A drainage and guide shaft structure combined with a diversion tunnel drainage

Abstract

The utility model discloses a kind of drainage vertical shaft structures combined with diversion tunnel drainage, belong to water conservancy diversion and interception construction technical field, the drainage vertical shaft structure combined with diversion tunnel drainage includes drainage vertical shaft and diversion tunnel, the drainage vertical shaft structure includes top overflow weir structure, drainage vertical shaft well body structure and bottom anti-impact structure, the top overflow weir structure, drainage vertical shaft well body structure, diversion tunnel are sequentially communicated from top to bottom in order, and the bottom anti-impact structure is arranged at the bottom of diversion tunnel.The drainage vertical shaft structure combined with diversion tunnel drainage proposed in the utility model makes up the deficiency that diversion tunnel can only guide and drain upstream catchment but cannot guide and drain catchment on both banks, reduces the equipment, manpower input of traditional catchment pumping catchment on both banks, greatly reduces the difficulty of flood prevention, ensures the safety during construction period.

Description

Technical Field

[0001] This utility model belongs to the field of water conservancy engineering diversion and interception construction technology, specifically relating to a drainage shaft structure that combines drainage with a diversion tunnel. Background Technology

[0002] In the construction of water conservancy projects, in order to ensure normal construction and reduce the impact of river water, effective diversion measures are needed to control and guide the direction of water flow. Diversion construction technology plays an important role in water conservancy project construction. Tunnel diversion is also a commonly used construction diversion method in large and medium-sized water conservancy and hydropower projects in my country, and it is widely used in narrow river channels in mountainous areas with narrow valleys and steep terrain on both banks. Tunnel diversion involves excavating a tunnel on the riverbank and building cofferdams upstream and downstream of the foundation pit to divert the water flow in the river channel through the diversion tunnel, creating dry construction conditions for the main structure.

[0003] Tunnel diversion effectively solves the problem of upstream river water diversion during water conservancy project construction. However, medium and large-scale water conservancy projects typically have a large upstream and downstream span, with large rainwater collection areas on both banks and complex terrain, often featuring large gullies. Therefore, open drainage is often used. Furthermore, large-scale water conservancy and hydropower projects generally experience multiple or even more than ten flood seasons, posing significant challenges in flood control. This requires extensive pumping and drainage facilities that must be maintained in good working order, consuming substantial manpower for maintenance, resulting in high construction costs and safety risks.

[0004] Therefore, in order to reduce construction costs and safety risks during the flood season, it is necessary to consider a drainage shaft structure and its construction method that combines drainage with the diversion tunnel. Utility Model Content

[0005] The purpose of this utility model is to provide a drainage shaft structure and its construction method that combines drainage with a diversion tunnel, so as to overcome the problems of large workload, high flood control difficulty and high safety risk of traditional water collection and pumping for rainwater on both banks in water conservancy and hydropower engineering construction.

[0006] This utility model is achieved through the following technical solution.

[0007] This utility model provides a drainage shaft structure that combines drainage with a diversion tunnel, including a drainage shaft and a diversion tunnel. The drainage shaft structure includes a top overflow weir structure, a drainage shaft body structure, and a bottom anti-impact structure. The top overflow weir structure, the drainage shaft body structure, and the diversion tunnel are connected sequentially from top to bottom. The bottom anti-impact structure is located at the bottom of the diversion tunnel.

[0008] Furthermore, the top overflow weir structure includes an overflow weir foundation, overflow weir retaining piers, anti-shift anchor bolts, and top locking anchor bolts. The overflow weir foundation is a ring-shaped reinforced concrete structure arranged circumferentially along the drainage shaft. The anti-shift anchor bolts and top locking anchor bolts are arranged in a ring around the bottom of the overflow weir foundation and the surrounding rock mass of the drainage shaft opening. The overflow weir retaining piers are reinforced concrete structures arranged on top of the overflow weir foundation. Multiple overflow weir retaining piers are distributed circumferentially along the drainage shaft, with water inlet openings between adjacent overflow weir retaining piers. The sides and top surfaces of the overflow weir retaining piers are curved surfaces.

[0009] Furthermore, the distance between two adjacent overflow weir retaining piers shall not exceed 1 / 2 of the diameter of the drainage shaft.

[0010] Furthermore, the overflow weir retaining pier and the overflow weir foundation are an integral unit.

[0011] Furthermore, the shaft structure of the drainage shaft includes system anchor bolts, bottom locking anchor bolts, and shaft wall protection structure. The system anchor bolts are arranged radially along the circumferential direction of the drainage shaft and are inclined downwards. The bottom locking anchor bolts are set at the lower part of the drainage shaft. The shaft wall protection structure includes steel mesh and shotcrete. The steel mesh is welded to the system anchor bolts and shotcrete is used for the facing.

[0012] Furthermore, the lower part of the drainage shaft connects to the diversion tunnel in a funnel shape, and multiple bottom anchor bolts are perpendicular to the lower part of the drainage shaft and arranged in a ring to form a funnel-shaped face.

[0013] Furthermore, the bottom anti-impact structure includes an anti-impact device and a flow-through mortar. The anti-impact device is installed on the bottom plate of the diversion tunnel and is made of thick steel plate. It is anchored to the bottom plate of the diversion tunnel by riveting. The flow-through mortar is made of epoxy high-strength mortar and is smoothed with the surface in line with the anti-impact device and the bottom plate of the diversion tunnel.

[0014] The beneficial effects of this utility model are:

[0015] 1. This utility model has a simple structure, stable structure, and convenient construction. The top overflow weir adopts a lotus petal shape design, and its sides and top surface are curved to ensure its discharge capacity and flow pattern. At the same time, it also prevents large-volume stones from being eroded by excessive water flow from blocking the wellhead of the drainage shaft.

[0016] 2. The bottom impact-resistant device of this utility model is made of steel plate, which is convenient to construct and has a good scouring effect, ensuring that the lining structure of the diversion tunnel is not damaged by impact due to vertical discharge; the upstream and downstream are transitioned with high-strength epoxy mortar to ensure smooth water flow.

[0017] 3. This utility model makes up for the deficiency that the diversion tunnel can only divert water from the upstream but not from the banks, reducing the equipment and manpower required for traditional water collection and pumping, greatly reducing the difficulty of flood control, and ensuring safety during the construction period. Attached Figure Description

[0018] Figure 1 This is a schematic diagram of the present invention;

[0019] Figure 2 This is a front view of the present invention;

[0020] Figure 3 This is a top view of the top overflow weir structure of this utility model;

[0021] Figure 4 This is a perspective view of the top overflow weir structure of this utility model;

[0022] Figure 5 This is a schematic diagram of the bottom impact-resistant structure of this utility model.

[0023] In the diagram: 1. Top overflow weir structure; 2. Drainage shaft structure; 3. Bottom anti-impact structure; 4. Drainage tunnel; 5. Overflow weir foundation; 11. Overflow weir slag retaining pier; 12. Anti-movement anchor; 13. Top locking anchor; 14. System anchor; 21. Bottom locking anchor; 22. Shaft wall protection structure; 23. Anti-impact device; 31. Flow mortar; 32. Detailed Implementation

[0024] The following description further explains the structures involved in this utility model and the technical terms used therein. These descriptions are merely illustrative of how this utility model is implemented and do not constitute any limitation on this utility model.

[0025] In the description of this utility model, it should be understood that the terms "upper," "lower," "front," "rear," "left," "right," "lateral," and "longitudinal," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used only for the convenience of describing this utility model and simplifying the description, and do not indicate or imply that the indicated position or element must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations of this utility model. Furthermore, the terms "first," "second," etc., are used for descriptive purposes only and should not be construed as indicating or implying relative importance.

[0026] In the description of this utility model, unless otherwise explicitly specified and limited, terms such as "connection" and "fixation" should be interpreted broadly. For example, "fixation" can mean a fixed connection, a detachable connection, or an integral part; it can mean a direct connection or an indirect connection through an intermediate medium; it can mean the internal communication of two components or the interaction between two components, unless otherwise explicitly limited. Those skilled in the art can understand the specific meaning of the above terms in this utility model according to the specific circumstances.

[0027] This embodiment describes a drainage shaft structure that combines drainage with a diversion tunnel, such as... Figure 1-5 As shown, it includes a drainage shaft 5 and a diversion tunnel 4. The drainage shaft structure includes a top overflow weir structure 1, a drainage shaft body structure 2, and a bottom anti-impact structure 3. The top overflow weir structure 1, the drainage shaft body structure 2, and the diversion tunnel 4 are connected sequentially from top to bottom. The bottom anti-impact structure 3 is located at the bottom of the diversion tunnel 4.

[0028] The top overflow weir structure 1 includes an overflow weir foundation 11, an overflow weir retaining slag block 12, an anti-movement anchor 13, and a top locking anchor 14.

[0029] The overflow weir foundation 11 is a ring-shaped reinforced concrete structure, arranged circumferentially along the drainage shaft. The anti-slip anchor bolts 13 and the top locking anchor bolts 14 are arranged in a ring at the lower part of the overflow weir foundation 11 and connect with the surrounding rock mass of the drainage shaft opening, ensuring structural stability and preventing the overflow weir from slipping. The anti-slip anchor bolts 13 and the top locking anchor bolts 14 are mechanically drilled, with mortar injected first and then the anchor bolts inserted. After the mortar has initially set, secondary grouting is performed, ensuring the tensile strength and mortar fullness requirements of the mortar anchor bolts.

[0030] The overflow weir retaining pier 12 is made of reinforced concrete and is arranged on the top of the overflow weir foundation 11. It is connected to the internal steel bars of the overflow weir foundation 11 as a whole. Multiple overflow weir retaining piers 12 are distributed circumferentially along the drainage shaft. The water inlet is between adjacent overflow weir retaining piers 12. Its sides and top surfaces are arc surfaces, and the overall layout is in the shape of lotus petals to ensure its discharge capacity and flow pattern. At the same time, it also prevents large stones from being washed away by excessive water flow and blocking the drainage shaft opening.

[0031] The distance between two adjacent overflow weir slag retaining blocks 12, i.e. the size of the water inlet, shall not exceed 1 / 2 of the diameter of the drainage shaft 5; the number of overflow weir slag retaining blocks 12 may be increased according to actual conditions to ensure water flow.

[0032] The height of the overflow weir retaining column 12 should be set according to the surrounding environment, mainly to ensure that no large stones cross the retaining column and block the drainage shaft 5.

[0033] The shaft structure 2 includes a system anchor bolt 21, a bottom locking anchor bolt 22, and a shaft wall protection structure 23.

[0034] The system anchor bolts 21 are arranged radially in a ring along the guide shaft 5, with an angle of 15° downward to ensure the stability of the rock mass around the shaft. After mechanical drilling, mortar is injected first and then the anchor bolts are inserted. After the mortar has initially set, secondary grouting is performed. It is necessary to ensure the pull-out strength of the anchor bolts and the fullness of the mortar.

[0035] The bottom anchor bolts 12 are arranged in a ring at the flared opening where the well body connects with the diversion tunnel 4, ensuring that the water flow does not destroy the surrounding rock walls when it flows vertically downwards, thus guaranteeing the structural stability of the well body. The bottom anchor bolts 22 are installed perpendicular to the flared opening surface at the bottom of the well body. After mechanical drilling, mortar is injected first, and then the anchor bolts are inserted. After the mortar has initially set, secondary grouting is performed, ensuring the pull-out strength of the anchor bolts and the fullness of the mortar.

[0036] The wellbore wall protection structure 23 includes a steel mesh and shotcrete. The steel mesh is welded to the system anchor bolts 21 to ensure the stability of the wall protection structure. The steel mesh is combined with the shotcrete surface to prevent water flow from damaging the wellbore rock wall.

[0037] The bottom impact-resistant structure 3 includes an impact-resistant device 31 and a flow-through mortar 32.

[0038] The impact-resistant device 31 is installed on the bottom plate of the diversion tunnel 4 and is made of thick steel plate. It is anchored to the bottom plate of the diversion tunnel 4 with rivets to prevent water flow from impacting the bottom plate of the diversion tunnel and to prevent the steel plate from being washed away by excessive water flow. The flow-through mortar 32 is made of epoxy high-strength mortar and is smoothed on the surface, which is in line with the impact-resistant device 31 and the bottom plate of the diversion tunnel 4 to ensure smooth water flow.

[0039] like Figure 1 As shown, the drainage shaft structure should be set at the gully on both banks of the river, and its longitudinal position should be set directly above the diversion tunnel 4 to ensure that the drainage shaft and the diversion tunnel 4 are integrated into a drainage system.

[0040] The diameter of the drainage shaft 5 should be calculated based on the catchment area of ​​the bank slope and gully, combined with local hydrological conditions, and designed after considering the maximum catchment volume.

[0041] This embodiment also introduces a construction method for a drainage shaft structure combined with a diversion tunnel. The construction of the above-mentioned drainage shaft structure includes the following steps:

[0042] Step 1: Before constructing the drainage shaft 5, the lower diversion tunnel 4 should be completed. The top arch of the part corresponding to the drainage shaft 5 should only be initially supported, and the lining structure should be reserved to facilitate the connection between the drainage shaft 5 and the diversion tunnel 4.

[0043] Step 2: Clean the work surface. According to the design drawings, use surveying instruments to locate and clean the terrain around the drainage shaft 5 until the strongly weathered rock layer is reached, and remove the surrounding debris and other debris. During the excavation process, the surrounding slopes should be excavated and supported simultaneously to ensure slope stability.

[0044] Step 3: Construction of the anchor bolts 14. The top anchor bolts 14 are arranged in a ring to ensure wellhead stability during drilling.

[0045] Step 4: Excavation of the guide shaft 5. A raise boring machine is used for construction. First, a pilot hole is constructed, with its centerline coinciding with the guide shaft. After the pilot hole is formed, a roller cone drill bit with an enlarging function is installed at the bottom of the shaft (top of the diversion tunnel 4) using the raise boring machine. Excavation of the guide shaft begins from bottom to top. The drill bit size is determined based on the shaft diameter. After excavating a certain distance, once a certain amount of rock debris has accumulated in the diversion tunnel 4, the raise boring machine operation is stopped, and the rock debris in the diversion tunnel is cleared. Then, the raise boring machine operation resumes. This process is repeated until the guide shaft 5 is excavated.

[0046] Step 5: Shaft Wall Protection for Drainage Shafts. Scaffolding is erected inside the shaft, resting on the lining floor of the diversion tunnel. After the scaffolding is erected, the system anchors 21 and bottom locking anchors 22 are constructed. The system anchors 21 are arranged in a ring, oriented radially towards the shaft and inclined downwards at 15°. The bottom locking anchors 22 are also arranged in a ring, perpendicular to the flared rock surface. After the anchor construction is completed, steel mesh is installed on the shaft walls, and shotcrete is applied. The steel mesh is welded to the system anchors 21.

[0047] Step 6: Construction of the top overflow weir structure 1. Before construction, the anti-shifting anchor rods 13 shall be completed. The overflow weir foundation 11 shall be reinforced, the formwork installed, the concrete poured, and cured. The overflow weir slag retaining piers 12 shall be arranged in the shape of lotus petals. After the overflow weir foundation is completed, the reinforcement shall be tied, the formwork installed, the concrete poured, and cured.

[0048] Step 7: Construction of the bottom anti-impact structure 3. The anti-impact device 31 is installed on the bottom plate of the diversion tunnel 4 and is made of thick steel plate. It is anchored to the bottom plate of the diversion tunnel 4 with rivets to prevent water flow from impacting the bottom plate of the diversion tunnel and to prevent the steel plate from being washed away by excessive water flow. The flow mortar 32 is made of epoxy high-strength mortar and is smoothed on the surface, which is in line with the anti-impact device 31 and the bottom plate of the diversion tunnel to ensure smooth water flow.

[0049] The above description is only a preferred embodiment of the present utility model and is not intended to limit the present utility model. Although the present utility model has been described in detail with reference to the foregoing embodiments, those skilled in the art can still modify the technical solutions described in the foregoing embodiments or make equivalent substitutions for some of the technical features. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present utility model should be included within the protection scope of the present utility model.

Claims

1. A drainage and diversion shaft structure combined with a diversion tunnel drainage, comprising a drainage and diversion shaft and a diversion tunnel, characterized in that: The drainage shaft structure includes a top overflow weir structure, a drainage shaft body structure, and a bottom anti-impact structure. The top overflow weir structure, the drainage shaft body structure, and the diversion tunnel are connected sequentially from top to bottom. The bottom anti-impact structure is located at the bottom of the diversion tunnel. The bottom anti-impact structure includes an anti-impact device and flow-through mortar. The anti-impact device is installed on the bottom plate of the diversion tunnel and is made of thick steel plate. It is anchored to the bottom plate of the diversion tunnel by riveting. The flow-through mortar is made of epoxy high-strength mortar and is smoothed with the surface in line with the anti-impact device and the bottom plate of the diversion tunnel. The anti-impact device is located directly below the drainage shaft.

2. The drain shaft structure combined with a diversion tunnel according to claim 1, characterized in that: The top overflow weir structure includes an overflow weir foundation, overflow weir retaining piers, anti-shifting anchors, and top locking anchors. The overflow weir foundation is a ring-shaped reinforced concrete structure arranged circumferentially along the drainage shaft. The anti-shifting anchors and top locking anchors are arranged in a ring around the bottom of the overflow weir foundation and in the surrounding rock mass of the drainage shaft opening. The overflow weir retaining piers are reinforced concrete structures arranged on top of the overflow weir foundation. Multiple overflow weir retaining piers are distributed circumferentially along the drainage shaft, with water inlet openings between adjacent overflow weir retaining piers. The sides and top surfaces of the overflow weir retaining piers are curved.

3. The drain shaft structure combined with a diversion tunnel according to claim 2, characterized in that: The distance between two adjacent overflow weir retaining piers shall not exceed 1 / 2 of the diameter of the drainage shaft.

4. The drain shaft structure combined with a diversion tunnel according to claim 2, wherein: The overflow weir retaining pier and the overflow weir foundation are a single unit.

5. The drain shaft structure of claim 1, wherein: The shaft structure includes system anchor bolts, bottom locking anchor bolts, and shaft wall protection structure. The system anchor bolts are arranged radially along the circumferential direction of the shaft and inclined downwards. The bottom locking anchor bolts are set at the lower part of the shaft. The shaft wall protection structure includes steel mesh and shotcrete. The steel mesh is welded to the system anchor bolts and shotcrete is used for the facing.

6. The drain shaft structure of claim 5, wherein: The lower part of the drainage shaft connects to the diversion tunnel in a funnel shape, and multiple bottom anchor bolts are arranged in a ring around the lower part of the drainage shaft, forming a funnel-shaped face.

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