Anti-seepage mine heap side slope

Abstract

The utility model provides an anti-seepage mine heap side slope which is characterized in that a replacement filling cement soil layer extending to an outer side slope along the horizontal direction is arranged above a seepage interception dam, a grouting pipe is positioned on one side, close to a seepage interception dam main body, of the replacement filling cement soil layer, and extends to the bottom of the seepage interception dam from the elevation lower edge of the replacement filling cement soil layer; the multiple grouting pipes are distributed at intervals in the extending direction of the seepage interception dam. The guniting layer is located on the side slope of the outer side of the seepage interception dam and extends upwards to the upper edge of the replacement and filling cement soil layer. By forming a composite anti-seepage system of top replacement filling, internal grouting and surface spraying protection, the anti-seepage durability of the mine heap side slope is remarkably improved, the service life of the side slope is prolonged, meanwhile, the landslide or underground water pollution risk caused by water seepage is reduced, and remarkable economic benefits and environmental protection value are achieved.

Description

TECHNICAL FIELD

[0001] The utility model belongs to the technical field of mine tailings anti-seepage repair, and particularly relates to an anti-seepage mine heap slope. BACKGROUND

[0002] In the process of mineral exploitation, the stability of the mine heap slope directly affects production safety and ecological environment. The existing mine heap is generally designed to have a seepage interception dam for anti-seepage, and the anti-seepage structure of the seepage interception dam is mostly an anti-seepage geomembrane. The seepage interception dam is generally constructed gradually with the accumulation of tailings. During the accumulation process, the anti-seepage geomembrane is subjected to soil pressure and is pulled and stretched. The joint of the anti-seepage geomembrane is prone to have a problem of poor sealing, resulting in an unsatisfactory anti-seepage effect. Since the laying of the anti-seepage geomembrane needs to be combined with the construction progress of the seepage interception dam, it is difficult to maintain the anti-seepage geomembrane after it is laid, and therefore, it is difficult to repair the seepage interception dam.

[0003] Therefore, it is necessary to provide an improved technical solution for the above-mentioned deficiencies of the prior art. CONTENT OF THE UTILITY MODEL

[0004] The utility model aims at overcoming the deficiencies of the prior art, and provides an anti-seepage mine heap slope.

[0005] In order to achieve the above-mentioned purpose, the utility model provides the following technical solution:

[0006] An anti-seepage mine heap slope comprises:

[0007] A seepage interception dam is provided above the seepage interception dam, and a replacement cement soil layer extending to the outer slope in the horizontal direction is provided above the seepage interception dam.

[0008] A grouting pipe is located on the side of the replacement cement soil layer close to the main body of the seepage interception dam, extends to the bottom of the seepage interception dam from the elevation of the replacement cement soil layer, and a plurality of grouting pipes are distributed at intervals along the extension direction of the seepage interception dam.

[0009] A shotcrete layer is located on the outer slope of the seepage interception dam and extends upward to the upper edge of the replacement cement soil layer.

[0010] Preferably, a geogrid is laid between the replacement cement soil layer and the seepage interception dam.

[0011] Preferably, the interval between two adjacent grouting pipes is matched with the grouting and permeation range of the grouting pipe.

[0012] Preferably, the thickness of the replacement cement soil layer is not less than 50 cm.

[0013] Preferably, the slope angle of the seepage interception dam is 45°.

[0014] Beneficial effects: the utility model discloses to the maintenance after the seepage of the cut-off dam, through the composite anti-seepage system of " top replacement + internal grouting + surface shotcrete", the anti-seepage durability of the heap slope is improved significantly, prolongs the service life of slope, and the landslide or groundwater pollution risk caused by seepage is reduced, and has remarkable economic benefit and environmental protection value. BRIEF DESCRIPTION OF DRAWINGS

[0015] The drawings accompanying the specification of this application form a part of it, serve to provide further understanding of the present application, and together with the description of the exemplary embodiments of the present application, serve to explain the present application, and do not constitute improper limitations on the present application. Among them:

[0016] Fig. 1 The structure diagram of the slope in the specific embodiment provided by the utility model is shown in the figure.

[0017] Fig. 2 The installation diagram of the conical sleeve in the specific embodiment provided by the utility model is shown in the figure.

[0018] In the figure: 1, cut-off dam; 2, replacement cement soil layer; 3, grouting pipe; 4, water stop curtain; 5, shotcrete layer; 6, geogrid; 7, conical sleeve; 8, strip-shaped notch; 9, grouting hole. DETAILED DESCRIPTION

[0019] The technical solutions in the embodiments of the utility model will be described clearly and completely below, obviously, the described embodiments are only part of the embodiments of the utility model, not all the embodiments. Based on the embodiments in the utility model, all other embodiments obtained by the ordinary skill in the art belong to the scope of protection of the utility model.

[0020] In the description of the utility model, the orientation or position relationship indicated by the terms "longitudinal", "transverse", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom" and the like is the orientation or position relationship shown in the drawings, and is only for the convenience of describing the utility model and does not require the utility model to be constructed and operated in a particular orientation, therefore, it cannot be understood as a limitation on the utility model. The terms "connected", "connected" used in the utility model should be understood broadly, for example, it can be fixed connection, or detachable connection; it can be directly connected, or indirectly connected through an intermediate part, and the specific meaning of the above terms can be understood according to the specific circumstances by the ordinary skill in the art.

[0021] The utility model will be described in detail below with reference to the drawings and in combination with the embodiments. It should be noted that the embodiments in the utility model and the features in the embodiments can be combined with each other without conflict.

[0022] AsFigs. 1-2 As shown, a water seepage prevention mine heap slope is mainly used for maintaining the seepage interception dam 1, and through the integrated design of the seepage interception dam 1, the cement soil replacement layer 2, the grouting pipe 3 and the shotcrete layer 5, the integrated seepage prevention of "interception, prevention, injection and protection" is realized. The seepage interception dam 1 is used as the core seepage prevention barrier and is formed by tailing soil accumulation. The cement soil replacement layer 2 extending to the outer side slope in the horizontal direction is arranged above the seepage interception dam 1. The cement content of the cement soil replacement layer 2 is 5%-10%. In the specific backfilling, the original filling soil and the new soil taken from the soil field are used. The 5% cement stabilized soil is mixed on site. The cement and soil are fully mixed by using the excavator mixing method to ensure that the cement fully wraps the filling soil particles, so as to form a stable dam top and ensure the stability of the seepage interception dam 1. In addition, the replacement soil reduces the seepage rate after compaction and reduces the downward seepage of rainwater. The cement soil replacement layer 2 is located on the outside of the top of the seepage interception dam 1. The width of the cement soil replacement layer 2 is not less than 10 m. The grouting pipe 3 is located on the side of the cement soil replacement layer 2 close to the main body of the seepage interception dam 1. The grouting pipe 3 extends to the bottom of the seepage interception dam 1 from the elevation of the cement soil replacement layer 2. Specifically, the grouting pipe 3 is arranged after the excavation of the position to be replaced in the seepage interception dam 1. A plurality of grouting pipes 3 are distributed along the extension direction of the seepage interception dam 1. The grouting pipe 3 forms a water stop curtain 4 inside the seepage interception dam 1 by grouting, so as to stop grouting. The shotcrete layer 5 is located on the outer side slope of the seepage interception dam 1 and extends upward to the upper edge of the cement soil replacement layer 2. The shotcrete layer 5 sprays cement slurry, which can improve the anti-collapse ability of the slope surface. Furthermore, a drainage pipe is arranged in the shotcrete layer 5, which is used for draining the underground water between the water stop curtain 4 and the shotcrete layer 5.

[0023] In the embodiment, the grouting pipe 3 is made of steel and is arranged in place by downward arrangement. The spacing between two adjacent grouting pipes 3 is matched with the grouting penetration range of the grouting pipe 3.

[0024] According to the actual situation on site, the curtain thickness is preliminarily designed to be 1 m. The spacing (L) of the grouting pipe 3 and the slurry diffusion radius (R) are related as follows:

[0025] L = 2Rgcosα

[0026] In order to maximize the water plugging effect of the single-hole curtain, the intersection angle (α) is generally selected to be about 45°. In this case, the relationship between the spacing (L), the curtain thickness (H) and the slurry diffusion radius (R) is as follows:

[0027] L = H = 2Rsin45° = 1.414R

[0028] Therefore, through the above analysis and calculation, the curtain thickness is 1 m and the slurry diffusion radius is 0.71 m. According to the slurry diffusion radius and combined with the actual situation on site, the spacing of each group of grouting holes 9 is set to be 150-450 mm.

[0029] The water-cement ratio of the slurry is 0.7-1 (the water-cement ratio can be adjusted according to the diffusion degree on site), the design final hole grouting pressure is 2 MPa, 10%-20% of the cement quality is added to the slurry to enhance the fluidity of the cement, enhance the bonding strength of the cement, ensure the stability of the slurry, according to the water gushing situation during drilling construction, 2%-10% of the cement quality of the quick-setting agent can be added to the slurry, and the cement strength is not less than C30.

[0030] In an optional embodiment, the side wall of the grouting pipe 3 is provided with a plurality of groups of grouting holes 9, the plurality of groups of grouting holes 9 are uniformly distributed in the axial direction of the grouting pipe 3, and each group of grouting holes 9 includes four grouting holes 9 which are uniformly distributed in the circumferential direction of the grouting pipe 3.

[0031] The grouting pipe 3 is driven downward by a pressure device or a pile driver to improve the construction efficiency, in order to reduce the driving difficulty, the bottom of the grouting pipe 3 is provided with a conical bottom, and further, in order to avoid that the soil in the cutoff dam 1 blocks the grouting holes 9 during driving, a conical sleeve 7 corresponding to each group of grouting holes 9 is arranged on the outer wall of the grouting pipe 3, the smaller end of the conical sleeve 7 is welded to the lower edge of the grouting hole 9 in the form of welding, and the larger end extends upward to shield the grouting hole 9, so as to avoid that the soil enters the grouting pipe 3, and further, a plurality of strip-shaped notches 8 extending along the conical sleeve 7 are arranged on the conical sleeve 7, the strip-shaped notches 8 are four and are staggered with the grouting holes 9, so as to improve the flow direction of the slurry under the premise of shielding the grouting holes 9 and ensure the formation of the waterproof curtain 4.

[0032] In an optional embodiment, the geogrid 6 is arranged between the replaced cement soil layer 2 and the cutoff dam 1, bidirectional geogrid 6 is arranged on the contact surface between the replaced cement soil layer 2 and the cutoff dam 1, the strength of the geogrid is greater than or equal to 50 kN / m, the longitudinal lap width is greater than or equal to 30 cm, and the geogrid is fixed by U-shaped nails to enhance the interlayer shear resistance, improve the interlayer bonding force and prevent cracking, the thickness of the replaced cement soil layer 2 is not less than 50 cm, the thickness of the sprayed concrete is 8-10 cm, the quick-setting agent and polypropylene fibers are mixed in the sprayed concrete, and a high-strength protective layer is formed. The sprayed layer 5 covers the slope from bottom to top and is tightly engaged with the upper edge of the replaced cement soil layer 2.

[0033] The above only describes the preferred embodiments of the present application and is not intended to limit the present application, and any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application is within the protection scope of the pending right claim of the present application.

Claims

1. A water impervious heap slope, characterized in that The application relates to a seepage cutoff dam. The seepage cutoff dam is provided with a cement-soil replacement layer extending to the outer side slope in the horizontal direction. A plurality of grouting pipes are arranged on one side of the cement-soil replacement layer close to the main body of the seepage cutoff dam and extend to the bottom of the seepage cutoff dam from the elevation of the cement-soil replacement layer. A layer of sprayed concrete is arranged on the outer side slope of the seepage cutoff dam and extends upward to the cement-soil replacement layer.

2. The water impervious mine heap slope of claim 1, wherein, A geogrid is arranged between the cement-soil replacement layer and the seepage cutoff dam.

3. The water impervious mine heap slope of claim 1, wherein, The interval between two adjacent grouting pipes is matched with the grouting penetration range of the grouting pipe.

4. The water impervious mine heap slope of claim 1, wherein, The thickness of the cement-soil replacement layer is not less than 50 cm.

5. The water impervious mine heap slope of claim 1, wherein, The slope angle of the seepage cutoff dam is 45 degrees.

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