Concrete dam with double breast wall structure

Abstract

The application discloses a concrete dam with double breast wall structure, which comprises a door machine, a breast wall, a working gate, an overhauling gate, a gate bottom plate and a gate pier, wherein the working gate is installed on the gate pier through a corbel, the breast wall comprises a front breast wall and a rear breast wall which are arranged in sequence on the upstream side of the working gate along the water flow direction, a vertical overhauling gate slot is arranged at the interval position between the front breast wall and the rear breast wall, the overhauling gate is arranged in the overhauling gate slot, the tracks at the bottom of the door machine are respectively located at the top of the front breast wall and the rear breast wall, the lower edge of the water-approaching side of the front breast wall is arranged as an arc surface, and the lower end surface of the rear breast wall is arranged as a gentle slope. In the application, the functions of the double breast walls are clear, the front breast wall serves as the inlet section of the flood discharge gate and plays a role in conforming to the water flow state and simultaneously serves as the track beam of the door machine on the dam top, and the rear breast wall serves as the pressure section of the flood discharge gate and can make the water flow adhere to the wall and fill the entire flood discharge gate orifice, so that the water flow is prevented from flowing away from the wall, thereby ensuring the discharge capacity of the flood discharge gate and simultaneously serving as the track beam of the door machine on the dam top.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of water conservancy and hydropower engineering, and particularly relates to a concrete dam with double breast wall structures. BACKGROUND

[0002] At present, when a concrete dam is designed, a breast wall is usually arranged between a working gate and a maintenance gate to block water.

[0003] In a traditional structure, a single breast wall structure is usually adopted. For example, a patent application with the publication number CN113897919A discloses a subsurface gate, a breast wall is arranged on the upper end of a gate pier, and a gate opening is formed between the breast wall and the gate pier. When it is necessary to discharge water through the gate opening, a regulating mechanism is first started, the regulating mechanism drives a connecting arm to move on a fixed arm, the connecting arm drives a support arm to move, the support arm drives an arc-shaped gate to move away from the breast wall, then a regulating piece is started, the regulating piece drives the support arm to rotate, the support arm drives the arc-shaped gate to rotate, so that the gate opening is completely exposed, and water discharge is achieved. For another example, a patent with the publication number CN213296265U discloses a planar emergency accident gate for resisting impact of landslide surge, a breast wall is arranged on the upstream of the planar emergency accident gate. For still another example, a patent with the publication number CN205134288U discloses a water gate breast wall structure suitable for controlling flow, and a patent application with the publication number CN109930566A discloses an active water gate breast wall and a tide gate with the breast wall. In the above-mentioned prior art, a single breast wall structure is adopted.

[0004] In a traditional single breast wall structure, the bottom of the single breast wall is usually arranged to be horizontally at the bottom edge, and the corner on the water-approaching side is arranged to be circular. In this structure, there is a certain probability that the circular corner at the bottom edge of the breast wall will be separated from the flow under the hole flow state. This phenomenon is related to irregular disturbance of water flow, and the change of this flow state will make the discharge flow unstable, and there may be a situation that the discharge flow cannot reach the design flow, which has a certain adverse effect on the safety of the building. At the same time, the maintenance gate is usually a flat gate, which is opened and closed by a gate machine on the dam top, and a track beam needs to be arranged at the bottom of the gate machine as a support. If the opening and closing force of the gate machine is large, the size of the track beam also needs to be increased accordingly. SUMMARY

[0005] The main purpose of the present application is to provide a concrete dam with double breast wall structures, which aims to solve the above technical problems.

[0006] In order to achieve the above object, the present application provides a concrete dam with double breast wall structure, comprising a door machine, a breast wall, an inspection gate, a working gate, a gate bottom plate, and gate piers arranged on both sides of the gate bottom plate; the working gate is installed on the gate pier through a corbel; the breast wall comprises a front breast wall and a rear breast wall arranged in sequence along the water flow direction on the upstream side of the working gate; the front breast wall and the rear breast wall are arranged in a spaced manner; a vertical inspection gate slot is arranged at the spaced position between the front breast wall and the rear breast wall, and the inspection gate is arranged in the inspection gate slot; the tracks at the bottom of the door machine are respectively located at the top of the front breast wall and the rear breast wall; the water-facing side lower edge of the front breast wall is arranged as an arc surface; and the lower end surface of the rear breast wall is arranged as a gentle slope, which is inclined downward along the water flow direction.

[0007] Preferably, the height of the front breast wall from the gate bottom plate is h1; the cross-sectional curve of the arc surface of the lower part of the front breast wall adopts a 1 / 4 elliptical curve, the long semi-axis of the elliptical curve is the height h1 of the front breast wall from the gate bottom plate, and the short semi-axis is 1 / 3 of the long semi-axis; and the equation of the cross-sectional curve of the arc surface is:

[0008]

[0009] wherein x and y represent the coordinates of the cross-sectional curve of the arc surface.

[0010] Preferably, the front breast wall comprises a vertical section and a bottom part extending downward along the water flow direction to form an extension section, the water-facing side lower edge of the extension section is the arc surface; the water-facing surface of the vertical section of the front breast wall is an AB section, the height of the AB section is greater than or equal to 0.3h1, and the height of the AB section is greater than or equal to 2.5m.

[0011] Preferably, the rear end surface of the lower end extension section of the front breast wall is a vertical CD section, and the height of the CD section is 1 / 3-1 / 5 of the height of the AB section.

[0012] Preferably, the top surface of the lower end extension section of the front breast wall is a DE section, the DE section is inclined downward along the water flow direction, and the slope ratio of the DE section is 1:1.5-1:2.0.

[0013] Preferably, the thickness of the vertical section of the front breast wall is 3-6m.

[0014] Preferably, the lower end of the water-facing surface of the rear breast wall protrudes along the reverse water flow direction to form a first protruding part, the water-facing surface of the first protruding part comprises a vertical LM section, the LM section and the gentle slope adopt a circular arc transition to form a circular arc MN section; and the gentle slope of the lower end of the rear breast wall is tangent to the arc surface of the lower end of the front breast wall.

[0015] Preferably, the height of the LM section is 1.5-3m; the top surface of the first protruding part is a KL section, the KL section is inclined downward along the reverse water flow direction, and the slope ratio of the KL section is 1:1-1:2; and the thickness of the upper vertical section of the rear breast wall is 3-5m.

[0016] Preferably, the slope ratio of the gentle slope of the lower end of the back breast wall is 1:4.0-1:6.0.

[0017] Preferably, the lower end of the back breast wall along the water flow direction protrudes to form a second protruding part, and the lower end surface of the second protruding part is coplanar with the gentle slope.

[0018] Due to the adoption of the above technical solutions, the application has the following advantages:

[0019] (1) In the concrete dam of the application, the double breast wall structure is adopted, the cross-sectional curve of the arc surface of the bottom of the front breast wall adopts the 1 / 4 elliptic curve, and the water flow flow pattern is well returned; the lower end surface of the breast wall is set as a gentle slope to form a pressure slope structure to prevent water flow from flowing off the wall, and the track of the gate machine bottom is located at the top of the front breast wall and the back breast wall respectively. Therefore, the double breast walls have clear functions, the front breast wall serves as the inlet section of the flood discharge gate and returns the water flow flow pattern and serves as the track beam of the gate machine on the dam top; the back breast wall serves as the pressure section of the flood discharge gate and can fill the entire flood discharge gate orifice with water flow to prevent water flow from flowing off the wall, thereby ensuring the discharge capacity of the flood discharge gate and serving as the track beam of the gate machine on the dam top.

[0020] (2) In the application, the double breast walls are arranged on the upper stream side of the gate chamber, which can effectively resist part of the upstream water pressure and uplift pressure by its own gravity, and is beneficial to the stability of the whole gate chamber; at the same time, the double breast walls can also increase the overall rigidity of the concrete dam, enhance the integrity of the gate chamber, and improve the structural safety margin under seismic conditions.

[0021] (3) The double breast walls can effectively reduce the size of the working gate, and can also serve as the track beam of the gate machine on the dam top, effectively saving the engineering quantity and reducing the investment. BRIEF DESCRIPTION OF DRAWINGS

[0022] In order to more clearly illustrate the technical solutions in the embodiments of the application or the prior art, the following will briefly introduce the drawings needed to be used in the embodiments or the prior art description. Obviously, the drawings in the following description are only some embodiments of the application, and other drawings can also be obtained according to the structures shown in the drawings without creative labor for those skilled in the art.

[0023] Figure 1 The schematic diagram of the concrete dam with double breast wall structure provided by the application;

[0024] Figure 2 The cross-sectional schematic diagram of the front breast wall and the back breast wall in the application.

[0025] Explanation of reference numerals: 1, pier; 2, floor slab; 3, corbel; 4, front breast wall; 401, arc-shaped surface; 5, rear breast wall; 501, gentle slope; 6, inspection gate; 7, working gate; 8, inspection gate slot; 9, gate machine. DETAILED DESCRIPTION

[0026] The technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application. Obviously, the described embodiments are only part of the embodiments of the present application, rather than all the embodiments of the present application. Based on the embodiments in the present application, all other embodiments obtained by a person of ordinary skill in the art without creative work fall within the protection scope of the present application.

[0027] It should be noted that all directionality indications (such as up, down, left, right, front, back, etc.) in the embodiments of the present application are only used to explain the relative positional relationship, movement condition, etc. between components in a certain specific posture (as shown in the drawings), and if the specific posture changes, the directionality indications also change accordingly.

[0028] In addition, the description of “first”, “second” and the like in the present application is only for the purpose of description, and cannot be understood as indicating or implying the relative importance of the indicated technical features or implicitly indicating the number of the indicated technical features. Therefore, the features defined as “first”, “second” can explicitly or implicitly include at least one of the features. In addition, the technical solutions of each embodiment can be combined with each other, but it must be based on the fact that a person of ordinary skill in the art can realize it, and when the combination of technical solutions contradicts each other or cannot be realized, it should be considered that the combination of technical solutions does not exist and is not within the protection scope required by the present application.

[0029] In combination with Figure 1 , Figure 2 As shown in the drawings, a concrete dam with double breast wall structure includes a gate machine 9, a breast wall, a working gate 7, an inspection gate 6, a floor slab 2, and a pier 1 arranged on both sides of the floor slab 2; the working gate 7 is installed on the pier 1 through a corbel 3, the breast wall includes a front breast wall 4 and a rear breast wall 5 arranged in sequence on the upstream side of the working gate 7 along the water flow direction; the front breast wall 4 and the rear breast wall 5 are arranged in a spaced manner; a vertical inspection gate slot 8 is arranged at the spaced position between the front breast wall 4 and the rear breast wall 5, and the inspection gate 6 is arranged in the inspection gate slot 8; the tracks at the bottom of the gate machine 9 are respectively located at the top of the front breast wall 4 and the rear breast wall 5; the water-facing side lower edge of the front breast wall 4 is arranged as an arc-shaped surface 401; the lower end surface of the rear breast wall 5 is arranged as a gentle slope 501, and the gentle slope 501 is inclined downward along the water flow direction.

[0030] The front breast wall 4, the rear breast wall 5, the pier 1 and the floor slab 2 jointly form a flood discharge gate orifice, and the height H of the flood discharge gate orifice is less than the height of the pier 1. e The height He The distance from the lowest point of the back wall 5 to the bottom plate 2 of the sluice.

[0031] Specifically, the design method of the double breast wall structure of the concrete sluice provided in the embodiment includes the following steps.

[0032] Step S1: discharge capacity calculation. According to the arrangement of the flood discharge sluice and other adjacent buildings, the height H of the flood discharge sluice orifice corresponding to the discharge capacity under the working condition of the check flood level is calculated by using the method of hydraulics. e .

[0033] Step S2: double breast wall function design. The double breast wall structure in the concrete sluice in the embodiment is arranged as shown in Figure 1 The double breast wall is defined as the front breast wall 4 and the back breast wall 5 according to the water flow direction. The front breast wall 4 serves as the inlet section of the flood discharge sluice and plays a role in conforming to the water flow pattern and also serves as the track beam of the top gate machine 9. The back breast wall 5 serves as the pressure section of the flood discharge sluice and can fill the entire flood discharge sluice orifice with water flow to prevent water flow from flowing off the wall, thereby ensuring the discharge capacity of the flood discharge sluice and also serving as the track beam of the top gate machine 9.

[0034] Step S3: structure design of the front breast wall 4.

[0035] The top end of the front breast wall 4 is flush with the top of the sluice, and the front breast wall 4 includes a vertical section and an extension section that extends downward along the direction of the water flow at the bottom. The water-facing side lower edge of the extension section is the arc surface 401, i.e. the BC section in Figure 2 . The purpose of setting the extension section is to increase the length of the arc surface 401 at the lower end of the front breast wall 4, thereby better conforming to the water flow pattern. Since the front breast wall 4 includes the vertical section and the extension section, as shown in Figure 2 , the water-facing surface of the entire front breast wall 4 includes the AB section and the BC section where the arc surface 401 is located, the rear end surface of the extension section at the lower end of the front breast wall 4 is the vertical CD section, the top surface of the extension section at the lower end of the front breast wall 4 is the DE section, and the upper part of the DE section is the vertical FE section. The body shape of each part of the front breast wall 4 can be designed as follows:

[0036] AB section: the height of the front breast wall 4 from the bottom plate 2 of the sluice is h1, the height of the vertical surface on the upstream side of the front breast wall 2, i.e. the height of AB, is ≥0.3h1, and the height of the AB section is ≥2.5 meters. The height h1 is determined in combination with the size of the inspection gate 6.

[0037] BC section: the part of the arc surface 401 is the BC section, and the curve of the BC section adopts a 1 / 4 elliptical curve. The major axis of the elliptical curve is the height h1 of the front breast wall 4 from the bottom plate 2 of the sluice, and the minor axis is 1 / 3 of the major axis. The equation of the cross-sectional curve of the arc surface 401 is:

[0038]

[0039] wherein x, y represent the coordinates of the cross-sectional curve of the arc surface 401.

[0040] CD section: the height of the CD section is 1 / 3-1 / 5 of the height of the AB section.

[0041] DE section: to reduce the height of the lower part of the front breast wall 4, optimize the shape of the front breast wall 4, and save engineering quantity, the DE section adopts a structure that is inclined downward along the direction of water flow, and the slope ratio is 1:1.5-1:2.0.

[0042] AF section: the thickness of the AF section is the vertical section of the front breast wall 4, which should be determined according to the stress condition and combined with the specific size of the dam top gantry crane 9, and the AF section is generally taken as 3m-6m.

[0043] Step S4: structural design of the back breast wall 5.

[0044] The lower end of the water-facing surface of the back breast wall 5 protrudes along the direction opposite to the water flow to form a first protruding part, and the water-facing surface of the first protruding part includes a vertical LM section, and the LM section and the gentle slope 501 adopt a circular arc transition to form a circular arc MN section; the gentle slope 501 at the lower end of the back breast wall 5 is tangent to the arc surface 401 at the lower end of the front breast wall 4. The lower end of the back water-facing surface of the back breast wall 5 protrudes along the direction of the water flow to form a second protruding part, and the lower end surface of the second protruding part is coplanar with the gentle slope 501. The purposes of setting the first protruding part and the second protruding part are to increase the length of the gentle slope 501, and further to ensure the length of the back breast wall 5 as the pressure section of the flood discharge gate, and further to ensure that the water flow adheres to the wall and fills the entire flood discharge gate orifice.

[0045] In combination with Figure 2 As shown in the figure, the water-facing surface of the back breast wall 5 includes the JK section, the KL section, the LM section, the MN section, and the NO section from top to bottom; and the back water-facing surface of the back breast wall 5 includes the RQ section, the PQ section, and the OP section from top to bottom.

[0046] The top end of the back breast wall 5 is flush with the top of the gate, and the shapes of the parts can be designed as follows:

[0047] LM section: the height of the vertical LM section of the first protruding part of the water-facing surface of the back breast wall 5 is 1.5m-3m.

[0048] MN section: to make the water flow through the gate smooth, the LM section of the first protruding part of the back breast wall 5 and the NO section where the gentle slope 501 is located adopt a circular arc transition to form the MN section, and the radius r of the MN section at the bottom edge of the back breast wall 5 is determined in combination with the calculation of the discharge capacity of the water mechanics, and the elevation of the N point should be lower than the elevation of the C point of the front breast wall.

[0049] NO section: namely the lower part of the rear wall 5 of the gentle slope 501, the pressure section of the flood discharge gate, the selection of the body should be based on the pressure section not to produce negative pressure, the slope ratio is 1:4.0~1:6.0. The slope ratio of the pressure section of high water head is preferably 1:4.0, and the slope ratio of low water head is preferably 1:6.0.

[0050] OP, PQ section: the downstream structure type of the second protruding part of the lower end of the rear wall 5 should be determined in combination with the body type of the working gate;

[0051] OR section: the height of the vertical surface of the downstream side of the rear wall 5 is the height H of the dam crest minus the height H of the flood discharge gate orifice e ;

[0052] KL section: in order to reduce the height of the lower part of the rear wall 5, optimize the body type of the rear wall 5, and save engineering quantity, the top surface KL section of the first protruding part is designed to be inclined downward along the direction opposite to the water flow, and the slope ratio of the KL section is 1:1~1:2.

[0053] JR section: the thickness of the upper vertical section of the rear wall 5, which is determined according to the specific size of the dam crest gate, and is generally 3m~5m.

[0054] Step S5: double chest wall support type design. The support type of the double chest wall is preferably fixed, the front chest wall 4 and the rear chest wall 5 are poured at the same time as the gate pier 1, and the steel bars of the front chest wall 4 and the rear chest wall 5 extend into the gate pier 1 to form a rigid connection.

[0055] Next, a specific project is taken as an example to describe the embodiment.

[0056] (1) Given that the top elevation of the gate pier 1 of the project is 2390m, and the top elevation of the gate bottom plate 2 is 2360m, first, the hydraulic method is used to calculate the flood discharge gate orifice height H e corresponding to the discharge flow under the working condition of the check flood level, so as to determine that the bottom elevation of the rear wall 5 is 2374m;

[0057] (2) In order to ensure the discharge capacity of the flood discharge gate, the problems of water flow pattern and prevention of water flow off-wall flow need to be considered, based on which the double chest wall structure design is adopted, and the double chest wall is defined as the front chest wall 4 and the rear chest wall 5 according to the water flow direction. The advantage of this design method is that the front chest wall 4 acts as the inlet section of the flood discharge gate, plays a role in regulating the water flow pattern and serves as the track beam of the dam crest gate 9; the rear wall 5 acts as the pressure section of the flood discharge gate, can make the water flow fill the entire flood discharge gate orifice, prevent the water flow from flowing off-wall, and thus ensure the discharge capacity of the flood discharge gate and serve as the track beam of the dam crest gate 9.

[0058] (3) The top elevation of the front breast wall 4 is flush with the top elevation of the pier 1. In order to facilitate the flow pattern of the water, the vertical height AB of the upstream side of the front breast wall 4 should not be less than 0.3 times the height h1 of the front breast wall from the gate floor and at least not less than 2.5 m. In this project, the height of the AB section is 12 m.

[0059] (4) In view of the function of the front breast wall 4 to facilitate the flow pattern of the water, the lower edge curve BC of the front breast wall 4 is a 1 / 4 elliptical curve. The major axis of the ellipse is the height h1 of the front breast wall 4 from the gate floor 2, and the minor axis is 1 / 3 of the major axis. Therefore, the elliptical curve equation of this project is

[0060] (5) The height of the rear end face CD section of the lower end extension of the front breast wall 4 is 1 / 3-1 / 5 of the height of the AB section. Therefore, the length of the CD section of this project is 4 m. At the same time, in order to reduce the height of the lower part of the front breast wall 4 and optimize the shape to save engineering quantity, the slope ratio of the DE section should be 1:1.5-1:2.0. Therefore, the slope ratio of this project is 1:1.5.

[0061] (6) The thickness AF of the front breast wall 4 should be determined according to the stress condition and combined with the specific size of the dam top gantry crane 9. Generally, it is 3-6 m. In this project, it is 3 m.

[0062] (7) The top elevation of the rear breast wall 5 should be flush with the top elevation of the pier 1, and the height of the vertical LM section of the water-facing surface of the first protruding part of the rear breast wall 5 is generally 1.5-3 m. In this project, it is 2 m.

[0063] (8) In order to make the water flow smooth, the LM section of the first protruding part of the rear breast wall 5 and the NO section where the gentle slope 501 is located adopt a circular arc transition to form the MN section. The radius r of the MN section of the bottom edge of the rear breast wall 5 is determined by combining the hydraulic discharge capacity calculation, and the elevation of point N should be lower than that of point C of the front breast wall. In this project, the radius of the MN section of the bottom edge of the rear breast wall is 1.5 m after calculation.

[0064] (9) The lower part of the rear breast wall 5 is a pressure section NO. The selection of its shape should be based on the condition that the pressure section does not generate negative pressure. The slope ratio should be 1:4.0-1:6.0. In this project, the slope ratio is 1:5.

[0065] (10) The downstream side structure type OP section and PQ section of the second protruding part at the lower end of the rear breast wall 5 should be determined in combination with the specific shape of the working gate 7.

[0066] (11) The vertical height OR of the downstream side of the rear breast wall 5 is the height H of the top elevation of the pier 1 from the top elevation of the gate floor 2 minus the height H of the spillway gate opening e . Therefore, the length of the OR section of this project is 16 m.

[0067] (12) In order to reduce the height of the lower part of the rear breast wall 5 and optimize the shape to save engineering quantity, the slope ratio of this project is 1:1.

[0068] (13) The thickness JQ of the upper vertical section of the rear breast wall 5 should be determined according to the specific size of the dam top portal crane 9. In this project, the JQ section is 3 m.

[0069] The above only describes the preferred embodiments of the present application, and does not limit the patent scope of the present application. Any equivalent structural transformation, direct / indirect application in other related technical fields, or the like within the inventive concept of the present application and using the content of the present application specification and drawings are included in the patent protection scope of the present application.

Claims

1. A concrete gate dam with a double breast wall structure, comprising a gantry crane (9), breast walls, a working gate (7), a maintenance gate (6), a gate bottom plate (2), and gate piers (1) disposed on both sides of the gate bottom plate (2); the working gate (7) is installed on the gate piers (1) via brackets (3), characterized in that: The breast wall includes a front breast wall (4) and a rear breast wall (5) arranged sequentially along the water flow direction on the upstream side of the working gate (7); the front breast wall (4) and the rear breast wall (5) are spaced apart; a vertical maintenance gate slot (8) is provided at the spaced position between the front breast wall (4) and the rear breast wall (5), and the maintenance gate (6) is located in the maintenance gate slot (8); the track at the bottom of the gantry crane (9) is located at the top of the front breast wall (4) and the rear breast wall (5); the lower edge of the front breast wall (4) on the water-facing side is set as an arc surface (401); the lower end surface of the rear breast wall (5) is set as a gentle slope (501), and the gentle slope (501) slopes downward along the water flow direction; The lower end of the water-facing surface of the rear breast wall (5) protrudes along the direction of the countercurrent to form a first protrusion. The water-facing surface of the first protrusion includes a vertical LM segment. The LM segment and the gentle slope (501) are connected by a circular arc to form a circular arc MN segment. The gentle slope (501) at the lower end of the rear breast wall (5) is tangent to the arc-shaped surface (401) at the lower end of the front breast wall (4).

2. A concrete gate dam with a double breast wall structure as described in claim 1, characterized in that: The height of the front breast wall (4) from the gate bottom plate (2) is h1; the cross-sectional curve of the arc surface (401) at the bottom of the front breast wall (4) adopts a 1 / 4 elliptic curve, the major semi-axis of which is the height h1 of the front breast wall (4) from the gate bottom plate (2), and the minor semi-axis is 1 / 3 of the major semi-axis. The equation of the cross-sectional curve of the arc surface (401) is: ； Where x and y represent the coordinates of the cross-sectional curve of the arc surface (401).

3. A concrete gate dam with a double breast wall structure as described in claim 2, characterized in that: The front breast wall (4) includes a vertical section and an extension section extending downward along the direction of water flow. The lower edge of the extension section on the water-facing side is the arc-shaped surface (401). The water-facing surface of the vertical section of the front breast wall (4) is section AB, the height of which is ≥0.3h1 and ≥2.5 meters.

4. A concrete gate dam with a double breast wall structure as described in claim 3, characterized in that: The rear end face of the lower extension of the anterior breast wall (4) is a vertical CD segment, and the height of the CD segment is 1 / 3 to 1 / 5 of the height of the AB segment.

5. A concrete gate dam with a double breast wall structure as described in claim 3, characterized in that: The top surface of the lower extension of the anterior breast wall (4) is the DE section. The DE section slopes downward along the direction of water flow, and the slope ratio of the DE section is 1:1.5~1:2.

0.

6. A concrete gate dam with a double breast wall structure as described in claim 3, characterized in that: The thickness of the vertical section of the front breast wall (4) is 3m~6m.

7. A concrete gate dam with a double breast wall structure as described in claim 1, characterized in that: The height of the LM section is 1.5m to 3m; the top surface of the first protrusion is the KL section, which is inclined downward along the direction of the countercurrent, and the ratio of the LK section is 1:1 to 1:2; the thickness of the upper vertical section of the rear breast wall (5) is 3m to 5m.

8. A concrete gate dam with a double breast wall structure as described in claim 1, characterized in that: The slope ratio of the gentle slope (501) at the lower end of the rear breast wall (5) is 1:4.0~1:6.

0.

9. A concrete gate dam with a double breast wall structure as described in claim 1, characterized in that: The lower end of the backwater surface of the rear breast wall (5) protrudes along the direction of water flow to form a second protrusion, and the lower end surface of the second protrusion is coplanar with the gentle slope (501).

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