Combined structure for reconstructing flood drainage system in tailing pond

Abstract

The utility model discloses a combined structure for reconstructing a flood drainage system in a tailing pond. The combined structure is formed by combining a steel blade angle open caisson (1), a stilling well (4), a pile foundation (6), an annular bearing platform (7) and a new flood drainage well (8). The steel blade angle open caisson (1) is arranged above one side of the original drainage culvert pipe (9), the stilling well (4) is arranged below the interior of the steel blade angle open caisson (1), and the bottom side of the stilling well (4) is communicated with the original drainage culvert pipe (9); the pile foundations (6) are annularly distributed on the periphery of the steel blade angle open caisson (1); the annular bearing platform (7) is cast and supported on the pile foundation (6); a new flood drainage well (8) is constructed and supported on the annular bearing platform (7); and angle steel (2) is welded at the edge foot of the steel edge angle open caisson (1). On the basis of an original drainage culvert pipe, the open caisson is used for transformation, the construction period can be effectively shortened, the construction cost is reduced, the requirement for normal tailing drainage of a tailing pond is met, the requirement for flood drainage in a heavy rainfall season is also met, and economic benefits are remarkable.

Description

Technical Field

[0001] The utility model belongs to the technical field of flood discharge system management of mine tailings ponds, and is suitable for transforming the drainage system of a damaged original flood discharge system of a tailings pond to reconstruct the flood discharge system. Background Art

[0002] The main function of the tailings pond flood discharge system is to control the flood in the reservoir catchment area and discharge it safely and effectively outside the reservoir, preventing dam breach accidents caused by floods, which plays a vital role in the safe operation of the tailings pond.

[0003] At present, most of the tailings ponds with large catchment areas use a "drainage well + drainage culvert" type of flood discharge system. Especially for tailings ponds with a long operating life, the safety of the flood discharge system is very important. Once there is a safety hazard in the flood discharge system, such as the tilt of the drainage well body or damage to the drainage culvert structure, the flood discharge system needs to be managed in a timely manner.

[0004] At present, the more common solution for the management of mine tailings pond flood discharge systems is to build a new flood discharge system. However, the construction period of a new complete flood discharge system is long and difficult, which makes it difficult to meet the timeliness of emergency management of the flood discharge system, and it also imposes a heavy burden on the operating costs of the enterprise. Summary of the invention

[0005] The purpose of the utility model is to provide a combined structure for reconstructing a flood discharge system in a tailings pond in use, in order to solve the problems that the construction period of a new flood discharge system is long and difficult after the flood discharge system of the tailings pond in use is damaged, by transforming the drainage culvert in the original flood discharge system of the tailings pond.

[0006] In order to achieve the above-mentioned purpose of the utility model, the utility model adopts the following technical solutions to implement a combined structure for reconstructing a flood discharge system in a tailings pond:

[0007] The utility model discloses a combined structure for reconstructing a flood discharge system in a used tailings pond, which is composed of a steel blade angle caisson, a stilling well, a pile foundation, an annular cap and a new flood discharge well; the steel blade angle caisson is arranged above one side of an original drainage culvert, the stilling well is arranged inside and below the steel blade angle caisson, and the bottom side of the stilling well is connected with the original drainage culvert; the pile foundation is arranged in a circular ring shape on the periphery of the steel blade angle caisson; the annular cap is cast and supported on the pile foundation; the new flood discharge well is constructed and supported on the annular cap; and angle steel is welded at the blade foot of the steel blade angle caisson.

[0008] The steel blade angle caisson is a C35 reinforced concrete structure; the inner diameter of the new flood discharge well is recorded as R, and according to the "Design Code for Tailing Facilities" (GB 50863-2013), the inner diameter of the steel blade angle caisson is 1.5-2.0R, the wall thickness δ is 0.35-0.5m, and the height is 3.0-5.5m; the blade angle welding angle steel of the steel blade angle caisson has an angle steel size of ∠(200-500)mm*(200-500)mm*(9-12)mm, that is: the angle steel size is ∠200mm*200mm*9mm~∠500mm*500mm*12mm, and ∠200mm*200mm*10mm~∠500mm*500mm*10mm is preferred. Under this structural parameter, it can meet the sinking requirements and the designed strength requirements and drainage requirements.

[0009] Furthermore, the pile foundation is a C40 bored cast-in-place pile, the pile body diameter is in the range of 500-700 mm, the pile area diameter is 2R-4R, and the pile length L is 10-20 m.

[0010] Furthermore, the new flood drainage well is a C35 reinforced concrete structure with an inner diameter of 1.8 to 2.3 m and a wall thickness of 0.27 to 0.34 m.

[0011] Furthermore, the annular foundation is a C35 reinforced concrete structure, the inner diameter D1 is the same as the diameter of the energy dissipation well, the outer diameter D2 = 3 ~ 5R, and the height H = 2 ~ 3m.

[0012] Furthermore, a C20 concrete cushion layer 5 is poured at the bottom of the energy dissipation well, and the thickness of the cushion layer 5 is 45 to 55 cm, generally 50 cm.

[0013] Furthermore, the pile foundations are arranged symmetrically around the energy dissipation well and on both sides of the original drainage culvert, and the pile foundations must enter the underlying foundation bearing layer.

[0014] In order to improve the stability of the foundation and meet the reliability requirements of the reconstructed flood drainage system, grouting holes are arranged in layers along the outer ring of the steel blade caisson, and inclined grouting is used from the outside to the inside, and the hole opening is closed and the upward hole blocking grouting is used from bottom to top; after the grouting is completed, the permeability coefficient of the grouting body is not less than 1 Lu Rong, and the strength of the grouting body is not less than 2MPa;

[0015] In practical applications, a cushion layer is also provided at the bottom of the energy dissipation well foundation pit.

[0016] The utility model has the following positive effects after adopting the above technical scheme in a combined structure for reconstructing a flood discharge system in a tailings pond:

[0017] (1) The utility model transforms the original drainage culvert through a steel blade angle caisson, performs grouting construction through grouting holes in the grouting area to improve the stability of the foundation, and further improves the foundation stability through a pile foundation. After the steel blade angle caisson sinks to the top of the original drainage culvert, the steel blade angle caisson structure is optimized into an energy dissipation well, and then a circular pedestal and a new flood discharge well are constructed to achieve the purpose of flood discharge system management, effectively shorten the construction period, and improve economic benefits while ensuring the safety and reliability of the flood discharge system.

[0018] (2) The utility model utilizes the rheological properties of the tailings in the reservoir and sinks the steel blade angle caisson under its own weight, thereby establishing a construction space for the reconstruction of the yard drainage culvert in the steel blade angle caisson, which has the advantages of strong operability and reliable construction.

[0019] (3) The utility model utilizes caisson reconstruction on the basis of the original drainage culvert, which can effectively shorten the construction period and reduce the construction cost. It can not only meet the requirements of normal tailings discharge in the tailings pond, but also ensure the needs of flood discharge during heavy rainfall seasons, and has good economic benefits.

[0020] (4) Compared with the single foundation of the traditional flood discharge well, the utility model has improved foundation stability and is safer and more reliable through the use of structures such as pile foundation and annular pedestal. BRIEF DESCRIPTION OF THE DRAWINGS

[0021] Figure 1 This is a cross-sectional view of a combined structure of a flood discharge system reconstructed in a tailings pond in use according to the utility model;

[0022] Figure 2 The utility model shows a top view of a combined structure for reconstructing a flood discharge system in a used tailings pond.

[0023] Figure numerals: 1-steel blade angle caisson; 2-angle steel; 3-1-grouting area; 3-2-grouting hole; 4-energy dissipation well; 5-cushion; 6-pile foundation; 7-annular cap; 8-new flood discharge well; 9-original drainage culvert. DETAILED DESCRIPTION

[0024] To further describe the present invention, a combined structure for reconstructing a flood discharge system in a tailings pond according to the present invention is described in further detail below in conjunction with the accompanying drawings.

[0025] In the embodiment, a flood discharge well of a tailings pond in use in a certain ore dressing plant was found to be tilted according to monitoring, which posed a serious safety hazard. In combination with the actual situation of enterprise production and water collection in the tailings pond, the utility model is adopted to reconstruct a combined structure of a flood discharge system in the tailings pond in use, so as to achieve the purpose of eliminating the hidden dangers of the flood discharge system.

[0026] Depend on Figure 1The utility model is a combined structural section diagram of a flood discharge system reconstructed in a tailings pond and combined with Figure 2 It can be seen that it is composed of a steel blade-angle caisson 1, an energy dissipation well 4, a pile foundation 6, an annular pedestal 7, and a new flood discharge well 8; the steel blade-angle caisson 1 is arranged above one side of the original drainage culvert 9, the energy dissipation well 4 is arranged inside and below the steel blade-angle caisson 1, and the bottom side of the energy dissipation well 4 is connected with the original drainage culvert 9; the pile foundation 6 is arranged in a circular ring shape on the periphery of the steel blade-angle caisson 1; the annular pedestal 7 is cast and supported on the pile foundation 6; the new flood discharge well 8 is constructed and supported on the annular pedestal 7; the steel blade-angle caisson 1 is a C35 reinforced concrete structure with an inner diameter of 3.0m, an outer diameter of 4.0m, a wall thickness of 0.4m, and a height of 5.5m. An angle steel 2 of ∠200mm*200mm*10mm is welded at the cutting edge of the corner caisson 1; the pile foundation 6 is a C40 bored pile with a pile body diameter of 600mm; the annular pedestal 7 is a C35 reinforced concrete structure with an inner wall clearance diameter D1=1.5m, an outer diameter d2=8.6m of the annular pedestal 7 and a height of 2.5m; the new flood discharge well 8 is a C35 reinforced concrete structure with an inner diameter of 2.0m and a wall thickness of 0.3m; the pile foundation 6 is symmetrically arranged around the energy dissipation well 4 and on both sides of the original drainage culvert 9, and the pile foundation 6 must enter the foundation bearing layer below; a cushion layer 5 is also provided at the lower part of the foundation pit of the energy dissipation well 4.

[0027] The utility model is a method of reconstructing a flood discharge system in a tailings pond in use, and the following steps are adopted in specific implementation:

[0028] Step 1: Steel blade caisson 1 sinks to the bottom under its own weight

[0029] First, fill the connecting road and construction platform in the reservoir through earthwork operations. After the connecting road and construction platform are filled and measured and laid out, the steel blade angle caisson 1 is sunk by its own weight to seal the bottom. In the embodiment, the inner diameter of the steel blade angle caisson 1 is 3m, and the blade foot of the steel blade angle caisson 1 is welded with ∠200mm*200mm*10mm angle steel 2 to increase the sand breaking capacity of the sinking. The self-weight sinking and bottom sealing process can be coordinated with the control of the sinking speed by mechanical uniform sand excavation. The steel blade angle caisson 1 sinks to within 2m of the pipe top elevation of the original drainage culvert. The original drainage culvert 9 is explored by the probing method at the center and on both sides. After the steel blade angle caisson 1 sinks to the designed elevation and the settlement is stable, C35 concrete is used for bottom sealing. It is required that the strength of the bottom sealing concrete before the next construction is not less than 75% of the designed strength.

[0030] Step 2: Drilling and grouting in the grouting area

[0031] Grouting construction is carried out through the grouting hole 3-2 in the grouting area 3-1. Regional parameters such as grouting depth and grouting range are determined according to actual conditions. The grouting depth in the embodiment is 5.7m, the outer diameter of the grouting area 3-1 is 10m, and the grouting holes 3-2 are arranged in two layers in the plane annular direction in the grouting area 3-1. The annular layer spacing of the grouting holes 3-2 is 1.5m. From the outside to the inside, inclined grouting is adopted in sequence, with an inclination angle of 60°, a grouting pressure of 0.25MPa, and a stop grouting pressure of 0.75MPa. The orifice is closed and the upward hole blocking grouting from bottom to top is adopted. Grouting should start from low pressure and a large injection volume, and end with a final pressure and a small injection volume, and the final grouting pressure should not be less than the design pressure. It is required that the permeability coefficient of the grouting body is not less than 1 Lu Rong after the grouting is completed, and the strength of the grouting body is not less than 2MPa.

[0032] Step 3: Construction of energy dissipation well 4

[0033] The energy dissipation well 4 is excavated in layers from the bottom of the steel blade angle caisson 1 downwards, with the excavation size being a circular section with a diameter of 3.0m. The excavation is carried out in layers, with a layer height of 0.5m. During the excavation of the foundation pit downwards, reinforced concrete is used to cast a retaining wall with a thickness of 0.25m and a height of 0.5m. After the retaining wall is cast, a circular foundation pit section with a net section diameter of 1.5m is formed. A C20 concrete cushion layer 5 is cast at the bottom of the energy dissipation well 4, with a thickness of 50cm. The original drainage culvert 9 within the excavation range of the foundation pit needs to be cut, with the upstream of the original drainage culvert 9 along the foundation pit wall, and 0.75m left in the downstream in the foundation pit. The original drainage culvert 9 concrete is manually chiseled, and the steel bars are retained and overlapped with the steel bars of the energy dissipation well 4.

[0034] Step 4: Pile foundation 6 construction

[0035] The pile foundation 6 is arranged on the filled construction platform and symmetrically around the energy dissipation well 4 and on both sides of the original drainage culvert 9. The pile foundation 6 adopts C40 bored cast-in-place piles with a pile body diameter of 600mm and an outer diameter of the pile area of ​​6.5m. The pile length is L and must enter the bearing layer of the foundation below.

[0036] Step 5: Construction of annular platform 7

[0037] The annular cap 7 is constructed on the filled construction platform, using C35 reinforced concrete structure, with a clearance diameter D1 = 1.0m, an outer diameter D2 = 8.6m, and a height of 2.5m. Before tying the steel bars, the floating slurry part of the pile head of the pile foundation 6 is chiseled out, and the pile body and its main reinforcement are buried in the annular cap 7. The concrete pouring of the annular cap 7 is completed in one time, and the concrete is preferably poured into the groove by the flat paving method. After the strength of the concrete after pouring is not less than 70% of the design value, the upper new flood discharge well 8 is constructed.

[0038] Step 6: Construction of new flood discharge well 8

[0039] The new drainage well 8 is constructed on the annular pedestal 7. The well body of the new drainage well 8 is a C35 reinforced concrete structure with an inner diameter of 2.0m, a wall thickness of 0.3m, and an outer diameter of 2.6m. The well body structural parameters must meet the flood prevention and drainage requirements.

[0040] It should be noted that the directions or positional relationships indicated by the terms "upper", "lower", "left", "right", "inside", "outside", etc. in the present invention are based on the directions or positional relationships shown in the accompanying drawings, and are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the referred parts or elements must have a specific direction, be constructed and operated in a specific direction, and therefore cannot be understood as a limitation on the present invention.

[0041] The above description is only a preferred specific implementation manner of the present invention, but the protection scope of the present invention is not limited thereto. Any technician familiar with the technical field can make equivalent replacements or changes within the technical scope disclosed by the present invention according to the technical scheme and the utility model concept of the present invention, which should be covered by the protection scope of the present invention.

Claims

1. A combined structure for reconstructing a flood discharge system in a used tailings pond, characterized in that: It is composed of a steel blade angle caisson (1), a stilling well (4), a pile foundation (6), an annular cap (7), and a new flood discharge well (8); the steel blade angle caisson (1) is arranged above one side of an original drainage culvert (9), the stilling well (4) is arranged inside and below the steel blade angle caisson (1), and the bottom side of the stilling well (4) is connected to the original drainage culvert (9); the pile foundation (6) is arranged in a circular ring shape on the periphery of the steel blade angle caisson (1); the annular cap (7) is cast and supported on the pile foundation (6); the new flood discharge well (8) is constructed and supported on the annular cap (7); and the angle steel (2) is welded at the blade foot of the steel blade angle caisson (1).

2. A combined structure for reconstructing a flood discharge system in a tailings pond as claimed in claim 1, characterized in that: Assuming that the inner diameter of the new flood discharge well (8) is R, the inner diameter of the steel blade angle caisson (1) is 1.5-2.0R, the wall thickness δ is 0.35-0.5m, and the height is 3.0-5.5m.

3. A combined structure for reconstructing a flood discharge system in a tailings pond as claimed in claim 2, characterized in that: The angle steel has a size of ∠(200-500)mm*(200-500)mm*(9-12)mm.

4. A combined structure for reconstructing a flood discharge system in a tailings pond as claimed in claim 1, characterized in that: The pile foundation (6) is a C40 bored pile with a pile body diameter ranging from 500 to 700 mm and a pile length L of 10 to 20 m.

5. A combined structure for reconstructing a flood discharge system in a tailings pond as claimed in claim 2, characterized in that The annular support (7) is a C35 reinforced concrete structure, with an inner diameter D1 being the same as the diameter of the energy dissipation well (4), an outer diameter D2=3-5R, and a height H=2-3m.

6. A combined structure for reconstructing a flood discharge system in a tailings pond as claimed in claim 1, characterized in that The new flood discharge well (8) is a C35 reinforced concrete structure with an inner diameter of 1.8 to 2.3 m and a wall thickness of 0.27 to 0.34 m.

7. A combined structure for reconstructing a flood discharge system in a tailings pond as claimed in claim 1, characterized in that The pile foundation (6) is symmetrically arranged around the energy dissipation well (4) and on both sides of the original drainage culvert (9), and the pile foundation (6) must enter the underlying foundation bearing layer.

8. A combined structure for reconstructing a flood discharge system in a tailings pond as claimed in claim 1, characterized in that : Cast a C20 concrete cushion layer (5) at the bottom of the energy dissipation well (4), The cushion layer (5) has a thickness of 45 to 55 cm.

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