CN112301948A - High-flow-speed strong wave-dissipating seawall and operation method - Google Patents
High-flow-speed strong wave-dissipating seawall and operation method Download PDFInfo
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- 238000005086 pumping Methods 0.000 claims abstract description 14
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- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
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- E—FIXED CONSTRUCTIONS
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- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/06—Moles; Piers; Quays; Quay walls; Groynes; Breakwaters ; Wave dissipating walls; Quay equipment
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Abstract
The invention discloses a high-flow-speed strong wave-dissipating sea wall and an operation method thereof, wherein the wave-dissipating sea wall comprises a sea wall structure arranged along a coast, a sluice, a reservoir, a river channel and a water pumping pump station, the sluice is arranged along the axis of the sea wall structure, the reservoir is arranged behind the land side of the sluice, the river channel is arranged behind the land side of the sea wall structure, the water pumping pump station is arranged at the joint of the reservoir and the river channel, the sea wall structure mainly comprises a wave-dissipating submerged wall, a main wall and a diversion trench, and the diversion trench is arranged between the wave-dissipating submerged wall and the main wall. The invention mainly consumes the incident large wave energy through the high-speed water flow before the dike is constructed, thereby achieving the effect of protecting the seawall and the protection area.
Description
Technical Field
The invention belongs to the technical field of coastal engineering, and particularly relates to a high-flow-rate strong wave-dissipating seawall and an operation method thereof.
Background
In recent years, with the change of factors such as global warming, extreme weather events increase, the proportion of typhoons (including typhoons, strong typhoons and ultra-strong typhoons) generated in tropical cyclones increases, the typhoons landing in coastal areas are in a situation of increasing frequency and increasing strength, storm tides and typhoons caused by the typhoons and the typhoons have the characteristics of strong outburst, high degree of harm, wide influence range, long disaster chain length and the like, and are one of the most serious natural disasters. In the southeast coastal province city, when typhoon logs in, if astronomical tides and typhoon water increase are superposed to form an over-standard high tide level, and under the action of over-standard typhoon and storm, seawater overflows the inland, and a great disaster is caused.
The sea wall is a dyke engineering built for defending storm surge and damage of wave to the protected area. For many years, the problems of bank climbing and wave crossing have been one of the most interesting hot problems in the field of coastal engineering. The climbing height and the wave overtopping amount are the most key design parameters of the sea wall engineering, the climbing height refers to the climbing height of a wave water body on a front slope of the sea wall, the wave overtopping amount refers to the water quantity of the water body climbing over the top of the sea wall after the wave acts on the sea wall, the wave overtopping amount is usually represented by the average value of unit time and unit width, and the climbing height and the wave overtopping amount are directly related to the safety stability and the economy of the structure behind the sea wall and the sea wall. With the continuous improvement of economic development level and people living standard, the defense standard of the sea wall is continuously improved, the allowable wave quantity is continuously reduced, the top elevation of the embankment is directly increased, the larger the sea wall is repaired, the higher the sea wall is repaired, the vision and the impression of people in a protection area are directly influenced, the sea and land exchange of coastal zone organisms is blocked, and the aim of ' human water and harmonious ' and ecological sea wall ' is violated.
At present, the seawall is mainly used for eliminating waves by large-scale facing blocks, the wave eliminating means is single, and the method of utilizing a novel mode to eliminate waves is a hot spot for researching the coast engineering at present. Therefore, how to effectively improve the defense standard of the seawall under the condition of lower elevation of the embankment top and effectively protect the protection area under extreme conditions is a difficult point of the current engineering design of a large number of seawalls and the work of coast disaster prevention and reduction.
Disclosure of Invention
The embodiment of the invention aims to provide a high-flow-rate strong wave-dissipating seawall and an operation method thereof, which are used for at least solving the problem of contradiction between high-standard disaster prevention and reduction functions and beautiful ecological environment in the design and construction processes of the seawall.
In order to achieve the above purpose, the technical solution adopted by the embodiment of the present invention is as follows:
in a first aspect, an embodiment of the present invention provides a high-flow-rate wave-breaking seawall, including: the sea wall structure, sluice, reservoir, river course and the pump station of drawing water of setting along the coast, the sluice is followed sea wall structure dyke axis is arranged, the reservoir is arranged sluice land side rear, the river course is arranged sea wall structure land side rear, the pump station of drawing water arranges the reservoir with river course handing-over department, the sea wall structure mainly comprises unrestrained submerged bank, main embankment and guiding gutter, the guiding gutter is arranged unrestrained submerged bank with between the main embankment.
Furthermore, the sea side of the wave dissipation submerged dike mainly comprises large-pore rock blocks, the land side of the wave dissipation submerged dike mainly comprises dense fillers, and smooth concrete slabs are paved on the top of the wave dissipation submerged dike and the surface of the back slope.
The main embankment is mainly composed of a downslope, a wave dissipation platform, an upslope, a wave wall, an embankment top road, an impervious wall and embankment body filling materials, wherein the downslope, the wave dissipation platform, the upslope, the wave wall and the embankment top road are sequentially connected and then cover the embankment body filling materials, and the impervious wall is arranged in the embankment body filling materials and is positioned below the embankment top road.
Furthermore, smooth concrete slabs are paved on the surface of the downhill, wave dissipation blocks are paved on the wave dissipation platform and the surface of the uphill, and the top road surface of the embankment inclines towards the reservoir behind the embankment according to the preset gradient.
Furthermore, the top elevation of the wave dissipation submerged dike is near the local average high tide level, the top elevation of the wave dissipation platform is near the local average high tide level, and the top elevation of the wave retaining wall is designed according to the allowable wave overtopping of the sea dike.
Furthermore, the diversion trench is composed of the backward slope of the wave dissipation submerged dike and the downhill slope.
Further, the deep groove line of the diversion trench is close to the main embankment side.
Furthermore, the sluice mainly comprises gate, outside guiding wall and inboard guiding wall, the gate setting is in between outside guiding wall and the inboard guiding wall.
Furthermore, the outer guide wall is in smooth transition butt joint with the back slope of the wave dissipation submerged dike, and the inner guide wall is in smooth transition butt joint with the back slope.
In a second aspect, an embodiment of the present invention further provides an operation method of a high-flow-rate strong wave-dissipating seawall, including the following steps:
step one, before the heavy waves arrive, opening the gate to allow seawater to be poured into the reservoir, and closing the gate at a high tide level;
step two, when the main embankment top does not generate wave crossing, the gate is closed, and the water pump station does not operate;
step three, when the top of the main embankment is overtopped, the gate is closed, the water pump station works, and overtopped water in the river channel is pumped into the reservoir;
step four, recording the water level change value delta H of the reservoir every preset time delta TWater reservoirAnd the river channel water level change value delta HRiver courseAnd within the preset time delta T, the average overtopping amount of the sea wall in the section is as follows:
Q＝(△Hwater reservoir×SWater reservoir+△HRiver course×SRiver course)/(L×△T)
In the formula: q is the average wave-crossing amount; sWater reservoirThe area of the reservoir water area; sRiver courseThe area of the river is the water area of the river; l is the length of the wave-crossing sea wall;
according to the calculated average overtopping amount Q, the following operations are carried out:
1) if nxQ is less than or equal to QAllow forAnd if the reservoir water level is lower than the designed high water level, the gate is continuously closed;
2) if nxQ>QAllow forOr the reservoir water level is higher than the designed high water level, the gate is opened to drain water.
Wherein n is a safety coefficient considering the uneven overtopping amount of the sea wall at the section; qAllow forThe sea wall is designed to allow the overtopping amount;
and step five, closing the gate and the water pumping pump station when the main embankment top does not generate wave crossing.
According to the technical scheme, the invention has the following beneficial effects:
1. the invention provides a high-flow-speed wave-breaking sea wall, which consumes large wave energy by collecting and storing small wave-breaking water bodies, consumes wave energy by utilizing high-speed water flow and a structure per se in three spatial directions of a sea wall structure, and reduces incident wave height, thereby improving the defense standard of the sea wall and effectively protecting the safety of a rear protection area of the sea wall.
2. The hydraulic wave-breaking sea wall has the advantages that the hydraulic wave-breaking sea wall is formed mainly by constructing high-speed water flow, the size of the sea wall structure is relatively small, the requirement on the sea wall structure is not high, the effect of waves on the sea wall can be reduced by hydraulic wave breaking, the stability and the safety of the sea wall structure are improved, and the durability of the sea wall is improved.
3. The invention has simple structure, effectively reduces the height of the embankment top and the size of the seawall, directly reduces the engineering quantity of the seawall, has small construction difficulty and high construction speed, can be combined with the prior seawall, and has relatively low cost.
The device suitability is strong, simple structure, and durable, the usage is various, can effectively consume wave energy, promotes seawall defense standard.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this specification, are included to provide a further understanding of the invention, and are incorporated in and constitute a part of this specification, illustrate exemplary embodiments of the invention and together with the description serve to explain the invention and not to limit the invention. In the drawings:
fig. 1 is a schematic top view of a high-flow-rate wave-dissipating seawall according to an embodiment of the present invention;
fig. 2 is a schematic cross-sectional structural view of a high-flow-rate wave-breaking sea wall according to an embodiment of the present invention;
fig. 3 is a graph illustrating the effect of the high flow velocity wave-breaking seawall on the reduction of the incident wave height according to the embodiment of the present invention;
in the figure: 1. the sea wall structure comprises, by weight, 1-1 parts of a sea wall structure, 1-1-1 parts of a wave-dissipating submerged dike, 1-1-2 parts of large-pore blockstones, 1-1-2 parts of dense fillers, 1-2 parts of a main dike, 1-2-1 parts of a downhill slope, 1-2-2 parts of a wave-dissipating platform, 1-2-3 parts of an uphill slope, 1-2-4 parts of a wave wall, 1-2-5 parts of a dike top road, 1-2-6 parts of a seepage-proofing wall, 1-2-7 parts of a dike body filler, 1-3 parts of a diversion trench, 1-3-1 parts of a deep groove line, 2 parts of a water gate, 2-2 parts of a gate, 2-2 parts of an outer diversion wall, 2-3 parts of an inner diversion wall, 3 parts of a reservoir.
Detailed Description
It should be noted that the embodiments and features of the embodiments in the present application may be combined with each other without conflict. The present invention will be described in detail below with reference to the embodiments with reference to the attached drawings.
It is noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of example embodiments according to the present application. As used herein, the singular forms "a", "an" and "the" are intended to include the plural forms as well, and it should be understood that when the terms "comprises" and/or "comprising" are used in this specification, they specify the presence of stated features, steps, operations, devices, components, and/or combinations thereof, unless the context clearly indicates otherwise.
Referring to fig. 1 to 2, an embodiment of the present invention provides a high-flow-rate strong wave-breaking seawall, including: the sea wall structure comprises a sea wall structure 1, a water gate 2, a reservoir 3, a river channel 4 and a water pumping pump station 5, wherein the water gate 2 is arranged along the axis of the sea wall structure 1, the reservoir 3 is arranged behind the land side of the water gate 2, the river channel 4 is arranged behind the land side of the sea wall structure 1, the collection of water bodies over waves is facilitated, the water pumping pump station 5 is arranged at the junction of the reservoir 3 and the river channel 4, when the sea wall structure 1 is over waves, the water bodies in the river channel 4 are pumped into the reservoir 3, the sea wall structure 1 mainly comprises wave dissipation submerged dikes 1-1, main dikes 1-2 and diversion trenches 1-3, and the diversion trenches 1-3 are arranged between the wave dissipation submerged dikes 1-1 and the main dikes 1-2, so that front and back 3 wave dissipation barriers are formed.
In an optional embodiment of the application, the sea side of the wave dissipation submerged dike 1-1 mainly comprises large-pore rock blocks 1-1-1, the land side of the wave dissipation submerged dike mainly comprises dense fillers 1-1-2, and smooth concrete slabs are paved on the top of the wave dissipation submerged dike 1-1 and the rear slope surface. The large-pore block stone 1-1-1 can consume part of wave energy by utilizing pores of the large-pore block stone, and the dense filler 1-1-2 facilitates the fixation of smooth concrete plates at the top and the rear of the wave dissipation submerged dike 1-1.
In an optional embodiment of the application, the main dike 1-2 mainly comprises a downslope 1-2-1, a wave dissipation platform 1-2-2, an upslope 1-2-3, a wave wall 1-2-4, a dike top road 1-2-5, an impervious wall 1-2-6 and a dike body filler 1-2-7, wherein the downslope 1-2-1, the wave dissipation platform 1-2-2, the upslope 1-2-3, the wave wall 1-2-4 and the dike top road 1-2-5 are sequentially connected and then covered on the dike body filler 1-2-7 to form a compound sea dike structure easy for wave dissipation, the impervious wall 1-2-6 is arranged in the dike body filler 1-2-7, and is positioned below the embankment top road 1-2-5, which is beneficial to preventing the seepage of water bodies in the front and the back of the embankment and improving the self safety of the seawall.
In an optional embodiment of the application, smooth concrete slabs are laid on the surface of the downslope 1-2-1, wave dissipating blocks are laid on the surfaces of the wave dissipating platform 1-2-2 and the upslope 1-2-3, so that the energy of incident waves after the action of high-speed water flow is further attenuated, the climbing height of the waves is reduced, and the road surface of the embankment top road 1-2-5 inclines to the reservoir 3 behind the embankment according to a preset gradient, so that the wave-overtopping water body can be quickly discharged into the river channel 4.
In an optional embodiment of the application, the wave dissipation submerged dike 1-1 is near the local average high tide level, the wave dissipation platform 1-2-2 is near the local average high tide level, high-speed water flow can be made to move along the diversion trench 1-3 as far as possible, and the wave blocking wall 1-2-4 is designed to allow wave crossing according to a sea dike, so that the height of the top of the main dike 1-2 can be reduced, and meanwhile, enough water can be collected in the small wave crossing process.
In an optional embodiment of the application, the diversion trench 1-3 is composed of the backward slope of the wave dissipation submerged dike 1-1 and the downslope 1-2-1, the roughness of the diversion trench 1-3 can be effectively reduced by smooth concrete slabs on the slope surfaces on the two sides, and the attenuation of the high-speed water flow along the flow velocity is small.
In an alternative embodiment of the present application, the deep groove line 1-3-1 of the diversion trench 1-3 is close to the main embankment 1-2 side, and the high-speed water flow in the diversion trench 1-3 will flow along the main embankment 1-2 side, so that the outflow loss of the high-speed water flow to the open sea along the way is reduced.
In an optional embodiment of the present application, the water gate 2 mainly comprises a gate 2-1, an outer side guide wall 2-2 and an inner side guide wall 2-3, wherein the gate 2-1 is arranged between the outer side guide wall 2-2 and the inner side guide wall 2-3, and controls the flow of the water body in the reservoir 3 flowing out of the guide groove 1-3.
In an optional embodiment of the application, the outer guide wall 2-2 is in smooth transition butt joint with the back slope of the wave dissipation submerged dike 1-1, and the inner guide wall 2-3 is in smooth transition butt joint with the back slope 1-2-1, so that high-speed water flow can smoothly enter the guide groove 1-3.
The invention mainly consumes the incident large wave energy by constructing high-speed water flow in front of the embankment, thereby achieving the effect of protecting the seawall. Firstly, when the top of the dike is not overtopped, wave energy is consumed through the wave-breaking submerged dike and the main dike face protecting block. And secondly, when the overtopping occurs at the top of the dike, but the overtopping amount is smaller than the overtopping amount allowed by the design, the overtopping water body is collected through the water pumping pump station and the reservoir, so that the overtopping water body is prevented from submerging a protection area behind the dike, and the water quantity forming the high-speed water flow is also stored. Thirdly, when the wave overtopping amount is larger than the allowable wave overtopping amount, the sluice gate is opened, the water body of the reservoir flows into the diversion trench along the diversion wall, a high-speed water flow parallel to the sea wall is formed along the axis direction of the sea wall and is vertical to the wave direction of the incident wave, the high-speed water body can effectively weaken the wave energy, and the wave height of the incident wave is reduced; the vertical sea wall axis direction is interacted with incident waves through the offshore flow of the water body in the diversion trench, so that the incident wavelength is shortened, the wave steepness is increased, and the waves are easy to break and consume energy; wave energy is consumed vertically by the waves climbing the submerged and main embankments.
The embodiment of the invention also provides an operation method of the high-flow-rate strong wave-dissipating seawall, which comprises the following steps:
step one, before the large waves arrive, opening the gate 2-1 to allow seawater to be poured into the reservoir 3, and closing the gate 2-1 at a high tide level to ensure that the initial water level in the reservoir 3 is high;
step two, when the main dike 1-2 does not generate wave crossing, the gate 2-1 is closed, and the water pumping pump station 5 does not operate; step three, when the main dike 1-2 has the overtopping, the gate 2-1 is closed, the water pumping pump station 5 works to pump the overtopping water body in the river channel 4 into the reservoir 3, and the overtopping water body in the small overtopping time is collected;
step four, recording the water level change value delta H of the reservoir 3 every preset time delta TWater reservoirAnd the river 4 water level change value delta HRiver courseAnd within the preset time delta T, the average overtopping amount of the sea wall in the section is as follows:
Q＝△Hwater reservoir×SWater reservoir+△HRiver course×SRiver course/(L×△T)
In the formula: q is the average wave-crossing amount; sWater reservoirThe water area of the reservoir 3; sRiver courseThe area of the river 4 is the water area; l is the length of the wave-crossing sea wall;
according to the calculated average overtopping amount Q, the following operations are carried out:
1) if nxQ is less than or equal to QAllow forAnd if the water level of the reservoir 3 is lower than the designed high water level, the gate 2-1 is continuously closed;
2) if nxQ>QAllow forOr the water level of the reservoir 3 is higher than the designed high water level, the gate 2-1 is opened to discharge water;
wherein n is a safety coefficient considering the uneven overtopping amount of the sea wall at the section; qAllow forThe sea wall is designed to allow the overtopping amount;
the seawall overtopping condition is detected constantly, so that the wave energy of the waves can be dissipated through high-speed water flow at the most dangerous moment when the seawall acts on the sea wall by the heavy waves, and the safety of the seawall and a protection area is guaranteed.
And step five, closing the gate 2-1 and the water pumping pump station 5 when the top of the main embankment 1-2 is not overtopped.
The following will explain the specific implementation effect of the present invention in the wave water tank with reference to the embodiment.
Arranging a slope dike model with a main dike front slope of 1:3 in a water tank, arranging a diversion trench with the width of 5m at the front edge of the dike model as a longitudinal water flow area, setting a model scale 40, simulating a prototype dike front water depth d to be 10m, and setting the dike front flow speed Uc0, 0.63m/s, 1.26m/s, 1.90m/s, 2.53m/s, 3.16m/s, effective wave height Hs between 0.1m and 1.6m, and average period T of 3.0 s.
To characterize the breakwater effect, the effect of the waves on the breakwater is characterized by the wave run-up, and fig. 3 shows the wave run-up R under the conditions of the current velocities at all levels13％And the approximate relation with the incident wave height Hs of each stage. It can be seen that R increases with increasing water flow rate13％The linear proportionality coefficients with Hs all show a substantially decreasing trend.
Table 1 shows the wave run-up reduction factor, which is lower than 0.2 when Hs is 0.2m and 0.4m, and when the flow velocity reaches the fourth stage flow velocity of 2.53 m/s. When the flow velocity reaches the fifth stage flow velocity of 3.16m/s, the wave run-up reduction coefficient already approaches 0, and the wave run-up can be considered to be completely ignored at this time. For Hs of 0.6m order effective wave height, when the flow velocity reaches the third stage flow velocity of 1.90m/s, the wave run-up reduction factor is 0.54, and the wave run-up is considered to be about reduced by half. When the flow velocity reaches the fifth stage flow velocity of 3.16m/s, the wave run-up reduction coefficient is 0.25, and the wave run-up can be considered to be about three-quarters. For the effective wave heights of four stages of Hs 0.8m, 1.0m, 1.2m and 1.4m, when the flow velocity reaches the fifth stage flow velocity of 3.16m/s, the wave climbing height reduction coefficient is between 0.43 and 0.46; the trend that the wave climbing reduction coefficient is reduced along with the increase of the water flow speed is similar. In general, as the flow speed in front of the embankment increases, the wave climbing reduction coefficient decreases, the larger the wave energy consumption of the wave-dissipating embankment is, the smaller the incident wave height is, and the higher the embankment defense standard is.
TABLE 1 table of wave run-up reduction coefficient at different flow rates and different effective waves
Although the preferred embodiments of the present invention have been described above with reference to the accompanying drawings, the present invention is not limited to the above-described embodiments, which are merely illustrative and not restrictive, and those skilled in the art can make many modifications without departing from the spirit and scope of the present invention as defined in the appended claims.
Claims (10)
1. A high flow velocity breakwater, comprising: the sea wall structure comprises a sea wall structure (1), a water gate (2), a reservoir (3), a river channel (4) and a water pumping pump station (5) which are arranged along a coast, wherein the water gate (2) is arranged along the sea wall structure (1) wall axis, the reservoir (3) is arranged at the rear of the land side of the water gate (2), the river channel (4) is arranged at the rear of the land side of the sea wall structure (1), the water pumping pump station (5) is arranged at the joint of the reservoir (3) and the river channel (4), the sea wall structure (1) mainly comprises a wave dissipation submerged wall (1-1), a main wall (1-2) and a diversion trench (1-3), and the diversion trench (1-3) is arranged between the wave dissipation submerged wall (1-1) and the main wall (1-2).
2. A high flow velocity strong wave-breaking sea wall according to claim 1, characterized in that the wave-breaking submerged wall (1-1) is mainly composed of large pore rock blocks (1-1-1) on the sea side and dense fillers (1-1-2) on the land side, and smooth concrete slabs are laid on the top and the back slope surface of the wave-breaking submerged wall (1-1).
3. The high-flow-rate strong wave-breaking sea wall as claimed in claim 2, wherein the main dike (1-2) mainly comprises a downgrade (1-2-1), a wave-breaking platform (1-2-2), an upslope (1-2-3), a wave wall (1-2-4), a dike top road (1-2-5), a cut-off wall (1-2-6) and a dike body filler (1-2-7), wherein the downgrade (1-2-1), the wave-breaking platform (1-2-2), the upslope (1-2-3), the wave wall (1-2-4) and the dike top road (1-2-5) are sequentially connected and then covered on the dike body filler (1-2-7), and the cut-off wall (1-2-6) is arranged on the dike body filler (1-2-7) ) And is located below the bank top road (1-2-5).
4. A high flow velocity strong wave-breaking sea wall according to claim 3, characterized in that smooth concrete slabs are laid on the surface of the downgrade (1-2-1), wave-breaking blocks are laid on the surface of the wave-breaking platform (1-2-2) and the upgoing (1-2-3), and the road surface of the top road (1-2-5) is inclined to the reservoir (3) behind the wall according to a predetermined gradient.
5. The high-flow-rate strong wave-breaking seawall according to claim 4, characterized in that the top elevation of the wave-breaking submerged dike (1-1) is near the local average high tide level, the top elevation of the wave-breaking platform (1-2-2) is near the local average high tide level, and the top elevation of the wave-retaining wall (1-2-4) is designed according to the allowable wave-breaking of the seawall.
6. A high flow velocity strong wave dissipating seawall according to claim 3 wherein the diversion trench (1-3) is composed of the backward slope of the wave dissipating submerged dike (1-1) and the downward slope (1-2-1).
7. A high flow velocity high wave dissipating seawall according to claim 1 wherein the deep channel line (1-3-1) of the guiding gutter (1-3) is close to the main dike (1-2) side.
8. A high flow velocity high wave dissipating seawall according to any one of claims 1 to 7 wherein the sluice (2) is mainly composed of a sluice (2-1), an outer guide wall (2-2) and an inner guide wall (2-3), the sluice (2-1) being disposed between the outer guide wall (2-2) and the inner guide wall (2-3).
9. A high flow velocity strong wave-breaking sea wall according to claim 8, characterized in that said outside guide wall (2-2) and said wave-breaking submerged dike (1-1) are smoothly transition butted with each other at the back slope, and said inside guide wall (2-3) and said down slope (1-2-1) are smoothly transition butted with each other.
10. The method for operating the high-flow-rate high-wave-breaking seawall according to claim 1, characterized by comprising the following steps:
step one, before the large waves arrive, opening the gate (2-1) to allow seawater to be poured into the reservoir (3), and closing the gate (2-1) at a high tide level;
step two, when the top of the main embankment (1-2) is not over-waved, the gate (2-1) is closed, and the water pumping pump station (5) does not run;
step three, when the main dike (1-2) is over-seaged at the top of the dike, the gate (2-1) is closed, the water pumping pump station (5) works to pump the over-seagoing water body in the river channel (4) into the reservoir (3);
step four, recording the water level change value delta H of the reservoir (3) at intervals of preset time delta TWater reservoirAnd the water level change value delta H of the river channel (4)River courseAnd within the preset time delta T, the average overtopping amount of the sea wall in the section is as follows:
Q＝(△Hwater reservoir×SWater reservoir+△HRiver course×SRiver course)/(L×△T)
In the formula: q is the average wave-crossing amount; sWater reservoirIs the water area of the reservoir (3); sRiver courseIs the water area of the river channel (4); l is the length of the wave-crossing sea wall;
according to the calculated average overtopping amount Q, the following operations are carried out:
1) if nxQ is less than or equal to QAllow forAnd the water level of the reservoir (3) is lower than the designed high water level, the gate (2-1) is continuously closed;
2) if nxQ>QAllow forOr the water level of the reservoir (3) is higher than the designed high water level, the gate (2-1) is opened to discharge water; wherein n is a safety coefficient considering the uneven overtopping amount of the sea wall at the section; qAllow forThe sea wall is designed to allow the overtopping amount;
and step five, closing the gate (2-1) and the water pumping station (5) when the top of the main embankment (1-2) is not overtopped.
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