Rotational flow well supporting structure

Abstract

The utility model provides a rotational flow well supporting structure which comprises a supporting ring column, a plurality of supporting columns and a plurality of supporting columns, the supporting ring column is formed by pouring concrete layer by layer from top to bottom along with layer-by-layer excavation of a rotational flow well, and the supporting ring column is supported on the inner side wall of the rotational flow well; and the multiple anti-shearing pieces are obliquely and downwards inserted into the inner side wall of the rotational flow well, and one ends of the multiple anti-shearing pieces are formed in the supporting ring column in a pouring mode. The supporting structure is formed by pouring layer by layer from top to bottom in the excavation process of the rotational flow well, the supporting structure can avoid large-range excavation around the rotational flow well, and the construction cost is relatively low.

Description

Technical Field

[0001] The utility model relates to the technical field of construction engineering, in particular to a vortex well supporting structure. Background Art

[0002] The swirl well is an important structure in metallurgical engineering. It uses high-pressure water to flush the oxidized iron scale sediment produced in the continuous casting process or the steel rolling process into the swirl well, where it rotates and settles. The oxidized slag is then grabbed out with a grab bucket, and the slag flushing water is filtered and pumped back to the water treatment system with a pump. The water is then treated accordingly and recycled.

[0003] The diameter and depth of the cyclone well are relatively large. The depth and diameter of the cyclone well in continuous casting projects and long steel rolling projects are mostly around 20m, while the depth and diameter of the cyclone well in hot rolling projects and thick plate projects are mostly around 30m.

[0004] Traditional vortex well construction techniques include large excavation construction method (including large excavation method with soil nails or anchor rods to reinforce slopes), caisson construction method, support and simulated construction method, etc.

[0005] The large excavation construction method requires a large-scale excavation of the outer periphery of the vortex well, which makes the excavation range larger and has a great impact on the surrounding factory building foundations. The caisson construction method requires the construction of a caisson structure on the ground, excavation of the soil in the caisson, and the sinking of the caisson into the ground with the help of the weight of the caisson, and then the construction and sinking of each section until the structure is completed and sinks to the required elevation; this construction process is difficult to accurately sink to the required depth, and there are many conditions that need to be met, such as requiring a shallow groundwater level and requiring large-scale precipitation, but precipitation will cause the surrounding foundations and roads to sink. Water-stop curtains can also be used to stop water, but once the water-stop curtain is damaged, it will cause bulges and pipe bursts in the caisson, resulting in serious landslides or settlements around the caisson, causing settlement and displacement of surrounding foundations and structures and causing damage. The support is proposed to be constructed method. The support structure includes continuous wall support and pile support. First, the continuous wall or support piles are constructed underground, and the soil within the continuous wall range is excavated section by section. The lining structure is constructed as the continuous wall support until the excavation reaches the bottom plate elevation. The bottom plate construction is completed. The continuous wall plays a role in water stopping and retaining soil. Only the soil within the continuous wall range needs to be excavated. However, the support construction cost is relatively high, and it is suitable for soft soil sites such as rivers and seaside areas with high groundwater levels.

[0006] As described above, the vortex well construction process in the prior art has the above-mentioned defects, and therefore a vortex well support structure formed by a vortex well construction process that can be applied to a vortex well with a deeper groundwater level and does not require large-scale excavation is needed. Utility Model Content

[0007] The utility model aims to provide a vortex well support structure, which is cast layer by layer from top to bottom during the excavation process of the vortex well. Its supporting effect on the side wall soil can avoid large-scale excavation around the vortex well, and the construction cost is relatively low.

[0008] The utility model provides a vortex well support structure, which includes:

[0009] A support ring column, which is cast layer by layer from top to bottom with concrete as the vortex well is excavated layer by layer, and is supported on the inner wall of the vortex well;

[0010] A plurality of anti-shear members are inserted obliquely downward into the inner wall of the vortex well, and one end of the plurality of anti-shear members is cast and formed in the support ring column.

[0011] The vortex well support structure described in the utility model can provide stable side wall support for the vortex well, and it is cast layer by layer from top to bottom during the vortex well excavation process. After the vortex excavation is completed, a relatively stable vortex well side wall is formed, avoiding the need to reinforce the side wall of the vortex well after the vortex well excavation is completed.

[0012] The vortex well support structure described in the utility model has one end of the shear-resistant member cast in the supporting ring column inserted into the soil of the side wall, which can improve the structural strength of the supporting ring column and the shear-resistant strength of the soil on the side wall of the vortex well, thereby extending the service life of the vortex well.

[0013] In a preferred embodiment of the present invention, a support steel bar frame is cast in the supporting ring column, and the support steel bar frame is a ring-column frame structure in which vertical steel bars and annular steel bars are tied together.

[0014] In this embodiment, the supporting steel bar frame in the supporting ring column can improve the structural strength of the supporting ring column.

[0015] In a preferred embodiment of the utility model, a crown beam supported on the inner wall of the vortex well is provided on the top of the support ring column, and the crown beam is an annular structure formed by casting concrete, and its lower end face is cast together with the upper end face of the support ring column, the outer diameter of the crown beam is larger than the outer diameter of the support ring column, and the inner diameter of the crown beam is equal to the inner diameter of the support ring column.

[0016] In this embodiment, since the outer diameter of the crown beam is larger than that of the support ring column, the outer wall of the crown beam extends radially outward and is stuck in the soil, which can generate a certain pulling force on the support ring column below it to prevent the support ring column from sinking downward.

[0017] In a preferred embodiment of the present invention, a crown beam reinforcement frame is cast in the crown beam, and the crown beam reinforcement frame is a ring-column frame structure in which vertical reinforcements and annular reinforcements are tied together.

[0018] In this embodiment, the crown beam reinforcement frame can improve the structural strength of the crown beam.

[0019] In a preferred embodiment of the present invention, one end of the portion of the anti-shear member located at the top of the vortex well is cast in the crown beam.

[0020] In this embodiment, an anti-shear member is also provided at the position of the crown beam, thereby strengthening the structure of the crown beam.

[0021] In a preferred embodiment of the present invention, along the circumferential direction of the vortex well, a plurality of the anti-shear members are interspersed on the inner wall thereof at intervals; along the axial direction of the vortex well, a plurality of the anti-shear members are interspersed up and down in the same radial direction.

[0022] In this embodiment, a plurality of anti-shear members are evenly inserted on the entire circumferential side wall of the vortex well, thereby improving the structural strength of the soil on the side wall of the vortex well.

[0023] In a preferred embodiment of the present invention, a plurality of the anti-shear members located in the same radial direction of the vortex well are arranged in parallel.

[0024] In this embodiment, the anti-shear members arranged in parallel can improve the structural strength of the soil to the greatest extent and prevent the soil from collapsing inwards.

[0025] In a preferred embodiment of the present invention, the plurality of anti-shear members are anti-shear steel bars.

[0026] In this embodiment, long strips of steel bars are directly used as shear-resistant members, which has a relatively low cost.

[0027] In a preferred embodiment of the present invention, the angle between the plurality of anti-shear members and the horizontal plane is 45 degrees.

[0028] In a preferred embodiment of the present invention, the bottom of the vortex well is formed with a bottom plate by pouring concrete, and the bottom plate is connected to the supporting ring column.

[0029] In this embodiment, the supporting ring column and the bottom plate respectively form the side structure and bottom structure of the vortex well, isolate the soil, and thus form a relatively stable and complete concrete support frame. BRIEF DESCRIPTION OF THE DRAWINGS

[0030] In order to more clearly illustrate the embodiments of the utility model or the technical solutions in the prior art, the following briefly introduces the drawings required for the embodiments or the description of the prior art. Obviously, the drawings described below are only some embodiments of the utility model. For ordinary technicians in this field, other drawings can be obtained based on these drawings without creative work. In the drawings:

[0031] The drawings described herein are only for explanation purposes and are not intended to limit the scope of the present invention in any way. In addition, the shapes and proportional dimensions of the components in the drawings are only for illustration purposes to help understand the present invention, and are not intended to specifically limit the shapes and proportional dimensions of the components of the present invention. Under the guidance of the present invention, those skilled in the art can select various possible shapes and proportional dimensions to implement the present invention according to specific circumstances.

[0032] Figure 1 This is a structural schematic diagram of the first construction state of the vortex well support structure of the utility model;

[0033] Figure 2 This is a schematic diagram of the structure of the vortex well support structure of the utility model in the second construction state;

[0034] Figure 3 This is a schematic structural diagram of the third construction state of the vortex well support structure of the utility model;

[0035] Figure 4 This is a schematic structural diagram of the fourth construction state of the vortex well support structure of the utility model;

[0036] Figure 5 This is a schematic structural diagram of the fifth construction state of the vortex well support structure of the utility model;

[0037] Figure 6 This is a schematic diagram of the sixth construction state of the vortex well support structure of the utility model;

[0038] Figure 7 This is a structural schematic diagram of the seventh construction state of the vortex well support structure of the utility model;

[0039] Figure 8 This is a schematic structural diagram of the eighth construction state of the vortex well support structure of the utility model;

[0040] Fig. 9 It is a structural schematic diagram of the ninth construction state of the vortex well support structure described in the utility model.

[0041] Description of reference numerals:

[0042] 10. Crown beam; 11. Crown beam space; 12. Crown beam reinforcement frame;

[0043] 20. First excavation space; 21. First concrete side wall;

[0044] 30. Second excavation space; 31. Second concrete side wall;

[0045] 40. The third excavation space; 41. The third concrete side wall;

[0046] 50. Shear-resistant member; 52. Support steel bar frame; 53. Casting formwork; 54. Connecting steel bars;

[0047] 60. Supporting ring column;

[0048] M. Digging surface. DETAILED DESCRIPTION

[0049] In order to enable those skilled in the art to better understand the technical solutions in the present invention, 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 ordinary technicians in this field without creative work should fall within the scope of protection of the present invention.

[0050] It should be noted that when an element is referred to as being "disposed on" another element, it may be directly on the other element or there may be a central element. When an element is considered to be "connected to" another element, it may be directly connected to the other element or there may be a central element at the same time. The terms "vertical", "horizontal", "left", "right" and similar expressions used herein are for illustrative purposes only and are not intended to be the only embodiment.

[0051] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as those commonly understood by those skilled in the art in the technical field 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.

[0052] like Figures 1 to 9 As shown, the utility model provides a vortex well support structure, which includes:

[0053] The support ring column 60 is cast layer by layer from top to bottom with concrete as the vortex well is excavated layer by layer. The support ring column 60 is supported on the inner wall of the vortex well.

[0054] A plurality of anti-shear members 50 are inserted obliquely downward into the inner wall of the vortex well, and one end of the plurality of anti-shear members 50 is cast and formed in the support ring column 60 .

[0055] The vortex well support structure described in the utility model can provide stable side wall support for the vortex well, and it is cast layer by layer from top to bottom during the vortex well excavation process. After the vortex excavation is completed, a relatively stable vortex well side wall is formed, avoiding the need to reinforce the side wall of the vortex well after the vortex well excavation is completed.

[0056] The vortex well support structure described in the utility model has one end of the anti-shear member 50 cast in the support ring column 60 inserted into the soil of the side wall, which can improve the structural strength of the support ring column 60 and the anti-shear strength of the soil on the side wall of the vortex well, thereby extending the service life of the vortex well.

[0057] The specific structure of the vortex well support structure described in the utility model will be described in detail below.

[0058] First, if Figures 4 to 9 As shown, the vortex well described in the utility model is excavated downward layer by layer. After each layer is excavated, concrete side walls are poured on the inner wall of the layer to form support for the soil. Multiple concrete side walls poured from top to bottom are connected together to form the support ring column 60 described in the utility model.

[0059] Secondly, if Figures 4 to 9 As shown, in this embodiment, the anti-shear member 50 is an anti-shear steel bar, one end of which is inserted into the side wall soil in an inclined downward direction, and the other end of which is exposed from the side wall soil and cast in the support ring column 60.

[0060] Preferably, along the circumferential direction of the vortex well, a plurality of anti-shear members 50 are inserted at intervals on the inner side wall; along the axial direction of the vortex well, a plurality of anti-shear members 50 are inserted at intervals in the same radial direction. A plurality of anti-shear members 50 are uniformly inserted on the entire circumferential side wall of the vortex well, thereby improving the overall structural strength of the soil on the side wall of the vortex well.

[0061] The structure of the preferred embodiment of the vortex well support structure of the utility model will be introduced in detail below.

[0062] According to one embodiment of the present utility model, Figure 5 , Figure 7 and Fig. 9 As shown, a support steel bar frame 52 is cast in the support ring column 60. The support steel bar frame 52 is a ring column frame structure composed of vertical steel bars and annular steel bars tied together. The support steel bar frame 52 in the support ring column 60 can improve the structural strength of the support ring column 60.

[0063] Specifically, the support steel bar frame 52 includes annular steel bars extending along the circumferential direction of the vortex well and vertical steel bars extending along the axial direction of the vortex well, and the annular steel bars and the vertical steel bars are tied together. The support steel bar frame 52 is a steel bar skeleton commonly set in existing reinforced concrete structures, and the number of steel bars inside it and the corresponding position relationship can be set according to the corresponding standards in the construction field.

[0064] Furthermore, since the support ring column 60 described in the utility model is composed of a plurality of concrete side walls, correspondingly, the above-mentioned supporting steel bar frame 52 is cast in each concrete side wall.

[0065] According to one embodiment of the present utility model, Figures 1 to 9 As shown, a crown beam 10 supported on the inner wall of the vortex well is provided on the top of the support ring column 60. The crown beam 10 is an annular structure formed by casting concrete, and its lower end face is cast together with the upper end face of the support ring column 60. The outer diameter of the crown beam 10 is larger than the outer diameter of the support ring column 60, and the inner diameter of the crown beam 10 is equal to the inner diameter of the support ring column 60.

[0066] Since the outer diameter of the crown beam 10 is larger than that of the support ring column 60 , the outer side wall of the crown beam 10 extends radially outward and is stuck in the soil, which can generate a certain pulling force on the support ring column 60 below it to prevent the support ring column 60 from sinking downward.

[0067] According to one embodiment of the present utility model, Figures 1 to 3 As shown, a crown beam reinforcement frame 12 is cast inside the crown beam 10 . The crown beam reinforcement frame 12 is a ring-shaped frame structure composed of vertical reinforcements and annular reinforcements tied together. The crown beam reinforcement frame 12 can improve the structural strength of the crown beam 10 .

[0068] Specifically, the crown beam reinforcement frame 12 includes annular reinforcements extending along the circumferential direction of the vortex well and vertical reinforcements extending along the axial direction of the vortex well, and the annular reinforcements and the vertical reinforcements are tied together. The crown beam reinforcement frame 12 is a reinforcement skeleton commonly set in existing reinforced concrete structures, and the number of internal reinforcements and the corresponding position relationship can be set according to the corresponding standards in the construction field.

[0069] According to one embodiment of the present utility model, Figures 1 to 3 As shown, one end of the part of the anti-shear member 50 located at the top of the vortex well is cast in the crown beam 10. The anti-shear member 50 provided at the position of the crown beam 10 strengthens the structure of the crown beam 10.

[0070] According to one embodiment of the present utility model, Figures 1 to 9 As shown, multiple anti-shear members 50 located in the same radial direction of the vortex well are arranged in parallel. The anti-shear members 50 arranged in parallel can maximize the structural strength of the side wall soil and prevent the soil from collapsing inwards.

[0071] According to an embodiment of the present invention, the angle between the plurality of anti-shear members 50 and the horizontal plane is 45 degrees.

[0072] According to one embodiment of the present invention, the bottom of the vortex well is cast with a bottom plate, which is connected to the support ring column 60. The support ring column 60 and the bottom plate respectively form the side structure and bottom structure of the vortex well, isolate the soil, and then form a relatively stable and complete concrete support frame.

[0073] like Figures 1 to 9 As shown, the construction and forming process of the vortex well support structure described in the utility model is as follows:

[0074] Step S1: excavating downward along the excavation surface of the vortex well to be excavated to form a crown beam space 11.

[0075] In step S1: before excavating the vortex well layer by layer, excavate downward along the excavation surface of the vortex well to form a crown beam space 11. In this embodiment, the crown beam space 11 is a cylindrical space coaxial with the vortex well, and its depth is relatively small, usually less than the depth of each layer after the vortex well is layered; the diameter of the crown beam space 11 is slightly larger than the diameter of the vortex well.

[0076] Step S2: inserting a plurality of anti-shear members 50 obliquely downward into the soil at the bottom edge of the crown beam space 11 .

[0077] In step S2: insert an anti-shear member 50 into the soil layer at the edge of the bottom surface of the crown beam space 11, thereby improving the strength of the soil. In this embodiment, the anti-shear member 50 is an anti-shear steel bar, one end of which is inserted into the soil in an inclined downward direction, and the other end is exposed from the soil; along the circumferential direction of the crown beam space 11, a plurality of anti-shear steel bars are inserted into the soil at the bottom edge of the crown beam space 11 at intervals; at the same time, along the radial direction of the vortex well, a plurality of anti-shear steel bars are inserted in the same radial direction of the crown beam space 11 at intervals. The number of anti-shear steel bars inserted on the bottom surface of the crown beam space 11 can be determined according to actual needs.

[0078] Step S3: pouring a circle of concrete on the circumferential side surface of the crown beam space 11, and pouring one end of a plurality of anti-shear members 50 in the concrete.

[0079] In step S3: a circle of concrete is poured on the circumferential side of the crown beam space 11, and the extended end of the anti-shear member 50 is poured into the concrete while reinforcing the soil around the crown beam space 11. In this embodiment, the crown beam 10 poured by concrete is a ring-shaped columnar structure adapted to the inner wall of the crown beam space 11.

[0080] Furthermore, before pouring a circle of concrete on the circumferential side of the crown beam space 11, a circle of crown beam reinforcement frames 12 are installed in the circumferential direction of the crown beam space 11, and the crown beam reinforcement frames 12 are poured in the concrete. The crown beam reinforcement frames 12 can increase the structural strength of the crown beam 10, thereby ensuring safety in the subsequent layer-by-layer excavation of the soil.

[0081] Furthermore, after the crown beam reinforcement frame 12 is installed, a circle of casting templates 53 is supported on the inner side of the crown beam reinforcement frame 12, and the concrete during the casting process is confined between the side wall of the crown beam space 11 and the casting templates 53. The casting templates 53 can provide inner side support for the casting process of the crown beam 10, so that a ring-shaped crown beam 10 can be formed during the casting process.

[0082] Step S4: Divide the excavated soil into layers along the extension direction of the vortex well to be excavated.

[0083] In step S4: the excavated soil is layered along the extension direction of the vortex well to be excavated, laying the foundation for the subsequent layer-by-layer excavation of the soil. The conventional depth of the vortex well is about 20 meters, and the layer depth of the vortex well can be selected according to actual needs.

[0084] Step S5: excavating the soil within the first layer to form a first excavation space 20.

[0085] In step S5: the first layer of the vortex well is excavated by using a shaft excavation device or manual excavation. In this embodiment, the construction of a vortex well with a circular cross section is used as an example for explanation. After the first layer of soil is excavated, a cylindrical first excavation space 20 is formed.

[0086] Step S6: inserting a plurality of anti-shear members 50 obliquely downward into the soil on the circumferential side surface of the first excavation space 20 .

[0087] In step S6: the strength of the soil of the side wall is improved by inserting an anti-shear member 50 into the side wall formed within the excavation range. In this embodiment, the anti-shear member 50 is an anti-shear steel bar, one end of which is inserted into the soil of the side wall in an inclined downward direction, and the other end of which is exposed from the soil of the side wall. The number of anti-shear steel bars inserted into the side wall of the first excavation space 20 can be determined according to the actual construction needs.

[0088] Step S7: pouring a circle of concrete on the circumferential side surface of the first excavation space 20, and pouring one end of a plurality of anti-shear members 50 in the concrete.

[0089] In step S7: a circle of concrete is poured on the circumferential side of the first excavation space 20, and the protruding end of the shear member 50 is poured into the concrete while reinforcing the side wall of the first excavation space 20. In this embodiment, the first concrete side wall 21 formed by pouring concrete is a ring column structure adapted to the side wall of the first excavation space 20.

[0090] Step S8: excavate the soil within each layer downward layer by layer, and repeat the above steps of inserting multiple anti-shear members 50 and pouring concrete after each layer is excavated, until multiple excavated spaces are combined to form a complete vortex well, and multiple concrete side walls are combined to form a support ring column 60.

[0091] In step S8: Figures 6 to 9 As shown, after the first concrete side wall 21 solidifies, the soil within each layer is excavated downward layer by layer, and a new excavation surface M (construction operation surface) is formed after each layer is excavated, and the above steps S6 and S7 are repeated after each layer is excavated. Specifically, Figure 6 and Figure 7 As shown, after the first concrete side wall 21 solidifies, excavation is continued downward to form a second excavation space 30, and then a plurality of anti-shear members 50 are inserted into the side wall soil of the second excavation space 30, and then a circle of concrete is poured on the circumferential side of the second excavation space 30 to form a second concrete side wall 31; wherein the size of the second concrete side wall 31 is the same as that of the first concrete side wall 21, and the two are opposite to each other up and down and are cast and connected together.

[0092] The above process only describes the excavation process of the first two layers of soil and the forming process of the vortex well support structure. Figure 8 and Fig. 9 The excavation process of the third soil layer and the forming process of the support structure are shown. The excavation process of the third excavation space 40 and the forming process of the third concrete side wall 41 are not described in detail. The excavation of subsequent soil layers is basically the same as the aforementioned process and is not described in detail here. After the excavation of all soil layers is completed, multiple connected excavation spaces together form the internal space of the vortex well, and multiple concrete side walls are connected together to form the support ring column 60 of the vortex well.

[0093] Furthermore, before pouring a circle of concrete on the circumferential side of each excavation space, a circle of supporting steel bars 52 is installed in the circumferential direction of the excavation space, and the supporting steel bars 52 are poured in the concrete. The supporting steel bars 52 can enhance the structural strength of the concrete side wall, thereby ensuring safety during the next layer of excavation.

[0094] Furthermore, after the support steel bar frame 52 is installed, a circle of casting templates 53 is supported on the inner side of the support steel bar frame 52, and the concrete during the casting process is confined between the side wall of the excavation space and the casting template 53. The casting template 53 can provide inner support for the casting process of the concrete side wall, so that an annular concrete side wall can be formed during the casting process.

[0095] The specific embodiments described above further illustrate the purpose, technical solutions and beneficial effects of the utility model in detail. It should be understood that the above description is only a specific embodiment of the utility model and is not intended to limit the scope of protection of the utility model. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the utility model should be included in the scope of protection of the utility model.

Claims

1. A vortex well support structure, characterized in that: include: A support ring column, which is cast layer by layer from top to bottom with concrete as the vortex well is excavated layer by layer, and is supported on the inner wall of the vortex well; A plurality of anti-shear members are inserted obliquely downward into the inner wall of the vortex well, and one end of the plurality of anti-shear members is cast and formed in the support ring column.

2. The vortex well support structure according to claim 1, characterized in that: A supporting steel bar frame is cast in the supporting ring column, and the supporting steel bar frame is a ring-column frame structure composed of vertical steel bars and ring steel bars tied together.

3. The vortex well support structure according to claim 1 or 2, characterized in that: A crown beam supported on the inner wall of the vortex well is provided at the top of the support ring column. The crown beam is an annular structure formed by casting concrete, and its lower end face is cast together with the upper end face of the support ring column. The outer diameter of the crown beam is larger than the outer diameter of the support ring column, and the inner diameter of the crown beam is equal to the inner diameter of the support ring column.

4. The vortex well support structure according to claim 3, characterized in that: A crown beam reinforcement frame is cast in the crown beam, and the crown beam reinforcement frame is a ring-column frame structure formed by binding vertical reinforcements and annular reinforcements together.

5. The vortex well support structure according to claim 3, characterized in that: One end of the anti-shear member located at the top of the vortex well is cast in the crown beam.

6. The vortex well support structure according to claim 1, characterized in that: Along the circumferential direction of the vortex well, a plurality of the anti-shearing members are interspersed on the inner wall thereof at intervals; along the axial direction of the vortex well, a plurality of the anti-shearing members are interspersed up and down in the same radial direction thereof.

7. The vortex well support structure according to claim 6, characterized in that: A plurality of the anti-shearing members located in the same radial direction of the vortex well are arranged in parallel.

8. The vortex well support structure according to claim 1, characterized in that: The plurality of anti-shear members are anti-shear steel bars.

9. The vortex well support structure according to claim 1, characterized in that: The angle between the plurality of anti-shear members and the horizontal plane is 45 degrees.

10. The vortex well support structure according to claim 1, characterized in that: The bottom of the vortex well is cast with a bottom plate by concrete, and the bottom plate is connected to the supporting ring column.

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