Active control structure for upheaval deformation of slope bottom

Abstract

The utility model relates to the field of mine and geotechnical engineering slopes, in particular to a slope bottom upheaval deformation active control structure. Comprising a waterproof soil retaining layer (10) arranged on a slope bottom (2), a tensile net layer (20) arranged on the waterproof soil retaining layer (10), a plurality of bearing precast beams (30) arranged on the tensile net layer (20) at intervals, and a plurality of anchor cable structures (40) penetrating through the bearing precast beams (30), the tensile net layer (20) and the waterproof soil retaining layer (10) and extending into rock soil of the slope bottom. Wherein the anchor cable structure (40) extends downward through the potential slip crack surface (3).

Description

TECHNICAL FIELD

[0001] The utility model relates to the field of mine and geotechnical engineering side slope, concretely relates to a side slope slope bottom upheaval deformation initiative control structure. BACKGROUND

[0002] In the field of mining and geotechnical engineering, with the development of deep resources and space, the side slope formed by engineering excavation is higher and higher, and the safety risk of side slope is greater and greater.According to the side slope specification such as national standard " building side slope engineering technical specification " GB 50330, " non - coal open - pit side slope engineering technical specification " GB 51016, retaining wall, anchor spray and lattice beam are used in general side slope support design to reinforce the slope body and slope face, and the upheaval engineering measure of side slope slope bottom is not paid attention to.With the increase of side slope height, the excavation activity makes the pit bottom in the influence range of side slope form greater asymmetric load, and the underground water in deep excavation area gradually increases, and the rock mass of side slope toe and slope bottom softens, and is prone to upheaval deformation, and then causes side slope deformation instability, especially the side slope of soft rock of slope bottom rock soil.At present, the existing technology generally uses earthwork to load pressure foot in pit bottom for the upheaval of side slope slope bottom, and the load body pressure foot belongs to passive control, and cannot control the upheaval deformation in time, initiative and effectively, in addition, the construction of load earthwork affects the slope bottom operation space.The upheaval deformation of slope bottom is often the precursor of side slope instability, and once the upheaval deformation of slope bottom aggravates, the risk of side slope instability increases, and generally uses anti - slide pile and load body to control and prevent subsequent accidents, but the support cost is high, and the operation risk is big. SUMMARY

[0003] To solve the problems in the prior art, the utility model provides a kind of side slope slope bottom upheaval deformation initiative control technical structure, overcome the deformation of slope bottom controlled by passive lag of traditional load mode, this technology can actively control slope bottom deformation and upheaval, effectively prevent the risk of further collapse of side slope.

[0004] To achieve the above object, the technical scheme of the utility model is as follows:

[0005] A kind of side slope slope bottom upheaval deformation initiative control structure, including waterproof retaining layer (10) being arranged on side slope slope bottom (2), tensile net layer (20) being arranged on waterproof retaining layer (10), multiple load bearing precast beams (30) being arranged on tensile net layer (20) and interval arrangement, and multiple anchor cable structures (40) passing through load bearing precast beam (30), tensile net layer (20) and waterproof retaining layer (10) and extending into side slope slope bottom rock soil;

[0006] Wherein, anchor cable structure (40) extends downwards through potential sliding surface (3).

[0007] According to the embodiment of the utility model, wherein anchor cable structure (40) still include setting in anchor cable sleeve (43), it is at least set in anchor cable (42) outside periphery of potential slip surface (3) upper portion.

[0008] According to the embodiment of the utility model, wherein anchor cable structure (40) still include setting in anchor cable sleeve (43), it is at least set in anchor cable (42) outside periphery of potential slip surface (3) upper portion.

[0009] According to the embodiment of the utility model, wherein tensile resistance net layer (20) has two-way tensile resistance net structure, and tensile strength is not less than 25KN / m.

[0010] According to the embodiment of the utility model, wherein tensile resistance net layer (20) has two-way tensile resistance net structure, and tensile strength is not less than 25KN / m.

[0011] According to the embodiment of the utility model, wherein waterproof retaining layer (10) is geomembrane, geotextile or corrugated steel plate.

[0012] According to the embodiment of the utility model, wherein anchor cable structure (40) still include setting in anchor cable sleeve (43), it is at least set in anchor cable (42) outside periphery of potential slip surface (3) upper portion.

[0013] According to the embodiment of the utility model, wherein anchor cable structure (40) still include setting in anchor cable sleeve (43), it is at least set in anchor cable (42) outside periphery of potential slip surface (3) upper portion.

[0014] Compared with prior art, the utility model can realize beneficial effect:

[0015] 1, overcome traditional adoption and load earthwork control pit passive lag control mode;

[0016] 2, adopt this technique structure and can actively control slope bottom heave deformation, effectively restricts slope bottom deformation amount, effectively prevents the risk of slope collapse;

[0017] 3, do not affect slope bottom operation space;

[0018] 4, reduce the secondary support cost after slope bottom heave. DRAWINGS

[0019] Figure 1 It is the active control technique structure / structure plane schematic view of slope bottom heave deformation according to the embodiment;

[0020] Figure 2 It is the section schematic view of active control structure along line A-A according to the embodiment of slope bottom heave deformation;And

[0021] Figure 3 A partial enlarged view of the active control structure for the uplift deformation of the slope toe according to the embodiment.

[0022] In the figure, 1, slope body; 2, slope toe; 3, sliding surface; 10, waterproof retaining layer; 20, tensile net layer; 30, bearing precast beam; 40, anchor structure; 41, cross anchor; 42, anchor cable; 43, anchor cable sleeve; 44, anchor cable hole. DETAILED DESCRIPTION

[0023] The present application will be further described in detail below with reference to the accompanying drawings and specific embodiments, and the shown content is used to fully explain the content of the present application, and is not used to limit the present application.

[0024] Figure 1 A schematic plan view of the active control technology structure for the uplift deformation of the slope toe according to the embodiment; Figure 2 A schematic cross-sectional view of the active control structure for the uplift deformation of the slope toe according to the embodiment; Figure 3 A partial enlarged view of the active control structure for the uplift deformation of the slope toe according to the embodiment. As shown in the figure, the active control structure for the uplift deformation of the slope toe according to the embodiment can include a waterproof retaining layer (10) arranged on the slope toe (2), a tensile net layer (20) arranged on the waterproof retaining layer (10), a plurality of bearing precast beams (30) arranged on the tensile net layer (20) and spaced apart, and a plurality of anchor structures (40) passing through the bearing precast beams (30), the tensile net layer (20) and the waterproof retaining layer (10) and extending into the slope toe rock soil.

[0025] Referring to the drawings, first, the waterproof retaining layer (10) can be laid on the slope toe (2) to prevent the ground water flow from flowing into and eroding the slope toe (2) or the external wind and rain erosion of the ground. The waterproof retaining layer (10) can be a geomembrane or geotextile, or a composite geomembrane or corrugated steel plate, etc.

[0026] The tensile net layer (20) is arranged on the waterproof retaining layer (10) to form tensile resistance on the waterproof retaining layer (10). The tensile net layer (20) has a mesh structure with bidirectional tensile resistance, and the tensile strength is not less than 25 KN / m, and the grid spacing is not less than 20 mm, for example, it can be made of metal wire mesh.

[0027] A plurality of load-bearing precast beams (30) are arranged on the tensile net layer (20) at intervals. As shown in the figure, the plurality of load-bearing precast beams (30) are arranged on the tensile net layer (20) in parallel at intervals, and the interval distance can be appropriately selected, for example, it can be 2-10 m. The load-bearing precast beam (30) can be precasted by a suitable material such as corrugated steel or reinforced concrete. A plurality of reserved holes (not labeled) can be formed on the length direction for the fixation of the anchor structure (40), for example, the interval between the reserved holes can be 2-5 m, and the diameter of the reserved hole can be 100-300 mm. The cross-sectional size of the load-bearing precast beam (30) is not less than 200 mm x 200 mm.

[0028] Referring to the drawings, a plurality of anchor structures (40) are fixed on each load-bearing precast beam (30), and the anchor structures extend downward through the load-bearing precast beam (30), the tensile net layer (20), and the waterproof retaining layer (10) and extend into the rock-soil at the slope toe until passing through the potential sliding surface (3). In this way, the anchor structure can effectively prevent the uplift of the slope toe and the deformation of the slope.

[0029] The anchor structure (40) is known in the art, and generally includes three main parts, namely an anchor head, an anchor cable body, and an anchoring body. More specifically, in this embodiment, the anchor structure (40) can include a cross anchor (41), an anchor cable (42), an anchor cable sleeve (43), and an anchoring body (not shown). The cross anchor (41) is the anchor head, which is arranged on the reserved hole of the load-bearing precast beam (30), thereby fixing the upper end of the anchor cable (42) on the load-bearing precast beam (30). The anchor cable sleeve (43) can be, for example, a PVC pipe, which at least sheaths the outer periphery of the anchor cable (42) at the upper part of the potential sliding surface (3). The anchoring body is fixed to the lower end of the anchor cable (42). In addition, the anchor structure (40) further includes a concrete layer (not shown) formed around the anchor cable (42). In this way, the upper end of the anchor cable (42) is fixed on the load-bearing precast beam (30), and the lower end is fixed in the rock-soil through the anchoring body, thereby being able to exert pressure on the rock-soil below the slope toe (2), preventing its uplift and deformation and the landslide deformation of the slope body (1).

[0030] The construction process of the slope toe uplift and deformation control structure of the present application is further described below. As shown in the figure, after the slope is constructed to the slope toe:

[0031] Firstly, a plurality of anchor holes (44) are drilled on the slope toe (2) at an interval of 3-15 m (the interval can be referred to the interval of the reserved holes in the load-bearing precast beam), and the drilling depth passes through the potential sliding surface (3);

[0032] Secondly, the waterproof retaining layer (10) is laid on the slope toe (2) with a width of 2-10 m, and the lap width is 200 mm;

[0033] Third step, laying anti-tensile net layer (20), is placed on waterproof retaining layer, lays the width 2~10m, its lap width 200mm, the lap position uses the flat card or ties the string connection;

[0034] Fourth step, places the bearing precast beam (30) (the anchor cable hole and the bearing precast beam in the reserved hole match);

[0035] Fifth step, the anchor cable structure (40) is placed into anchor cable hole (44), anchor cable sleeve PVC pipe, then pours cement slurry to anchor cable hole, after 48h, installs cross anchor (41) at the exposed end head of anchor cable, subsequently uses the jack to carry out tensioning and locking, thus realizes the slope toe uplift deformation control structure of the application.

[0036] The above-mentioned embodiments of the present application do not constitute a limitation on the scope of protection of the present application. Any modifications, equivalent replacements and improvements made within the spirit and principles of the present application shall be included in the scope of protection of the claims of the present application.

Claims

1. A structure for active control of heave deformation of a slope toe, characterized by: The waterproof retaining layer (10) is arranged on the slope toe (2), the tensile net layer (20) is arranged on the waterproof retaining layer (10), the plurality of bearing precast beams (30) are arranged on the tensile net layer (20) and are arranged at intervals, and the plurality of anchor cable structures (40) pass through the bearing precast beams (30), the tensile net layer (20) and the waterproof retaining layer (10) and extend into the rock-soil of the slope toe. The anchor cable structure (40) extends downward through the potential sliding surface (3).

2. The active control structure for heave deformation of a slope toe according to claim 1, wherein The anchor cable structure (40) comprises a cross anchor (41), an anchor cable (42) and an anchoring body, wherein the cross anchor (41) is arranged on the bearing precast beam (30) to fix the upper end of the anchor cable (42), and the anchoring body is fixed to the lower end of the anchor cable (42).

3. The active control structure for heave deformation of slope toe according to claim 1, wherein, The anchor cable structure (40) further comprises an anchor cable sleeve (43) arranged on the outer periphery of the anchor cable (42) at least on the upper part of the potential sliding surface (3).

4. The active control structure for heave deformation of slope toe uplift according to claim 1, wherein, The tensile net layer (20) has a two-way tensile net structure, and the tensile strength is not less than 25 KN / m.

5. The active control structure for heave deformation of slope toe uplift according to claim 4, characterized in that, The tensile net layer (20) has a grid spacing of not less than 20 mm.

6. The active control structure for heave deformation of slope toe uplift according to claim 1, wherein, The waterproof retaining layer (10) is a geomembrane, geotextile or corrugated steel plate.

7. The active control structure for heave deformation of slope toe uplift according to claim 2, wherein The anchor cable structure (40) further comprises a concrete layer formed around the anchor cable (42).

8. The active control structure for heave deformation of slope toe uplift according to claim 1, wherein, The bearing precast beam (30) is precasted by a profile steel, a corrugated steel or a reinforced concrete, has a reserved hole at an equal interval of 2-5 m along the length direction, and has a cross-sectional dimension of not less than 200 mm*200 mm.

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