Stable control method for slope rock mass of opencast coal mine in alpine region

Abstract

The invention provides an alpine region open pit coal mine slope rock mass stability control method. The method comprises the steps that basic information of a target slope rock mass is obtained; acquiring the vertical stress and the transverse thrust of a sliding body on the target slope rock mass based on the acquired basic information; a drainage water tank is excavated in the bottom of the target slope rock mass, and the pipeline provided with the drainage holes is placed in the drainage water tank; on the basis of the vertical stress of the sliding body, a corresponding vertical fixing hole set is formed in the target slope rock body, steel bars are arranged in each vertical fixing hole, and concrete is poured in each vertical fixing hole to form a reinforced concrete vertical pile; each reinforced concrete vertical pile is connected with the slope surface intersection position of the target slope rock mass through a connecting beam rod; based on the transverse thrust of the sliding body, fixing pieces are installed at the intersecting positions of the connecting beam rods and the reinforced concrete vertical piles; a metal anchor net is arranged on the slope surface of the target slope rock mass, a flood intercepting ditch is formed, and the slope rock mass stable structure is obtained. The rock mass stability can be improved.

Description

Technical Field

[0001] The invention relates to the field of open-pit coal mine slope stability control, and in particular to a method for controlling rock mass stability of open-pit coal mine slopes in high-cold areas. Background Art

[0002] The climatic conditions in high-cold areas have an important impact on the stability of open-pit coal mine slope engineering. Therefore, it is of great significance to study the slope rock stability control methods for open-pit coal mines in high-cold areas. At present, the main methods for slope rock stability control in high-cold areas are building slope retaining walls, constructing anti-slide piles, and using anchor rods for single support. Building slope retaining walls can achieve better slope rock control effects, but the cost is high and the construction period is long; building anti-slide piles is difficult to construct and has weak control over the top of the slope; anchor rod single support is easy to construct, but the control effect on rock stability is poor. Summary of the invention

[0003] The present invention aims to provide a method for controlling the rock mass stability of an open-pit coal mine slope in a high-cold region, comprising the following steps:

[0004] S100, obtaining basic information of a target slope rock mass, wherein the basic information includes the number N of structural planes of the target slope rock mass and structural plane parameter information.

[0005] S200, obtaining the vertical stress E of the sliding body on the target slope rock mass based on the obtained basic information y and thrust E x .

[0006] S300, digging a drainage trough at the bottom of the target slope rock mass, and placing a pipe provided with drainage holes into the drainage trough.

[0007] S400, based on the vertical stress of the sliding body, a corresponding vertical fixing hole group is set on the target slope rock mass, and steel bars are arranged in each vertical fixing hole and concrete is poured to form a reinforced concrete vertical pile; each fixing hole in the vertical fixing hole group is a hole extending from the slope surface of the target slope rock mass to the vertical direction perpendicular to the ground surface; wherein the compressive strength of each reinforced concrete vertical pile is at least greater than or equal to f1*E y , where f1 is the first preset coefficient.

[0008] S500, when the reinforced concrete vertical piles meet the preset requirements, a connecting beam is used to connect each reinforced concrete vertical pile and the slope surface of the target slope rock mass at the intersection position.

[0009] S600, based on the lateral thrust of the sliding body, a fixing piece is installed at the intersection of the connecting beam and the reinforced concrete vertical pile; the fixing piece is arranged in a direction perpendicular to the slope surface of the target slope rock mass, and the tensile strength of the fixing piece is at least greater than or equal to f2*E x , where f2 is the second preset coefficient.

[0010] S700, a metal anchor net is arranged on the slope surface of the target slope rock mass and a flood interception ditch is opened above the target slope rock mass to obtain a stable structure of the slope rock mass; wherein the metal anchor net passes through the fixing member.

[0011] According to the characteristics of rock masses in high-altitude and cold regions, the present invention realizes the control of slopes by means of a combination of water trough drainage, anti-sliding vertical pile masonry, anchor support and metal mesh slope protection. Compared with the prior art, the present invention has the advantages of wide application range, simple construction and good control effect. BRIEF DESCRIPTION OF THE DRAWINGS

[0012] In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the following briefly introduces the drawings required for use in the description of the embodiments. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without creative work.

[0013] Figure 1 A schematic diagram of a method for controlling rock mass stability on a slope of an open-pit coal mine in a high-cold region provided by an embodiment of the present invention;

[0014] Figure 2 A schematic diagram of the structure of a slope rock mass provided by an embodiment of the present invention;

[0015] Figure 3 A schematic diagram of a slope rock mass stabilization structure provided by an embodiment of the present invention;

[0016] Figure 4 for Figure 3 Sectional view in the II direction;

[0017] Figure 5 A schematic diagram of the pipeline. DETAILED DESCRIPTION

[0018] The following will be combined with the drawings in the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative work are within the scope of protection of the present invention.

[0019] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as those commonly understood by those skilled in the art of the present invention. The terms used herein in the specification of the present invention are only for the purpose of describing specific embodiments and are not intended to limit the present invention. The term "and / or" used herein includes any and all combinations of one or more related listed items.

[0020] It should be noted that some exemplary embodiments are described as processes or methods depicted as flow charts. Although the flow charts describe the steps as sequential processes, many of the steps can be implemented in parallel, concurrently or simultaneously. In addition, the order of the steps can be rearranged. The process can be terminated when its operation is completed, but it can also have additional steps not included in the accompanying drawings. The process can correspond to a method, function, procedure, subroutine, subprogram, etc.

[0021] Figure 1 A schematic diagram of a method for controlling rock mass stability on a slope of an open-pit coal mine in a high-cold region provided by an embodiment of the present invention; Figure 2 A schematic diagram of the structure of a slope rock mass provided by an embodiment of the present invention; Figure 3 A schematic diagram of a slope rock mass stabilization structure provided by an embodiment of the present invention; Figure 4 for Figure 3 Sectional view in the II direction; Figure 5 A schematic diagram of the pipeline.

[0022] The embodiment of the present invention provides a method for controlling the rock mass stability of an open-pit coal mine slope in a high-cold region. Figure 1 As shown, the following steps may be included:

[0023] S100, obtaining basic information of a target slope rock mass, wherein the basic information includes the number N of structural planes of the target slope rock mass and structural plane parameter information.

[0024] In an embodiment of the present invention, the target slope rock mass may be a slope rock mass of an open-pit coal mine in a high-cold region. The number of structural surfaces of the target slope rock mass may be obtained by checking the actual engineering situation. In an embodiment of the present invention, the structural surface parameter information includes friction angle and cohesion, which may be determined based on a uniaxial compression test of the slope rock.

[0025] S200, obtaining the vertical stress E of the sliding body on the target slope rock mass based on the obtained basic information y and thrust E x .

[0026] Furthermore, S200 may specifically include:

[0027] S201, if N=1, obtain E y =Ex tanβ; if N ≥ 2, there are at least two structural faces, such as Figure 2 As shown, execute S202; wherein c is the friction angle on the structural surface of the target slope rock mass, is the cohesion on the structural surface of the target slope rock mass, β is the apparent inclination angle of the structural surface in the inclination direction of the target slope rock mass; G is the gravity of the sliding body, G = ρV, ρ is the density of the sliding body, V is the volume of the sliding body; L is the length of the structural surface.

[0028] In the embodiment of the present invention, the sliding body is a sliding body on the target slope rock mass, and the definition and confirmation method of the sliding body can be the existing technology, such as Figure 2 The area shown by the middle hatched part is the sliding body.

[0029] S202, determining the number of corresponding sliding bodies based on the shapes of the N structural surfaces, and determining the boundary structural surface corresponding to each sliding body; executing S203.

[0030] Those skilled in the art know that any method of determining the number of corresponding sliding bodies based on the morphology of the structural surface and any method of determining the boundary structural surface corresponding to each sliding body fall within the protection scope of the present invention.

[0031] S203, for the hth sliding body, obtain the lateral thrust corresponding to the sliding body and the corresponding vertical stress in, is the intersection line between the two boundary structure surfaces corresponding to the hth sliding body (e.g. Figure 2 The angle between OA in the figure and the horizontal plane (i.e., the ground plane); where E h is the sliding force corresponding to the h-th sliding body, Among them, δ h ′ is the apparent inclination angle of the intersection line between the two boundary structural surfaces corresponding to the hth sliding body, δ h1 ' is the first structural surface of the two boundary structural surfaces corresponding to the hth sliding body ( Figure 2 The apparent inclination angle of the surface (shown by symbol 1) along the direction of the intersection line; δ h2 ' is the second structural surface of the two boundary structural surfaces corresponding to the h-th sliding body ( Figure 2 The apparent inclination angle of the surface (shown by symbol 2 in the figure) along the direction of the intersection line; the value of h is 1 to W, where W is the number of sliding bodies determined based on N structural surfaces.

[0032] S204, obtain max(E 1x , E 2x ,……,E hx ,……,E Wx ) to obtain E 1x, E 2x ,……,E hx ,……,E Wx The largest one among them is taken as E x , get max(E 1y , E 2y ,……,E hy ,……,E Wy ) to obtain E 1y , E 2y ,……,E hy ,……,E Wy The largest one among them is taken as E y .

[0033] Furthermore, in the embodiment of the present invention, δ h ' satisfies the following conditions:

[0034] tanδ h ′=tanδ h1 sinγ h1 ;

[0035] δ h1 ' satisfies the following conditions:

[0036]

[0037] δ h2 ' satisfies the following conditions:

[0038]

[0039] Among them, δ h1 is the inclination angle of the first boundary structure surface corresponding to the hth sliding body, for example Figure 2 ∠D1OA',δ h2 is the inclination angle of the second boundary structure surface corresponding to the hth sliding body, for example Figure 2 ∠A'OD2,γ h1 is the angle between the projection line of the intersection line of the two boundary structural surfaces corresponding to the hth sliding body on the top surface of the target slope rock mass and the strike line of the first boundary structural surface. Figure 2 The complementary angle of ∠D1OD in ; γ h2 is the angle between the projection line of the intersection line of the two boundary structural surfaces corresponding to the hth sliding body on the top surface of the target slope rock mass and the strike line of the second boundary structural surface. Figure 2 ∠D2OD in.

[0040] Further, in the embodiment of the present invention, the angle γ1 between the projection line of the intersection line of the two boundary structural surfaces corresponding to any sliding body on the top surface of the target slope rock mass and the strike line of the first boundary structural surface and the angle γ2 between the projection line of the intersection line of the two corresponding boundary structural surfaces on the top surface of the target slope rock mass and the strike line of the second boundary structural surface can be expressed by the following formulas (1) to (3):

[0041] α=α1-α2 (1)

[0042]

[0043] γ2=α-γ1 (3)

[0044] Wherein, α is the difference between the azimuths of the two structural planes. α1 is the azimuth of the first structural plane, and α2 is the azimuth of the second structural plane, which can be obtained based on actual measurements.

[0045] Furthermore, in the embodiment of the present invention, the lateral thrust E corresponding to any sliding body is x and vertical stress E y It can be obtained through the following steps:

[0046] Decompose the weight G of the sliding body along the direction of the intersection line to obtain the component force T of the sliding body's downward force parallel to the intersection line and the positive pressure N of the sliding body:

[0047] T=Gsinδ′

[0048] N=Gcosδ′

[0049] Decomposing the positive pressure N along the structural surface yields:

[0050]

[0051] Among them, N1 is the component of the positive pressure orthogonal to the first structural surface; N2 is the component of the positive pressure orthogonal to the second structural surface.

[0052] The final value of the sliding force E under the slope sliding is:

[0053]

[0054] E is the force parallel to the intersection line, which can be decomposed into lateral thrust and vertical stress, and obtained as:

[0055]

[0056] S300, digging a drainage trough 3 at the bottom of the target slope rock mass, and placing a pipe 4 provided with a drainage hole 7 into the drainage trough.

[0057] Since the freeze-thaw cycle of water-bearing rocks in alpine areas will reduce the strength of the slope rock mass, diversion channels are excavated to reduce the water content of the rock mass. The excavated diversion channels are located at the bottom of the slope, and their length is determined according to the permeability of the slope rock mass. During excavation, the water content of the rock layer is measured using a water and soil environment detector. Excavation is stopped after the diversion channel penetrates the water-bearing rock layer, that is, the diversion channel is set to penetrate the water-bearing rock layer in the target slope rock mass.

[0058] After excavation is completed, the pipe with reserved drainage holes is placed in the drainage trough, and the drainage holes are perpendicular to the ground surface and upward. Figure 5 shown.

[0059] S400, based on the vertical stress of the sliding body, a corresponding vertical fixing hole group is set on the target slope rock mass, and steel bars are arranged in each vertical fixing hole and concrete is poured to form a reinforced concrete vertical pile; each fixing hole in the vertical fixing hole group is a hole extending from the slope surface of the target slope rock mass to the vertical direction perpendicular to the ground surface; wherein the compressive strength of each reinforced concrete vertical pile is at least greater than or equal to f1*E y , where f1 is the first preset coefficient.

[0060] In the embodiment of the present invention, f1 can be determined based on actual conditions. In an exemplary embodiment, f1 = 1.2. The grade of concrete can be selected according to the compressive strength.

[0061] In the embodiment of the present invention, a vertical borehole is first constructed vertically downward from the ground surface to below the working level (the position of the mining operation platform), that is, the bottom of the vertical fixing hole is below the working level. The vertical fixing hole can be as follows: Figure 3 As shown in the symbol 5 in the figure. Then, the steel bar is placed in the drilled hole, and concrete is poured into the drilled hole to form a reinforced concrete vertical pile.

[0062] In the embodiment of the present invention, the diameter of each vertical fixing hole may be the same and may be an empirical value. The number of vertical fixing holes may be obtained based on simulation. Specifically, S400 may specifically include:

[0063] S401, constructing a numerical simulation model corresponding to the target slope rock mass.

[0064] In the embodiment of the present invention, numerical simulation software 3DEC can be used to perform numerical simulation according to the compressive strength, cohesion, elastic modulus, etc. of the slope rock mass to obtain a numerical simulation model corresponding to the target slope rock mass. It is known to those skilled in the art that any method of using numerical simulation software to construct a numerical simulation model corresponding to the target slope rock mass falls within the protection scope of the present invention.

[0065] S402, set variable r=1.

[0066] S403, if r≤q, execute S404, otherwise, execute S409; q is the number of preset reinforced concrete vertical pile groups.

[0067] In the embodiment of the present invention, q = [(L0-d1-d2) / Δd], d1 is the distance between the vertical pile at the bottom of the slope rock mass and the bottom of the slope rock mass, such as Figure 3 The distance between the leftmost vertical pile and the bottom of the slope rock mass along the inclination direction is a fixed value and can be an empirical value. d2 is the distance between the vertical pile at the top of the slope rock mass and the bottom of the slope rock mass, such as Figure 3 The distance between the rightmost vertical pile and the bottom of the slope rock mass along the inclination direction is a fixed value, which can be an empirical value. L0 is the inclination length of the slope rock mass, △d is the preset minimum spacing, which can be an empirical value. [] indicates rounding.

[0068] In the embodiment of the present invention, the diameter of each vertical pile may be the same, which may be an empirical value, such as 20 cm.

[0069] S404, set variable j=1.

[0070] S405, if j≤p, execute S406; p is the number of preset placement positions; otherwise, execute S408.

[0071] In the embodiment of the present invention, each placement position is set along the inclination direction of the slope rock mass. Multiple placement positions are set in parallel along the target slope surface, wherein the spacing between any two adjacent inclination directions is the same, and the specific spacing may be an empirical value, for example, 2m.

[0072] It is known to those skilled in the art that p can be determined based on the width of the slope. The greater the width of the slope, the greater p. For example, Figure 4 p=5 is shown.

[0073] S406, setting the rth reinforced concrete vertical pile group in the jth inclined direction of the slope of the current numerical simulation model; the rth reinforced concrete vertical pile group includes f(r) vertical piles arranged at equal intervals, f(r)≥2, and f(1)<f(2)<……<f(r)<……<f(q), or f(1)>f(2)>……>f(r)>……>f(q); the compressive strength of each vertical pile is at least greater than or equal to f1*E y .

[0074] In the embodiment of the present invention, f(1) may be an empirical value.

[0075] S407, obtain the stress σ(j, r) and displacement D(j, r) corresponding to the current numerical simulation model, and add them to the current rth simulation parameter information set I r = {I r1 , Ir2 , ..., I rs , ..., I rp}; Set j = j + 1, execute S405; I rs For I r The sth simulation parameter information in , where s ranges from 1 to p, I rs =(σ rs , D rs ), σ rs For I rs The stress in rs For I rs The displacement in I rs The initial value of is empty.

[0076] It is known to those skilled in the art that any method for obtaining the stress and displacement corresponding to the current numerical simulation model falls within the protection scope of the present invention.

[0077] S408, set r=r+1, and execute S403;

[0078] S409, obtaining a numerical simulation model corresponding to the simulation parameter information with the minimum stress and displacement from I1 to Iq as a target numerical simulation model; executing S410;

[0079] S410, based on the reinforced concrete vertical pile group set by the target numerical simulation model, a corresponding vertical fixing hole group is set on the target slope rock mass, and steel bars are arranged in each vertical fixing hole and concrete is poured to form reinforced concrete vertical piles.

[0080] Specifically, the number of vertical fixing holes that need to be set can be known based on the number of reinforced concrete vertical pile groups set in the target numerical simulation model and the number of vertical piles corresponding to each reinforced concrete vertical pile group.

[0081] S500, when the reinforced concrete vertical piles meet the preset requirements, a connecting beam 6 is used to connect each reinforced concrete vertical pile and the slope surface of the target slope rock mass at the intersection position, and then a corresponding number of vertical fixing holes are opened on the target slope rock mass.

[0082] In the embodiment of the present invention, the preset requirement is that after the concrete piles are cured, a connecting beam is installed at the junction of each pile and the slope surface. The connecting beam is an integral steel frame structure, constructed with I-beams, such as Figure 4 As shown, it runs through the slope surface horizontally. The junction between the connecting beam and the vertical pile can be connected by rivets.

[0083] S600, based on the lateral thrust of the sliding body, a fixing member 8 is installed at the intersection of the connecting beam and the reinforced concrete vertical pile; the fixing member is arranged in a direction perpendicular to the slope surface of the target slope rock mass, and the tensile strength of the fixing member is at least greater than or equal to f2*E x , where f2 is the second preset coefficient.

[0084] In the embodiment of the present invention, f2 can be determined based on actual conditions. In an exemplary embodiment, f2 = 1.2. The material of the fixing member can be selected according to the tensile strength. In the embodiment of the present invention, the fixing member can be an anchor rod or an anchor cable.

[0085] In the embodiment of the present invention, the length of the anchor rod or anchor cable is determined according to the position of the slope structure surface, that is, the length of the anchor rod or anchor cable penetrates into the structure surface.

[0086] S700, a metal anchor net 9 is arranged on the slope surface of the target rock slope and a flood interception ditch 10 is opened above the target rock slope to obtain a stable rock slope structure. Figure 3 As shown; wherein, the metal anchor net passes through the fixing piece.

[0087] In the embodiment of the present invention, the metal anchor net passes through the anchor rod (or anchor cable), and the anchor net is fixed to the tray of the anchor rod (or anchor cable) by welding.

[0088] Example 1

[0089] The average rainfall in a certain high-cold area during the rainy season is 10 mm / d. The open-pit mine slope structure surface is 1 m away from the slope surface, and the aquifer is 10 m away from the slope surface. There is a structure surface at the top of the slope that is consistent with the slope inclination. The inclination angle of the structure surface is 50°. The horizontal distance between the structure surface and the edge of the slope top is 2 m. The density of the rock is 25 kN / m 3 .

[0090] According to the results of the uniaxial compression test of rock, the friction angle of the structural surface is 26.5° and the cohesion is 0 kN / m.

[0091] The gravity G of the sliding triangle is obtained as:

[0092]

[0093] The lateral thrust of the sliding body is:

[0094] E x =59.58kN / m×tan(50°-26.5°)=25.93kN / m

[0095] The vertical stress of the sliding body is:

[0096] E y=25.93kN / m×tan(50-26.5°)=417.99kN / m

[0097] In this embodiment, a drainage trough 1 is first excavated at the bottom of the slope, and the excavation length is 11 m. After the excavation is completed, the prefabricated plastic pipe is buried in the drainage trough.

[0098] Vertical drilling is carried out from the top of the slope downwards, and the drilling depth is 2m into the working level. According to the calculation results, the compressive strength of the vertical pile should be greater than 501.58kN. Therefore, one vertical pile is arranged every 2m, and each vertical pile has three Φ20 grade II steel bars, and is poured with reinforced concrete with a strength grade of 30Mpa.

[0099] After the vertical piles are cured, a tie beam is used to connect each reinforced concrete vertical pile and the target slope rock mass at the intersection of the slope surface. The tie beam is an integral structure, built with I-beams. The tie beam is connected to the vertical pile by riveting, for example, by anchor rods or anchor cables.

[0100] This embodiment uses anchor rods to support the slope. Anchor rods are set at the junction of the vertical pile and the connecting beam. Since the tensile strength of the anchor rod should be greater than 31.11 kN, Φ16 grade II steel bars are configured in the anchor rods, and cement mortar with a strength grade of 30 MPa is used for pouring.

[0101] Install the anchor net on the slope surface, use the anchor tray to fix the mesh, and then weld the mesh to the anchor tray.

[0102] A surface flood diversion ditch is excavated on the upper part of the slope. Its cross-sectional size is determined to be 1m×1m according to the rainfall in the rainy season, and the rainwater is diverted to nearby water bodies.

[0103] Example 2

[0104] The average precipitation in the rainy season in a certain high-cold area is 10mm / d, the aquifer is 5m away from the slope, and the open-pit mine slope is in the east-west direction. There are two groups of structural planes in the slope rock layer, of which the first structural plane has a strike of N215°, a dip of N125°, and a dip of 43.3°. The second structural plane has a strike of N140°, a dip of N230°, and a dip of 57°. The strike line length of the second structural plane is 9m. The rock density of the sliding body is 25kN / m 3 .

[0105] The internal friction angle on the structural surface was measured by uniaxial compression test to be 14° and the cohesion to be 1 kN / m.

[0106] Calculate the angle α between the structural surfaces

[0107] α=215°-140°=75°

[0108] Draw the projection OA' of the sliding body edge line (i.e. the intersection line of the two structural surfaces) on the top of the slope, and divide the angle between the strike lines into two parts:

[0109]

[0110] γ1=48°

[0111] γ2=α-γ1°=75°-48°=27°

[0112] The apparent inclination angle δ′ of OA is

[0113] tanδ′=tanδ1sinγ1=tan43.3°sin48°=0.7

[0114] δ′=35°

[0115] Calculate the apparent inclination angle of two structural surfaces along the vertical OA direction

[0116]

[0117] tanδ1′=22.08°

[0118]

[0119] δ2′=48.35°

[0120] Calculate the dimensions of each side of the sliding body:

[0121] OD2=9m; OD1=8.4m; D1D2;=10.62m;

[0122] OA'=7.08m; A'D2=4.2m; A'D1=6.42m;

[0123] AA'=4.95;OV=8.64m;

[0124] Calculate the weight force of the sliding body:

[0125] G=ρV=4350kN

[0126] Decompose the sliding body's gravity along the ridge direction to find the sliding force T and the sliding body's positive pressure N:

[0127] T=Gsinδ′=4350kN×sin35°=2495kN

[0128] N=Gcosδ′=4350kN×cos35°=3566kN

[0129] Decompose the normal pressure along the structural surface:

[0130]

[0131] The final value of the sliding force under the slope sliding is:

[0132]

[0133] The lateral thrust E of the sliding body x and vertical stress E y for:

[0134]

[0135] In this embodiment, a drainage trough is first excavated at the bottom of the slope, and the excavation length is 6 m. After the excavation is completed, the prefabricated plastic pipe is buried in the drainage trough.

[0136] Vertical drilling is carried out from the top of the slope downwards, and the drilling depth is 3m into the working level. According to the calculation results, the compressive strength of the vertical pile should be greater than 1707.16kN. Therefore, one vertical pile is arranged every 2m, and each vertical pile has three Φ60 grade II steel bars, and is poured with reinforced concrete with a strength grade of 50Mpa.

[0137] After the vertical piles are cured, a tie beam is used to connect each reinforced concrete vertical pile and the target slope rock mass at the intersection of the slope surface. The tie beam is an integral structure, built with I-beams. The tie beam is connected to the vertical pile by riveting, for example, by anchor rods or anchor cables.

[0138] This embodiment uses anchor rods to support the slope. Anchor rods are set at the junction of the vertical pile and the connecting beam. Since the tensile strength of the anchor rod should be greater than 518.04kN, Φ25 grade II steel bars are configured in the anchor rods, and cement mortar with a strength grade of 30Mpa is used for pouring.

[0139] Install the anchor net on the slope surface, use the anchor tray to fix the mesh, and then weld the mesh to the anchor tray.

[0140] A surface flood diversion ditch is excavated on the upper part of the slope. Its cross-sectional size is determined to be 1m×1m according to the rainfall in the rainy season to divert rainwater into nearby water bodies.

[0141] The above description is only a preferred embodiment of the present invention and does not limit the present invention in any form. Although the present invention has been disclosed as a preferred embodiment as above, it is not used to limit the present invention. Any technician familiar with this profession can make some changes or modifications to equivalent embodiments of equivalent changes using the technical contents disclosed above without departing from the scope of the technical solution of the present invention. However, any simple modification, equivalent change and modification made to the above embodiments based on the technical essence of the present invention without departing from the content of the technical solution of the present invention still falls within the scope of the technical solution of the present invention.

Claims

1. A method for controlling the rock mass stability of an open-pit coal mine slope in a high-cold region, characterized in that: The steps include: S100, obtaining basic information of a target slope rock mass, wherein the basic information includes the number N of structural planes of the target slope rock mass and structural plane parameter information; S200, obtaining the vertical stress E of the sliding body on the target slope rock mass based on the obtained basic information y and thrust E x ; S300, digging a drainage trough at the bottom of the target slope rock mass, and placing a pipe provided with drainage holes into the drainage trough; S400, based on the vertical stress of the sliding body, a corresponding vertical fixing hole group is set on the target slope rock mass, and steel bars are arranged in each vertical fixing hole and concrete is poured to form a reinforced concrete vertical pile; each fixing hole in the vertical fixing hole group is a hole extending from the slope surface of the target slope rock mass to the vertical direction perpendicular to the ground surface; wherein the compressive strength of each reinforced concrete vertical pile is at least greater than or equal to f1*E y , where f1 is the first preset coefficient; S500, when the reinforced concrete vertical piles meet the preset requirements, connecting each reinforced concrete vertical pile with a slope surface of the target slope rock mass using a connecting beam rod; S600, based on the lateral thrust of the sliding body, a fixing piece is installed at the intersection of the connecting beam and the reinforced concrete vertical pile; the fixing piece is arranged in a direction perpendicular to the slope surface of the target slope rock mass, and the tensile strength of the fixing piece is at least greater than or equal to f2*E x , where f2 is the second preset coefficient; S700, a metal anchor net is arranged on the slope surface of the target slope rock mass and a flood interception ditch is opened above the target slope rock mass to obtain a stable structure of the slope rock mass; wherein the metal anchor net passes through the fixing member.

2. The method according to claim 1, characterized in that S200 specifically includes: S201, if N=1, obtain E y =E x tanβ; if N ≥ 2, execute S202; where c is the friction angle on the structural surface of the target slope rock mass, is the cohesion on the structural surface of the target slope rock mass, β is the apparent inclination angle of the structural surface in the inclination direction of the target slope rock mass; G is the gravity of the sliding body; L is the length of the structural surface; S202, determining the number of corresponding sliding bodies based on the shapes of the N structural surfaces, and determining the boundary structural surface corresponding to each sliding body; executing S203; S203, for the hth sliding body, obtain the lateral thrust corresponding to the sliding body and the corresponding vertical stress in, is the angle between the intersection line of the two boundary structural surfaces corresponding to the hth sliding body and the horizontal plane; where E h is the sliding force corresponding to the h-th sliding body, Among them, δ h ′ is the apparent inclination angle of the intersection line between the two boundary structural surfaces corresponding to the hth sliding body, δ h1 ′ is the apparent inclination angle of the first structural surface of the two boundary structural surfaces corresponding to the hth sliding body along the direction of the intersection line; δ h2 ′ is the apparent inclination angle of the second structural surface of the two boundary structural surfaces corresponding to the h-th sliding body along the direction of the intersection line; the value of h ranges from 1 to W, where W is the number of sliding bodies determined based on N structural surfaces; S204, obtain max(E 1x , E 2x ,……,E hx ,……,E Wx ) as E x , get max(E 1y , E 2y ,……,E hy ,……,E Wy ) as E y .

3. The method according to claim 2, characterized in that in, δ h ' satisfies the following conditions: tanδ h ′=tanδ h1 sinγ h1 ; δ h1 ' satisfies the following conditions: δ h2 ' satisfies the following conditions: Among them, δ h1 is the inclination angle of the first boundary structural surface corresponding to the hth sliding body, δ h2 is the inclination angle of the second boundary structure surface corresponding to the hth sliding body, γ h1 is the angle between the projection line of the intersection line of the two boundary structural surfaces corresponding to the hth sliding body on the top surface of the target slope rock mass and the strike line of the first boundary structural surface; h2 It is the angle between the projection line of the intersection line of the two boundary structural surfaces corresponding to the hth sliding body on the top surface of the target slope rock mass and the strike line of the second boundary structural surface.

4. The method according to claim 1, characterized in that: S400 specifically includes: S401, constructing a numerical simulation model corresponding to the target slope rock mass; S402, set variable r=1; S403, if r≤q, execute S404, otherwise, execute S409; q is the number of preset reinforced concrete vertical pile groups; S404, set j=1; S405, if j≤p, execute S406; p is the number of preset placement positions; otherwise, execute S408; S406, setting the rth reinforced concrete vertical pile group in the jth inclined direction of the slope of the current numerical simulation model; the rth reinforced concrete vertical pile group includes f(r) vertical piles arranged at equal intervals, f(r)≥2, and f(1)<f(2)<……<f(r)<……<f(q), or f(1)>f(2)>……>f(r)>……>f(q); the compressive strength of each vertical pile is at least greater than or equal to f1*E y ; S407, obtain the stress σ(j, r) and displacement D(j, r) corresponding to the current numerical simulation model, and add them to the current rth simulation parameter information set I r = {I r1 , I r2 , ..., I rs , ..., I rp }; Set j = j + 1, execute S405; I rs For I r The sth simulation parameter information in , where s ranges from 1 to p, I rs =(σ rs , D rs ), σ rs For I rs The stress in rs For I rs The displacement in I rs The initial value of is empty; S408, set r=r+1, and execute S403; S409, obtaining a numerical simulation model corresponding to the simulation parameter information with the minimum stress and displacement from I1 to Iq as a target numerical simulation model; executing S410; S410, based on the reinforced concrete vertical pile group set by the target numerical simulation model, a corresponding vertical fixing hole group is set on the target slope rock mass, and steel bars are arranged in each vertical fixing hole and concrete is poured to form reinforced concrete vertical piles.

5. The method according to claim 1, characterized in that The diversion water channel is arranged to penetrate the water-bearing rock layer in the target slope rock mass.

6. The method according to claim 1, characterized in that The bottom of the vertical fixing hole is located below the working level.

7. The method according to claim 1, characterized in that The flood interception ditch is connected with the drainage system.

8. The method according to claim 1, characterized in that The connecting beam and the vertical pile are connected by riveting.

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