AU2018291568A1 - Annular multi-level free-fall-type energy-dissipating vertical shaft - Google Patents

Annular multi-level free-fall-type energy-dissipating vertical shaft Download PDF

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AU2018291568A1
AU2018291568A1 AU2018291568A AU2018291568A AU2018291568A1 AU 2018291568 A1 AU2018291568 A1 AU 2018291568A1 AU 2018291568 A AU2018291568 A AU 2018291568A AU 2018291568 A AU2018291568 A AU 2018291568A AU 2018291568 A1 AU2018291568 A1 AU 2018291568A1
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shaft
layer
inner shaft
curved drop
water inlet
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AU2018291568B2 (en
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Yuling Chen
Jiangang FENG
Xiaosheng WANG
Hui Xu
Rui Zhang
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Hohai University HHU
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Hohai University HHU
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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B8/00—Details of barrages or weirs ; Energy dissipating devices carried by lock or dry-dock gates
    • E02B8/06—Spillways; Devices for dissipation of energy, e.g. for reducing eddies also for lock or dry-dock gates
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
    • Y02E10/00—Energy generation through renewable energy sources
    • Y02E10/20—Hydro energy

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  • Engineering & Computer Science (AREA)
  • General Engineering & Computer Science (AREA)
  • Mechanical Engineering (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Sewage (AREA)
  • Lining And Supports For Tunnels (AREA)
  • Revetment (AREA)

Abstract

An annular multi-level free-fall-type energy-dissipating vertical shaft, comprising an inner shaft (3) and outer shaft (2) that are arranged coaxially. A water inlet culvert (1) is connected at a top portion of the outer shaft (2). Two deep-layer tunnel drainage water pipes (7) pass through the bottom of the outer shaft (2) and inner shaft (3). Between the inner shaft (3) and outer shaft (2), in a vertical direction, is provided a plurality of horizontal drop layers, arranged in an alternating manner, forming an annular, multi-level alternating discharge channel. Each horizontal drop layer, excluding the top layer, is provided with two curving drop plates (5), symmetrically distributed about a center of rotation along an axis of the energy-dissipation vertical shaft.

Description

ANNULAR MULTI-LEVEL FREE-OVERFALL-TYPE ENERGY-DISSIPATING
VERTICAL SHAFT
BACKGROUND OF THE INVENTION
Field of the Invention
The present invention relates to the field of municipal drainage engineering, and specifically, to an annular multi-level free-overfall-type energy-dissipating vertical shaft.
Description of Related Art
In recent years, disasters, such as waterlogging and water overflow pollution caused by waterlogging, are increasingly serious, and have become important obstacles to development and construction processes of urbanization. A deep tunnel drainage system can make full use of urban underground space to significantly improve a flood discharge capacity of a city, thereby effectively resolving the foregoing problems. Meanwhile, the deep tunnel drainage system also has advantages, such as a small floor area, a large burial depth of a body portion, and almost no impact on ground construction, is getting increasing attention currently, and particularly, has a huge potential for popularization and application in construction of urban drainage system engineering in China. A vertical shaft is an important component of the deep tunnel drainage system, and shallow ground flood mainly flows into a deep tunnel pipe through the vertical shaft. However, since the vertical shaft is deep (the depth may exceed 40 m), if a water flow directly overfalls into the bottom of the vertical shaft, strong vibration and noise, and even cavitation will occur, and the water flow that flows into a deep tunnel pipe system is likely be mixed with a large amount of gas, thus affecting operating stability and safety of a deep tunnel system. Therefore, while producing an energy-dissipating effect, the vertical shaft also needs to have good anti-cavitation and venting effects. In addition, as urban flood control requirements are gradually raised, a requirement for a wide flow volume adaptation range is also correspondingly raised in the design of the vertical shaft.
To produce energy-dissipating, anti-cavitation, and venting effects on a water flow that flows into the deep tunnel drainage system, some patents have proposed corresponding vertical shaft structures. The granted utility model patent 201620104789.X proposes a stepped rotating discharge channel vertical shaft, where discharge steps surrounding a venting channel are disposed in an annular discharge channel, to utilize triangular swirling, vortex aeration, and self-aeration on a surface of a water flow, thereby dissipating energy and preventing cavitation damage. However, the stepped rotating discharge channel vertical shaft in this patent has relatively low adaptability for a flow volume, and particularly, when a flow volume is large, it is likely to cause discharge water flows to concentrate outside the vertical shaft, thus reducing an effective overflow cross-sectional area, and affecting an overflow capacity of the vertical shaft. In addition, uneven distribution of flow rates of water flows will affect an energy-dissipating effect. The granted utility model patent 201520263296.6 proposes a vertical shaft energy-dissipating structure, which adopts a folded plate-type structure, and has relatively good adaptability for a discharge flow volume of a water flow and a relatively good energy-dissipating effect. However, folded plate-type energy dissipation has high requirements on a diameter of the vertical shaft and a spacing between baffles. If a structural parameter deviation is too large, consequently, efficiency of folded plate-type energy dissipation is reduced, energy accumulates, a flow rate is gradually increased, a drop point moves outwardly to form a wall pressing flow, and an energy-dissipating effect cannot meet design requirements. Therefore, there is an urgent need for a vertical shaft with good energy-dissipating, venting, and anti-cavitation properties, as well as a wide flow volume adaptation range and a simple structure, to better meet use requirements of a deep tunnel drainage system.
SUMMARY OF THE INVENTION
Technical Problem
An objective of the present invention is to provide, with regard to disadvantages existing in the existing vertical shafts, an annular multi-level free-overfall-type energy-dissipating vertical shaft, which not only has good energy-dissipating and venting effects, but also can better divert a flow and reduce a flow rate of a discharge water flow to prevent occurrence of cavitation and meet a use requirement for a wide flow volume adaptation range.
Technical Solution
To achieve the objective of the present invention, the following technical solutions are used:
An annular multi-level free-overfall-type energy-dissipating vertical shaft is provided, comprising an inner shaft and an outer shaft that are arranged coaxially, wherein the outer shaft and the inner shaft are both cylindrical structures, the outer shaft is disposed outside the inner shaft, an upper end of the inner shaft is flush with an upper end of the outer shaft, and a lower end of the inner shaft is flush with a lower end of the outer shaft; a water inlet culvert is connected at top of the outer shaft, and two deep tunnel drainage pipes pass through the bottom of the outer shaft and the bottom of the inner shaft; characterized in that two water inlet holes are symmetrically provided on a wall at the bottom of the inner shaft, the two water inlet holes are perpendicular to the deep tunnel drainage pipes, a height h6 of the water inlet holes is 0.2 to Ih, and an opening degree of the water inlet holes in a circumferential direction of the wall of the inner shaft ranges from 45° to 90°; and a diameter of the outer shaft is D, and a diameter d of the inner shaft is 0.3 to 0.8D;
N horizontal drop layers are disposed between the inner shaft and the outer shaft alternately in a vertical direction, where N>2, forming an annular, multi-level alternating discharge channel; two curved drop plates are disposed on each of the horizontal drop layers excluding the top layer, and are symmetrically distributed about a center of rotation along an axis of the energy-dissipating vertical shaft; a spacing between the curved drop plates of two adjacent layers is h, where h<10 m; and the curved drop plates of two adjacent layers are arranged alternately in a vertical direction, and a thickness h3 of the curved drop plate is 0.03 to 0.15h;
one curved drop plate is disposed on the first horizontal drop layer, the curved drop plate is disposed at a position below and away from the top of the outer shaft by hl, which is the same as an elevation of the water inlet culvert, a wrap angle of the curved drop plate of the first layer is θι, wrap angles of curved drop plates of the bottom layer are θ3, and wrap angles of curved drop plates of the middle layers are all 02; and a diversion pier is located at a water inlet of the water inlet culvert at the outer shaft, and is vertically disposed on the curved drop plate of the first layer, and the diversion pier directly faces a center of the water inlet culvert; and an elevation between the curved drop plates of the bottom layer and the bottom of the energy-dissipating vertical shaft is h2, where h2<10 m, and an elevation H of the energy-dissipating vertical shaft is H=hl+(N-1) x h+N x h3+h2.
In the present invention, a spacing h between curved drop plates of two adjacent layers arranged in the vertical direction satisfies that h<10 m, to avoid a problem that a discharge water flow generates cavitation, and meanwhile, the curved drop plates of two adjacent layers are arranged alternately in a vertical direction, so that the discharge water flow forms a reciprocating water flow pattern, and has an increased friction loss, thereby being subject to better energy dissipation. An elevation h2 between curved drop plates of the bottommost layer in the energy-dissipating vertical shaft and the bottom of the vertical shaft satisfies that h2<10 m, to avoid a discharge water flow from generating cavitation and reduce an impact of the discharge water flow on the bottom of the vertical shaft. A thickness h3 of the curved drop plate is 0.03 to 0.1511, if h3 is too small, structural strength of the curved drop plate is low, and if h3 is too large, the curved drop plate occupies a volume of an inflowing water flow.
Specifically, a calculation formula of the wrap angle θι of the curved drop plate of the first layer is:
θι=180°-(κ±ι1/πΟ) x 360°, where κ takes a value from {0, 1}, so as to ensure that a water flow overfalls to the middle of a U-shaped drop plate of the next layer. Two curved drop plates are disposed on each of the middle layers and are symmetrically distributed about a center of rotation along an axis of the energy-dissipating vertical shaft, to further divert a water flow. A calculation formula of the wrap angle θ2 of a single curved drop plate is θ2=180°-(γ1ι/πΟ) x 360°, where γ takes a value from {0.2, 1}, to ensure that water flows on curved drop plates on two sides of the same layer hedge and overfalls near the centers of curved drop plates of the next layer. Two curved drop plates are disposed on the bottommost layer of the energy-dissipating vertical shaft, and a calculation formula of the wrap angle (fl of a single curved drop plate is: 03=12Oo-(ph2rirD) x 360°, where μ takes a value from {0, 1}, to conveniently dispose the curved drop plates above water pad layers on two sides of a deep tunnel bottom pipe system.
Preferably, water outlet ends on two sides of the curved drop plate of each layer excluding the curved drop plate of the first layer are each provided with a tail-weir, and the tail-weir has a rectangular cross-sectional shape, a height h4 of 0.05 to 0.2h, and a width b of 0.05 to O.lh. A water pad layer of a specific thickness can be formed on the curved drop plate of each layer to produce a sufficient energy-dissipating effect on an overfalling water flow. A wall of the inner shaft below the curved drop plate is provided with an air vent, to help to discharge excess gas on the curved drop plate of each layer, a vertical height h5 of the air vent is 0.04 to 0.2h, and an opening degree of the air vent in a circumferential direction of an inner wall ranges from 10° to 30°. If the size of the air vent is too small, a ventilation effect is affected, and if the size is too large, water is likely to overflow.
Water enters into a space between the outer and inner shafts through the water inlet culvert, overfalls layer by layer to the bottom of the outer shaft through N spirally alternating horizontal drop layers, enters into the inner shaft through the two water inlet holes of the inner shaft, and then is discharged out of the vertical shaft through the two deep tunnel drainage pipes in communication with the inner shaft. The water flow indirectly enters the lower-layer tunnel pipes through the two water inlet holes of the inner shaft, so as to avoid a large amount of gas from being carried into a deep tunnel pipe system. Water inlets of the deep tunnel drainage pipes are located in the inner shaft. Water pad layers are formed on two sides of the deep tunnel drainage pipes located between the inner and outer shafts and between the inner and outer shafts. A water flow overfalls from the two curved drop plates of the bottommost layer into the water pad layers, so that a better energy-dissipating effect can be produced. The two curved drop plates of the bottommost layer are located above two water inlet holes of the inner shaft, and after overfalling into the water pad layers from the two curved drop plates of the bottommost layer, water smoothly enters the inner shaft through the water inlet holes.
Specifically, the water inlet culvert, the outer shaft, the inner shaft, the diversion pier, the curved drop plate, and the tail-weir are all reinforced concrete structures.
Advantageous Effects
Advantageous effects of the present invention are as follows:
The annular multi-level free-overfall-type energy-dissipating vertical shaft of the present invention can perform effective diversion, heat dissipation, and venting on a water flow that flows into a deep tunnel drainage system, and can avoid generation of cavitation, reduce an impact of the water flow on a structure, significantly improve an overflow capacity of the vertical shaft, satisfy use requirements of a wide flow volume adaptation range, and avoid an inflow at the bottom of the vertical shaft from carrying a large amount of air, thereby helping to ensure operating stability of a deep tunnel drainage system.
The present invention has a simple structure, can be conveniently constructed, has significant energy-dissipating, anti-cavitation, and venting effects, has wide flow volume and working condition adaptation ranges, and can be popularized and applied in deep tunnel drainage system engineering.
BRIEF DESCRIPTION OF THE DRAWINGS
FIG. 1 is a schematic three-dimensional structural diagram of a vertical shaft according to the present invention.
FIG.2 is a schematic diagram of cross-sectional structural dimensions of a vertical shaft according to the present invention.
FIG.3 is a structural cross-sectional view of Embodiment 1 of the present invention.
FIG.4 is a diagram of structural dimensions of each horizontal drop layer of Embodiment of the present invention, where FIG.4a to FIG.4f respectively show structures of horizontal drop layers from a first layer to a sixth layer, and FIG.4g shows a structure of an overflow channel.
FIG.5 is a structural cross-sectional view of Embodiment 2 of the present invention;
FIG.6 is a diagram of structural dimensions of each horizontal drop layer of Embodiment of the present invention, where FIG.6a to FIG.6f respectively show structures of horizontal drop layers from a first layer to a sixth layer, and FIG.6g shows a structure of an overflow channel;
FIG.7 is a structural cross-sectional view of Embodiment 3 of the present invention.
FIG.8 is a diagram of structural dimensions of each horizontal drop layer of Embodiment of the present invention, where FIG.8a to FIG.8g respectively show structures of horizontal drop layers from a first layer to a seventh layer, and FIG.8h shows a structure of an overflow channel.
FIG.9 is a diagram of a water dropping effect of Embodiment 1 of the present invention;
FIG. 10 is a diagram of a water dropping effect of Embodiment 2 of the present invention.
FIG. 11 is a diagram of a water dropping effect of Embodiment 3 of the present invention.
In the figures: water inlet culvert 1, outer shaft 2, inner shaft 3, diversion pier 4, curved drop plate 5, tail-weir 6, deep tunnel drainage pipe 7, water pad layer 8, water inlet hole 9, air vent 10.
DETAILED DESCRIPTION OF THE INVENTION
The present invention is described below in detail with reference to the accompanying drawings and the embodiments.
As shown in FIG.l and FIG.2, an annular multi-level free-overfall-type energy-dissipating vertical shaft is provided, including an inner shaft 3 and an outer shaft 2 that are arranged coaxially. The outer shaft 2 and the inner shaft 3 are both cylindrical structures, and the outer shaft 2 is disposed outside the inner shaft 3. A diameter of the outer shaft 2 is D, and a diameter d of the inner shaft 3 is 0.3 to 0.8D. An upper end of the inner shaft is flush with an upper end of the outer shaft 2, and a lower end of the inner shaft is flush with a lower end of the outer shaft 2. A water inlet culvert 1 is connected at the top of the outer shaft, and two deep tunnel drainage pipes 7 pass through the bottom of the outer shaft and the bottom of the inner shaft.
A plurality of horizontal drop layers is disposed between the inner shaft 3 and the outer shaft 2 alternately in a vertical direction, forming an annular, multi-level alternating discharge channel; two curved drop plates 5 are disposed on each of the horizontal drop layers excluding the top layer, and are symmetrically distributed about a center of rotation along an axis of the energy-dissipating vertical shaft; a spacing between the curved drop plates of two adjacent layers is h, where h<10 m; and the curved drop plates of two adjacent layers are arranged alternately in a vertical direction, and a thickness h3 of the curved drop plate is 0.03 to 0.1511.
One curved drop plate is disposed on the first horizontal drop layer, the curved drop plate is disposed at a position below and away from the top of the outer shaft 2 by hl, which is the same as an elevation of the water inlet culvert 1, a wrap angle of the curved drop plate of the first layer is θι, wrap angles of curved drop plates of the bottom layer are θ3, and wrap angles of curved drop plates of the middle layers are all θ2. A diversion pier 4 is located at a water inlet of the water inlet culvert at the outer shaft, and is vertically disposed on the curved drop plate of the first layer, and the diversion pier 4 directly faces a center of the water inlet culvert
1.
A calculation formula of the wrap angle θι of the curved drop plate 5 of the first layer is: θι=180°-(κ1ι1/πΟ) x 360°, where κ takes a value from {0, 1}.
A calculation formula of the wrap angle θ2 of the curved drop plates of each middle layer is θ2=180°-(γ1ι/πΟ) x 360°, where γ takes a value from {0.2, 1}.
A calculation formula of the wrap angle θ3 of the curved drop plates of the bottom layer is:
Θ3=120°-(μ1ι2/π0) x 360°, where μ takes a value from {0, 1}.
An elevation between the curved drop plates of the bottom layer and the bottom of the energy-dissipating vertical shaft is h2, where h2<10 m, and an elevation H of the energy-dissipating vertical shaft is H=hl+(N-1) x h+N x h3+h2.
As shown in FIG.2, water outlet ends on two sides of the curved drop plate 5 are each provided with a tail-weir 6, and the tail-weir 6 has a rectangular vertical section, a height h4 of 0.05 to 0.2h, and a width b of 0.05 to O.lh. A wall of the inner shaft 3 below the curved drop plate 5 is provided with an air vent 10, a vertical height h5 of the air vent 10 is 0.04 to 0.2h, and an opening degree of the air vent 10 in a circumferential direction of an inner wall ranges from 10° to 30°.
As shown in FIG.2, the bottom part of the inner shaft 3 is in communication with the deep tunnel drainage pipes 7, and meanwhile, an area at the bottom of the inner shaft between other two sides and the outer shaft is a water pad layer 8. Water inlet holes 9 are symmetrically provided at the bottom of the inner shaft 3, the water inlet holes 9 are perpendicular to the deep tunnel drainage pipes 7, a height h6 of the water inlet holes 9 is 0.2 to Ih, and an opening degree of the water inlet holes 9 in a circumferential direction ranges from 45° to 90°.
Water enters into a space between the outer and inner shafts through the water inlet culvert, overfalls layer by layer to the bottom of the outer shaft through N spirally alternating horizontal drop layers, enters into the inner shaft through the two water inlet holes of the inner shaft, and then is discharged out of the vertical shaft through the two deep tunnel drainage pipes in communication with the inner shaft.
Embodiment 1
An annular multi-level free-overfall-type energy-dissipating vertical shaft of this embodiment is arranged as shown in FIG.l, FIG.3, FIG.4, and FIG.4a to FIG.4g, and a depth of the vertical shaft is H=42.5 m. A diameter D of an outer shaft 2 is 30 m, a lower part of the outer shaft 2 is connected to a deep tunnel pipe system having a pipe diameter of 10 m, and a diameter of an inner shaft 3 is 16 m. Curved drop plates of 6 layers are arranged alternately in a vertical direction between the outer shaft 2 and the inner shaft 3, forming an annular, multi-level alternating discharge channel.
The first layer is provided with one curved drop plate, a diversion pier 4 is located at the middle position of the curved drop plate, and the diversion pier 4 directly faces a center of the water inlet culvert 1. A distance between the curved drop plate of the first layer and the top of the outer shaft 2 is 111=5.4 m, which is the same as an elevation of the water inlet culvert 1. A spacing between the curved drop plates of two adjacent layers arranged evenly in a vertical direction between the inner and outer shafts, and curved drop plates of two adjacent layers is h=5.4 m, and the curved drop plates of two adjacent layers are arranged alternately in a vertical direction. An elevation between the curved drop plates of the bottom layer and the bottom of the energy-dissipating vertical shaft is h2=6.5m. A thickness of the curved drop plate 5 is h3=0.6m. A wrap angle of the curved drop plate of the first layer is 160°. Two curved drop plates are disposed on each of the middle layers, and are symmetrically distributed about a center of rotation along an axis of the energy-dissipating vertical shaft; a wrap angle of a single curved drop plate is 160°. Two curved drop plates are disposed on the bottommost layer of the energy-dissipating vertical shaft, and a wrap angle of a single curved drop plate is 90°. Water outlet ends on two sides of the curved drop plate 5 are each provided with a tail-weir 6, and the tail-weir 6 has a rectangular vertical section, a height of h4=0.5 m, and a width of b=0.5 m. Four air vents are provided on the wall of the inner shaft below the curved drop plate of the first layer, six air vents are provided on the wall of the inner shaft below the curved drop plates of the second layer to the fourth layer, four air vents are provided on the wall of the inner shaft below the curved drop plates of the fifth layer, all of the air vents are symmetrically arranged, and heights of the air vents below the curved drop plates of the first four layers are all 0.5 m, and an opening degree of the air vents in a circumferential direction of an inner wall is 20°. Heights of the air vents below the curved drop plates of the fifth layer are 1.0 m, and an opening degree of the air vents in the circumferential direction of the inner wall is 20°. A height of a water inlet hole 9 is 4m, and an opening degree of the water inlet hole 9 in a circumferential direction is 60°. The water inlet culvert 1, the outer shaft 2, the inner shaft 3, the diversion pier 4, the curved drop plate 5, and the tail-weir 6 are all reinforced concrete structures.
Embodiment 2
In the annular multi-level free-overfall-type energy dissipating vertical shaft of this embodiment, curved drop plates of 6 layers are arranged alternately in a vertical direction between the outer shaft 2 and the inner shaft 3, forming an annular, multi-level alternating discharge channel. For an arrangement thereof, see FIG.l, FIG.5, FIG.6, and FIG.6a to FIG.6g. Embodiment 2 differs from Embodiment 1 in that: the curved drop plate of the first layer rotates by 45° counterclockwise (viewed down from the top), two curved drop plates of the bottommost layer are both sealed on one side and are symmetrically distributed about a center of rotation along an axis of the vertical shaft, and a discharge water flow merely overfalls from the respective other sides of the curved drop plates of the bottommost layer, and a wrap angle of a single curved drop plate is 135°. Two air vents are provided on the wall of the inner shaft below the curved drop plate of the first layer, four air vents are provided on the wall of the inner shaft below the curved drop plates of the second layer to the fourth layer, and two air vents are provided on the wall of the inner shaft below the curved drop plates of the fifth layer.
Embodiment 3
In the annular multi-level free-overfall-type energy dissipating vertical shaft of this embodiment, curved drop plates of 7 layers are arranged alternately in a vertical direction between the outer shaft 2 and the inner shaft 3, forming an annular, multi-level alternating discharge channel. For an arrangement thereof, see FIG.l, FIG.7, FIG.8, and FIG.8a to FIG.8h. Embodiment 3 differs from Embodiment 2 in that: curved drop plates of seven layers are arranged alternately in a vertical direction between the outer shaft 2 and the inner shaft 3, a distance between the curved drop plate of the first layer and the top of the outer shaft is 111=4.4 m, and a distance between the curved drop plates of two adjacent layers is h=5 m. Two air vents are provided on the wall of the inner shaft below the curved drop plate of the first layer, four air vents are provided on the wall of the inner shaft below the curved drop plates of the second layer to the fifth layer, and two air vents are provided on the wall of the inner shaft below the curved drop plates of the sixth layer. Heights of the air vents below the curved drop plates of the first five layers are 0.5 m, and heights of the air vents below the curved drop plates of the sixth layer are 1.0 m.
FIG.9, FIG. 10, and FIG. 11 show numerical simulation of three embodiments of the annular multi-level free-overfall-type energy-dissipating shaft using the CPD simulation a
method. Calculated flow volumes and working conditions are all 80 m /s. The results show that: the flow rate of the discharge flow in the vertical shaft is relatively low in Embodiments 1 to 3. An energy-dissipating effect is obvious, a venting affect in the vertical shaft is significant, and an inflow at the bottom of the vertical shaft is relatively stable, and does not carry excess gas into the deep tunnel pipe system, so that the various use requirements of the deep tunnel drainage system can be better satisfied.
Apparently, the described embodiments are merely some rather than all of the embodiments of the present invention. All other embodiments obtained by those of ordinary skill in the art based on the embodiments of the present invention without creative efforts shall fall within the protection scope of the present invention.

Claims (6)

  1. What is claimed is:
    1. An annular multi-level free-overfall-type energy-dissipating vertical shaft, comprising an inner shaft and an outer shaft that are arranged coaxially, wherein the outer shaft and the inner shaft are both cylindrical structures, the outer shaft is disposed outside the inner shaft, an upper end of the inner shaft is flush with an upper end of the outer shaft, and a lower end of the inner shaft is flush with a lower end of the outer shaft; a water inlet culvert is connected at top of the outer shaft, and two deep tunnel drainage pipes pass through bottom of the outer shaft and bottom of the inner shaft; characterized in that two water inlet holes are symmetrically provided on a wall at the bottom of the inner shaft, and the two water inlet holes are perpendicular to the deep tunnel drainage pipes; and a diameter of the outer shaft is D, and a diameter d of the inner shaft is 0.3 to 0.8D;
    N horizontal drop layers are disposed in a shaft depth direction between the inner shaft and the outer shaft, wherein N>2, and are the first layer, the second layer, ..., the Nth layer in the shaft depth direction successively from the top to the bottom; two curved drop plates are disposed on each of the horizontal drop layers excluding the first layer, and are symmetrically distributed about a center of rotation along an axis of the energy-dissipating vertical shaft; a spacing between the curved drop plates of the two adjacent layers is h, wherein h<10 m; the curved drop plates of the two adjacent layers are arranged alternately in a vertical direction, forming an annular, multi-level alternating discharge channel, and a thickness h3 of the curved drop plate is 0.03 to 0.15h;
    one curved drop plate is disposed on the first horizontal drop layer, the curved drop plate is disposed at a position below and away from the top of the outer shaft by hl, which is the same as an elevation of the water inlet culvert, a wrap angle of the curved drop plate of the first layer is θι, wrap angles of the curved drop plates of the bottom layer are 03, and wrap angles of the curved drop plates of the middle layers are all Θ2; a diversion pier is vertically disposed on the curved drop plate of the first layer, and the diversion pier is located at a water outlet of the water inlet culvert and directly faces a center of the water inlet culvert;
    an elevation between the curved drop plates of the bottom layer and the bottom of the energy-dissipating vertical shaft is h2, wherein h2<10 m, and an elevation H of the energy-dissipating vertical shaft satisfies H=hl+(N-1) x h+N x h3+h2; and water enters into a space between the outer shaft and the inner shaft through the water inlet culvert, overfalls layer by layer to the bottom of the outer shaft through the N spirally alternating horizontal drop layers, enters into the inner shaft through the two water inlet holes of the inner shaft, and then is discharged out of the vertical shaft through the two deep tunnel drainage pipes in communication with the inner shaft.
  2. 2. The annular multi-level free-overfall-type energy-dissipating vertical shaft according to claim 1, wherein:
    a calculation formula of the wrap angle θι of the curved drop plate of the first layer is: θι=180°-(κ1ι1/πΟ) x 360°, wherein κ takes a value from {0, 1};
    a calculation formula of the wrap angle 02 of the curved drop plates of each of the middle layers is: θ2=180°-(γ1ι/πΟ) x 360°, wherein γ takes a value from {0.2, 1}; and a calculation formula of the wrap angle 63 of the curved drop plates of the bottom layer is:
    03=12Ο°-(μ1ι2/πΟ) x 360°, wherein μ takes a value from {0, 1}.
  3. 3. The annular multi-level free-overfall-type energy-dissipating vertical shaft according to claim 1, wherein: water outlet ends on two sides of the curved drop plate of each of the layers excluding the first layer are each provided with a tail-weir, a cross-sectional shape of the tail-weir is a rectangle, and the rectangle has a height h4 of 0.05 to 0.2h and a width b of 0.05 to O.lh.
  4. 4. The annular multi-level free-overfall-type energy-dissipating vertical shaft according to claim 1, wherein: a wall of the inner shaft located between the curved drop plates of each of the layers is provided with an air vent, a vertical height h5 of the air vent away from the curved drop plates of the next layer is 0.04 to 0.2h, and an opening degree of the air vent in a circumferential direction of the wall of the inner shaft ranges from 10° to 30°.
  5. 5. The annular multi-level free-overfall-type energy-dissipating vertical shaft according to claim 3, wherein: the water inlet culvert, the outer shaft, the inner shaft, the diversion pier, the curved drop plates, and the tail-weir are all reinforced concrete structures.
  6. 6. The annular multi-level free-overfall-type energy-dissipating vertical shaft according to claim 1, wherein: a height h6 of the water inlet holes on the inner shaft is 0.2 to Ih, and an opening degree of the water inlet holes in a circumferential direction of the wall of the inner shaft ranges from 45° to 90°.
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CN107401147B (en) * 2017-06-26 2019-04-30 河海大学 A kind of multistage free-electron model formula energy dissipating drilled shaft of annular
CN108265684B (en) * 2018-03-29 2023-08-08 辽宁省水利水电勘测设计研究院有限责任公司（原名称为辽宁省水利水电勘测设计研究院） Overflow tower for duct
CN109138064B (en) * 2018-09-20 2020-09-01 广东省水利水电科学研究院 Anti-aeration method and high-level water tank with anti-aeration structure
RU2703778C1 (en) * 2018-11-06 2019-10-22 Вадим Михайлович Голубенко Water flow energy absorber
CN110145011A (en) * 2019-03-05 2019-08-20 江苏满江春城市规划设计研究有限责任公司 A kind of vertical shaft and deep tunnel connected structure
RU2718803C1 (en) * 2019-09-27 2020-04-14 Михаил Иванович Голубенко Water flow energy absorber
CN111501695A (en) * 2020-04-26 2020-08-07 中国电建集团中南勘测设计研究院有限公司 Deeply buried tunnel water filling system
CN114809230B (en) * 2022-03-18 2023-04-18 武汉大学 Staggered plate type inflow vertical shaft of deep tunnel drainage system by utilizing opposite-flushing energy dissipation of water tongues
CN114575436B (en) * 2022-03-25 2024-01-16 武汉市政工程设计研究院有限责任公司 Drainage energy dissipation well

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SU494487A1 (en) * 1973-09-17 1975-12-05 Ленинградский Ордена Трудового Красного Знамени Инженерно-Строительный Институт Multistage sewer drop
JP2000001841A (en) * 1998-06-12 2000-01-07 Tokyo Metropolis High head energy dissipator system
CN103614994B (en) * 2013-12-06 2015-08-12 河海大学 Energy dissipating flood discharge device
CN203782663U (en) * 2014-03-27 2014-08-20 珠江水利委员会珠江水利科学研究院 Vertical shaft energy dissipater
CN204644991U (en) * 2015-04-28 2015-09-16 珠江水利委员会珠江水利科学研究院 A kind of vertical shaft energy dissipator
RU2609237C1 (en) * 2015-12-07 2017-01-31 Михаил Иванович Голубенко Flow energy damper for discharge sewerage
CN105421569B (en) * 2015-12-09 2018-09-18 中铁第四勘察设计院集团有限公司 Rotational flow silo formula energy dissipating drop well
CN105604174B (en) * 2015-12-19 2017-10-13 中国水利水电科学研究院 A kind of annular folded plate energy dissipating drilled shaft
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