft rock or earth slopes, they are in a continuous deformation process once formed due to their remarkable rheological and compression properties, as well as the large area of the weak layer inside the slope. The continuous deformation of the slope body can finally lead to sliding and collapse of the slope body, and seriously affects the stability of the slope.
In order to ensure the stability of the soil slope (extremely soft rock slope), the methods commonly used in the related art are slope cutting, slope toe pressing, slide pile driving, anchor cable adding, retaining wall adding and the like, but the methods have defects: aiming at the slope cutting technology, the slope angle is basically reduced, the stripping engineering quantity is increased, the economic benefit of an open pit coal mine can be obviously influenced, and particularly when the ground surface boundary is unchanged, the coal covering quantity under the slope can be increased, and the mining rate is reduced; aiming at the technology of pressing the slope feet, the technical method is more severe, and the scheduling difficulty of production can be obviously increased; aiming at the anchor cable technology, the construction cost is high, the pulling resistance of the anchor cable is not effectively ensured, and the effect is poor; aiming at the anti-slide pile technology, the construction cost is higher, on the other hand, the deformation of the soft rock is over the whole soft rock body, the soft rock can be extruded out from between the anti-slide piles, and the upper soft rock can continuously deform until the upper soft rock passes over the top of the anti-slide pile and causes the failure of the anti-slide pile; aiming at the retaining wall method, the method only solves the problem of extrusion among piles on the basis of the anti-slide pile technology, and meanwhile, the construction cost is higher.
Disclosure of Invention
The present invention has been made based on the findings and knowledge of the inventors regarding the following facts and problems:
the present invention aims to solve at least one of the technical problems in the related art to some extent.
Therefore, the embodiment of the invention provides an open pit coal mine soil slope reinforcement method which has the advantages of convenience in operation and low cost.
The method for reinforcing the soil slope of the open pit coal mine provided by the embodiment of the invention comprises the following steps:
surveying the side slope to be reinforced;
determining the specification and the number of the reinforcing piles according to the investigation condition of the slope to be reinforced and the slope stability to be achieved;
and arranging the reinforcing piles in the flat disc area of the side slope to be reinforced in a quincuncial shape to form reinforcing pile groups.
According to the method for reinforcing the soil slope of the opencast coal mine, disclosed by the embodiment of the invention, the reinforcing piles are arranged in the flat disc area of the slope to form the pile groups, so that the whole slope body can be reinforced, the equal strength requirement and the equal rigidity requirement of the slope body can be realized, each independent reinforcing pile is only used for improving the strength and the rigidity of a local slope body, the reinforcement of the slope body can be realized under the condition of reducing the processing cost and the construction cost, and meanwhile, the problems of soil leakage among piles, continuous deformation away from the pile body area and the like possibly occurring in the related technology can be solved, and the dual purposes of improving the slope angle and the stability are achieved.
In some embodiments, the determining the specification and the number of the reinforcing piles according to the investigation condition of the slope to be reinforced and the slope stability to be achieved includes:
and determining the specification and the number of the reinforcing piles according to the pile sections of the reinforcing piles and the areas of the reinforcing ranges which the reinforcing piles need to bear.
According to the method for reinforcing the soil slope of the open pit coal mine, disclosed by the embodiment of the invention, the part of the soil slope of the open pit coal mine, which needs to be reinforced, is divided into a plurality of areas according to the arrangement of the reinforcing piles, each reinforcing pile only needs to carry out reinforcing treatment on a local area, so that each area of the slope body can be subjected to certain reinforcing treatment, and the strength and the rigidity of each area can be kept basically consistent.
In some embodiments, the relationship between the pile cross section of the reinforcement pile and the area of the reinforcement area that the reinforcement pile is required to bear is:
wherein,for the cross-sectional area of the reinforcement pile +.>Area of reinforcement area assumed for the reinforcement piles, +.>Shear strength to be achieved for the side slope to be reinforced, < >>For the shear strength of the sliding surface raw rock of the slope to be reinforced, < +.>Is the shear strength of the reinforcement piles.
According to the soil slope reinforcement method for the open pit coal mine, the relation between the cross section area and the shear strength of the corresponding reinforcement pile can be calculated according to the actual condition of the slope and the final effect to be achieved, and the screening of the materials and the specifications of the reinforcement pile by operators is facilitated.
In some embodiments, the area of reinforcement taken by a single one of the reinforcement piles is the product of the row spacing between two laterally adjacent reinforcement piles and the pile spacing between two longitudinally adjacent reinforcement piles.
According to the method for reinforcing the soil slope of the open pit coal mine, the arrangement distance between the reinforcing piles can be determined quickly.
In some embodiments, the reinforcement piles are arranged in a quincuncial shape in a flat disc area of the side slope to be reinforced to form reinforcement group piles, which includes:
the reinforcing piles are arranged in a quincuncial shape in a flat plate area of the side slope to be reinforced, one end of each reinforcing pile inserted into the flat plate area can penetrate through a sliding crack surface of the side slope to be reinforced, and the upper ends of the reinforcing piles are located below the upper surface of the flat plate area.
Compared with the traditional rectangular arrangement mode, the soil slope reinforcement method for the open pit coal mine can provide more uniform and effective reinforcement for the slope body through the quincuncial arrangement.
In some embodiments, the reinforcing piles are inserted in a perpendicular direction into the flat plate region of the side slope.
In some embodiments, the reinforcement pile is mounted with a shoe at one end for insertion into the side slope.
According to the soil slope reinforcement method for the open pit coal mine, the pile shoe is used for avoiding the damage to the soil layer after the reinforcement pile enters the soil layer, and meanwhile, the reinforcement pile is ensured to maintain certain perpendicularity and can be well inserted into a set bearing layer.
In some embodiments, the slope to be reinforced includes at least one flat plate area, and at least two rows of adjacent reinforcing piles are distributed on any flat plate area.
In some embodiments, all of the reinforcing piles located on the same flat disc area are uniformly arranged.
In some embodiments, on the same flat disc area, the maximum pile spacing between any two adjacent reinforcing piles is:
wherein,for the maximum pile distance between two adjacent reinforcement piles +.>For the average scale of the soil mass constituting the soil mass, +.>For the shear strength of soil mass, < >>Is the compression coefficient of the soil block, < >>Is a test constant.
Drawings
In order to more clearly illustrate the embodiments of the invention or the technical solutions in the prior art, the drawings that are required in the embodiments or the description of the prior art will be briefly described, it being obvious that the drawings in the following description are only some embodiments of the invention, and that other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a schematic flow chart of an open pit coal mine soil slope reinforcement method according to an embodiment of the invention;
fig. 2 is a schematic diagram of arrangement of reinforcing piles on a side slope in an open pit coal mine soil slope reinforcing method according to an embodiment of the invention.
Fig. 3 is a schematic diagram of quincuncial arrangement of reinforcement piles in the method for reinforcing an earth slope of an opencast coal mine according to an embodiment of the invention.
In the figure:
1. reinforcing piles; 2. a flat disc area; 3. a step slope; 4. a slope bottom line; 5. a slope roof line.
Detailed Description
Reference will now be made in detail to embodiments of the present invention, examples of which are illustrated in the accompanying drawings. The embodiments described below by referring to the drawings are illustrative and intended to explain the present invention and should not be construed as limiting the invention.
The following describes a method for reinforcing an earth slope of an opencast coal mine according to an embodiment of the present invention with reference to fig. 1 to 3.
The method for reinforcing the soil slope of the open pit coal mine provided by the embodiment of the invention is shown in the figure 1, and comprises the following steps:
step S1: surveying the side slope to be reinforced;
step S2: determining the specification and the number of the reinforcing piles 1 according to the investigation condition of the slope to be reinforced and the slope stability to be achieved;
step S3: the reinforcement piles 1 are distributed in the flat disc area 2 of the slope to be reinforced in a quincuncial shape to form reinforcement pile groups.
Through arranging the reinforcing piles 1 in the flat disc area 2 of the side slope according to the calculated results in a quincuncial arrangement mode to form pile groups, the whole side slope body can be reinforced, the side slope can achieve equal strength requirements and equal rigidity requirements, each individual reinforcing pile 1 is only used for carrying a local slope body, the strength and rigidity of the local slope body are improved, the reinforcement of the side slope can be achieved under the condition of reducing processing cost and construction cost, meanwhile, the problems that soil leakage among piles and continuous deformation of pile body areas are far away from possibly occur in the related art can be solved, and the dual purposes of improving the angle and stability of the side slope are achieved.
Specifically, in the step S1, the slope to be reinforced is surveyed, so that not only the height of the slope, the number and distribution positions of the flat disc areas 2, but also the condition of the step slope 3 and the condition of the corresponding slope bottom line 4 in the slope can be obtained, and other physical and mechanical parameters of the slope to be reinforced can be obtained.
For slope reinforcement operation, the above parameters are matched with the relevant parameters corresponding to the stability of the needed slope, and the two parameters are compared to obtain the reinforcement strength needed by the slope reinforcement operation.
Specifically, the physical and mechanical parameters for expressing the slope stability include cohesive force c, internal friction angle μ, natural gravity γ, and the like, and the measurement of the above parameters is in the prior art, and will not be described herein.
In some embodiments, determining the specification and the number of the reinforcing piles 1 according to the investigation condition of the slope to be reinforced and the slope stability to be achieved includes:
the specifications and the number of the reinforcing piles 1 are determined according to the pile sections of the reinforcing piles 1 and the reinforcing range areas which the reinforcing piles 1 need to bear.
After the area of the reinforcing area is determined, a reinforcing pile 1 should be installed in the corresponding unit area, and the reinforcing pile 1 is only used for reinforcing the area. By means of the mode that the processing reinforcing piles 1 are arranged in one-to-one correspondence with the corresponding unit reinforcing areas, each area of the slope body can be subjected to certain reinforcing treatment, and the strength and rigidity among the areas can be kept basically consistent.
Most importantly, the arrangement mode can effectively reduce the processing cost of the single reinforcement pile 1, reduce the cost of the reinforcement operation, and simultaneously reduce the installation difficulty of the reinforcement pile 1, so that the reinforcement pile can be more conveniently implanted into a slope body, and is convenient to recycle.
Specifically, the reinforcement pile 1 may be made of wood or bamboo materials, or may be formed by processing on the basis of wood piles or bamboo, so as to achieve the effect of reducing the processing cost of the reinforcement pile 1.
In some embodiments, the relationship between the pile cross section of the reinforcement pile 1 and the area of the reinforcement area that the reinforcement pile 1 needs to bear is:
wherein,to strengthen the cross-sectional area of the pile 1 +.>Area of reinforcement area assumed for reinforcement pile 1, +.>Shear strength to be achieved for the side slope to be reinforced, < >>For the shear strength of the sliding surface raw rock of the slope to be reinforced, < +.>Is the shear strength of the reinforcement pile 1.
The relation between the cross section area and the shear strength of the corresponding reinforcing pile 1 can be calculated according to the actual condition of the side slope and the final reinforcing effect to be achieved, and the screening of the materials and the specifications of the reinforcing pile 1 by operators is facilitated.
The shear strength of the reinforcement pile 1 is affected by the material in addition to the size. Through the formula, the size and the material of the reinforced pile 1 can be conveniently determined by measuring the specifications and the shear strength of the reinforced pile 1 made of different materials, and the reinforced pile 1 is selected.
In addition, the reinforcement piles used in the present embodiment have relatively small diameters (that is, the reinforcement piles are relatively thin), while the arrangement of the reinforcement piles is relatively dense. The arrangement mode can help to reduce the processing cost of the reinforced pile, can overcome the problems that the traditional pile body is poor in reinforcement effect and easy to flow or extrude soil among piles when in use, and further improves the reinforcement effect of pile groups.
In this embodiment, the maximum pile spacing between the two adjacent reinforcing piles may be calculated by the following formula:
wherein,for the maximum pile distance between two adjacent reinforcement piles +.>For the average scale of the soil mass constituting the soil mass, +.>For the shear strength of soil mass, < >>Is the compression coefficient of the soil block, < >>Is a test constant.
Specifically, the shear strength of the soil bodyThe test constant +.>Is an empirical value, and can be obtained through a plurality of tests.
The reinforcement pile 1 described above needs to be installed by means of a corresponding piling machine. Therefore, when selecting the reinforcement pile 1, it is necessary to comprehensively consider the power provided by the pile driving device, the counterweight, the longitudinal and transverse spacing of the reinforcement pile 1 and the reinforcement range.
The weight needs to be larger than the maximum resistance when the reinforcing pile 1 is pressed into the slope.
In addition, since the reinforcement pile 1 is required to be inserted into the slope from top to bottom, in order to reduce the resistance to which the reinforcement pile 1 is inserted into the slope, a material with low friction is required to be selected, and the pile surface is required to be smooth. However, the friction coefficient must not be too low in order to prevent the reinforced rock from slipping on the pile surface. Therefore, the outer surface of the reinforcing pile 1 is treated in the case of a complex slope body so that the outer surface of the reinforcing pile 1 has a proper friction coefficient.
In some embodiments, the area of reinforcement range assumed by a single reinforcement pile 1Is the product of the row spacing b between two laterally adjacent reinforcing piles 1 and the pile spacing a between two longitudinally adjacent reinforcing piles 1.
In the case of determining the area of the reinforcement area assumed by the individual reinforcement piles 1, the arrangement distance between adjacent reinforcement piles 1 can be rapidly determined in the above-described manner.
In some embodiments, the reinforcement piles 1 are arranged in a quincuncial shape in the flat disc area 2 of the slope to be reinforced to form reinforcement pile groups, including:
the reinforcing piles 1 are distributed in the flat disc area 2 of the slope to be reinforced in a quincuncial shape, one end of each reinforcing pile 1 inserted into the flat disc area 2 can penetrate through the sliding crack surface of the slope to be reinforced, and the upper end of each reinforcing pile 1 is located below the upper surface of the flat disc area 2.
Compared with the traditional rectangular arrangement mode, the quincuncial arrangement can provide more uniform and effective reinforcement for the slope body.
When the reinforcement pile 1 is inserted into the slope body, the sliding surface corresponding to the envelope surface of the lower end of the reinforcement pile 1 should have a certain stability coefficient, and the stability coefficient meets the stability requirement, that is, the anti-sliding force is greater than the sliding force (and the anti-sliding moment is greater than the sliding moment), and at the same time, the lower end of the reinforcement pile 1 should pass through the sliding layer or the weak layer located in the slope body; correspondingly, the upper end face of the pile body is also positioned in the slope body, and the distance between the height of the upper end face and the upper surface of the slope body is about half a meter.
Specifically, the distance between the upper end of the reinforcing pile 1 inserted into the flat disc region 2 and the upper surface of the corresponding flat disc region 2 is 0.3-0.5. 0.5 m.
In this embodiment, the reinforcing piles 1 are inserted into the flat plate area 2 of the side slope in the vertical direction. The reinforcing piles 1 are inserted into the flat disc area 2 along the vertical line, so that the flat disc area 2 of the slope body can be better fixed, the dual purposes of improving the slope angle and the stability of the slope are achieved,
in some embodiments, the pile shoe is mounted at one end of the pile 1 for insertion into the slope.
The pile shoe is used for avoiding the damage to the soil layer after the reinforcing pile 1 enters the soil layer, and ensuring that the reinforcing pile 1 can maintain certain perpendicularity and can be well inserted into a set bearing layer.
Specifically, the pile shoe is made of metal materials. In some embodiments, the end of the reinforcement pile 1 inserted into the side slope is a sharp structure, and the outer part of the reinforcement pile is provided with a metal pile shoe and is also provided with a metal threaded joint.
In some embodiments, the side slope to be reinforced comprises at least one flat plate area 2, and at least two rows of reinforcement piles 1 which are adjacently arranged are distributed on any flat plate area 2.
As shown in fig. 2, the side slope in the figure is provided with three flat plate areas 2 respectively positioned at different heights, two adjacent flat plate areas 2 are connected through a step slope surface 3, and the step slope surface 3 is connected with the flat plate areas 2 through a slope bottom line 4 or a slope top line 5. The flat plate region 2 is a region formed between the step slope 3 and the step top surface on the same plane. The reinforcement piles 1 are inserted into the side slope through the flat plate area 2, and reinforce the side slope.
In some embodiments, all reinforcement piles 1 located on the same flat disc area 2 are uniformly arranged, as shown in fig. 3.
It should be noted that in this embodiment, a gap exists between any adjacent two reinforcing piles 1.
It can be appreciated that the method for reinforcing the soil slope of the open-air coal block provided by the embodiment utilizes the pile group structure to reinforce the soft rock or the soil slope, can realize low-cost reinforcement of the slope under the condition of reducing the disturbance of the slope as much as possible, can effectively delay the deformation of the slope, improve the strength of the slope and increase the stable slope angle. Compared with the related art, the method is easy to implement and has better reinforcement effect.
In the description of the present invention, it should be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", "axial", "radial", "circumferential", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings are merely for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the device or element being referred to must have a specific orientation, be configured and operated in a specific orientation, and therefore should not be construed as limiting the present invention.
Furthermore, the terms "first," "second," and the like, are used for descriptive purposes only and are not to be construed as indicating or implying a relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defining "a first" or "a second" may explicitly or implicitly include at least one such feature. In the description of the present invention, the meaning of "plurality" means at least two, for example, two, three, etc., unless specifically defined otherwise.
In the present invention, unless explicitly specified and limited otherwise, the terms "mounted," "connected," "secured," and the like are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally formed; may be mechanically connected, may be electrically connected or may be in communication with each other; either directly or indirectly, through intermediaries, or both, may be in communication with each other or in interaction with each other, unless expressly defined otherwise. The specific meaning of the above terms in the present invention can be understood by those of ordinary skill in the art according to the specific circumstances.
In the present invention, unless expressly stated or limited otherwise, a first feature "up" or "down" a second feature may be the first and second features in direct contact, or the first and second features in indirect contact via an intervening medium. Moreover, a first feature being "above," "over" and "on" a second feature may be a first feature being directly above or obliquely above the second feature, or simply indicating that the first feature is level higher than the second feature. The first feature being "under", "below" and "beneath" the second feature may be the first feature being directly under or obliquely below the second feature, or simply indicating that the first feature is less level than the second feature.
For purposes of this disclosure, the terms "one embodiment," "some embodiments," "example," "a particular example," or "some examples," etc., mean that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the invention. In this specification, schematic representations of the above terms are not necessarily directed to the same embodiment or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples. Furthermore, the different embodiments or examples described in this specification and the features of the different embodiments or examples may be combined and combined by those skilled in the art without contradiction.
While embodiments of the present invention have been shown and described above, it will be understood that the above embodiments are illustrative and not to be construed as limiting the invention, and that variations, modifications, alternatives and variations may be made to the above embodiments by one of ordinary skill in the art within the scope of the invention.
Claims (5)
1. The method for reinforcing the soil slope of the open pit coal mine is characterized by comprising the following steps of:
surveying the side slope to be reinforced;
determining the specification and the number of the reinforcing piles according to the investigation condition of the slope to be reinforced and the slope stability to be achieved;
arranging the reinforcing piles in a quincuncial shape in a flat disc area of the side slope to be reinforced to form reinforcing pile groups; the reinforcing piles are arranged in a quincuncial shape in a flat disc area of the side slope to be reinforced, one end of each reinforcing pile inserted into the flat disc area can penetrate through a sliding crack surface of the side slope to be reinforced, and the upper ends of the reinforcing piles are located below the upper surface of the flat disc area;
the side slope to be reinforced comprises at least one flat plate area, wherein at least two rows of reinforcement piles which are adjacently arranged are distributed on any one flat plate area
The specification and the quantity of the reinforcing piles are determined according to the investigation condition of the slope to be reinforced and the slope stability to be achieved, and the method comprises the following steps:
determining the specification and the number of the reinforcing piles according to the pile sections of the reinforcing piles and the areas of the reinforcing ranges required to be born by the reinforcing piles;
the relation between the pile section of the reinforcing pile and the area of the reinforcing range which the reinforcing pile needs to bear is as follows:
wherein,for the cross-sectional area of the reinforcement pile +.>Area of reinforcement area assumed for the reinforcement piles, +.>Shear strength to be achieved for the side slope to be reinforced, < >>For the shear strength of the sliding surface raw rock of the slope to be reinforced, < +.>Is the shear strength of the reinforcement piles;
the area of the reinforcement range borne by a single reinforcement pile is the product of the row spacing between two adjacent reinforcement piles in the transverse direction and the pile spacing between two adjacent reinforcement piles in the longitudinal direction;
and a space exists between any two adjacent reinforcing piles, and the maximum pile space between any two adjacent reinforcing piles on the same flat disc area is as follows:
wherein,for the maximum pile distance between two adjacent reinforcement piles +.>For the average scale of the soil mass constituting the soil mass, +.>For the shear strength of soil mass, < >>Is the compression coefficient of the soil block, < >>Is a test constant.
2. The method for reinforcing an earth slope of an opencast coal mine according to claim 1, wherein the reinforcing piles are inserted into the flat plate area of the slope in a vertical direction.
3. The method for reinforcing an earth slope of an opencast coal mine according to claim 1, wherein the reinforcing pile is installed with a pile shoe at one end for insertion into the slope.
4. The method for reinforcing an earth slope of an opencast coal mine according to claim 1, wherein all the reinforcing piles located on the same flat plate area are uniformly arranged.
5. A method of reinforcing an earth slope of an opencut coal mine as claimed in any one of claims 1 to 4, wherein the flat disc region is a region formed between a step slope and a step top surface on the same plane.
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| CN202410040453.0A CN117552448B (en) | 2024-01-11 | 2024-01-11 | Soil slope reinforcement method for open pit coal mine |
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| CN202410040453.0A CN117552448B (en) | 2024-01-11 | 2024-01-11 | Soil slope reinforcement method for open pit coal mine |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101153494A (en) * | 2006-09-29 | 2008-04-02 | 中国科学院地质与地球物理研究所 | Underground beam-pile frame construction for reinforcing side slope |
| CN104674826A (en) * | 2015-02-22 | 2015-06-03 | 中国地质环境监测院 | Buried miniature combined pile group and anti-landslide design method thereof |
| CN207512762U (en) * | 2017-11-08 | 2018-06-19 | 辽宁大学 | A kind of friction pile repairs structure with the breakage mountain body that TGXG is combined |
| CN109853598A (en) * | 2019-03-29 | 2019-06-07 | 西安工业大学 | A kind of mini pile rigid connection structure and construction method for having both landslide-proofing and producing road |
| CN209816878U (en) * | 2019-04-08 | 2019-12-20 | 遵义师范学院 | Geotechnical engineering side slope reinforced structure |
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| CN101153494A (en) * | 2006-09-29 | 2008-04-02 | 中国科学院地质与地球物理研究所 | Underground beam-pile frame construction for reinforcing side slope |
| CN104674826A (en) * | 2015-02-22 | 2015-06-03 | 中国地质环境监测院 | Buried miniature combined pile group and anti-landslide design method thereof |
| CN207512762U (en) * | 2017-11-08 | 2018-06-19 | 辽宁大学 | A kind of friction pile repairs structure with the breakage mountain body that TGXG is combined |
| CN109853598A (en) * | 2019-03-29 | 2019-06-07 | 西安工业大学 | A kind of mini pile rigid connection structure and construction method for having both landslide-proofing and producing road |
| CN209816878U (en) * | 2019-04-08 | 2019-12-20 | 遵义师范学院 | Geotechnical engineering side slope reinforced structure |
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