Event-based flood-destroyed seawall armor block repair weight calculation method

Abstract

The invention discloses an event-based flood-destroyed seawall armor block repair weight calculation method, which comprises the following steps of: determining typical typhoons according to optimal tropical cyclone path data, seawall completion time, armor block arrangement and a seawall front tide level process, and collecting multi-element collaborative observation data during the typical typhoons; constructing an astronomical tide-storm surge mathematical model and a typhoon wave mathematical model according to the typical typhoon, then correcting the two mathematical models by using multi-element collaborative observation data, and after correction, calculating the tide level in front of the embankment and scour corrected typhoon waves; designing a stable weight parameterization scheme of the armor block, obtaining a stable calculated weight based on the tide level in front of the embankment and typhoon waves, and determining an optimal scheme in combination with the actual weight of the armor block; the design wind speed is calculated according to the wind speed data of the weather station, the design tide level and the scour-corrected design wave are calculated based on the tide level data and the wind-wave-tide relation, and the repair weight of the armor block is obtained by adopting the optimal scheme. The method has a relatively high guiding effect on coast protection engineering design.

Description

Technical Field

[0001] The present application relates to the technical field of coastal protection engineering, and in particular to an event-based method for calculating the repair weight of water-damaged seawall face blocks. Background Art

[0002] Storm surges and typhoon waves are common marine hazards caused by typhoons, and storm surges can flood coastal towns. Seawalls, as crucial hydraulic structures for resisting these surges and typhoon waves, play a vital role in protecting the lives and property of coastal residents. The armor blocks, covering the outer layer of the embankment core material, directly withstand the impact of waves and currents, protecting other parts of the embankment from erosion and damage. Their inherent stability is crucial to the safety of the entire seawall.

[0003] During the design process, the stability of the armor blocks is often determined using stable weight calculation formulas. This is verified in key projects by constructing scaled-down models of the seawall and subjecting them to laboratory wave tank tests. While there are numerous existing armor block stability calculation formulas and research results, these are largely derived from laboratory wave tank tests. Besides the inherent scale effect of model tests, the seawall model, water body, beachfront topography, waves, and wind speeds used in these tests differ from actual conditions, making them incapable of fully reflecting the actual impact of typhoon waves on the seawall armor blocks during a typhoon. Summary of the Invention

[0004] The purpose of the embodiments of the present application is to provide an event-based method for calculating the repair weight of water-damaged seawall armor blocks, so as to solve the technical problems of inaccurate calculation of the stable weight of the armor blocks and poor applicability of the calculation method in actual seawall projects, difficult decision-making, and being out of touch with actual conditions.

[0005] According to a first aspect of an embodiment of the present application, a method for calculating the repair weight of a water-damaged seawall armour block based on an event is provided, comprising: S1: Collect design completion reports, safety appraisal reports, tide data from tide stations, wind speed data from meteorological stations, tropical cyclone optimal path data, and satellite images of flood-damaged seawalls to determine the completion date of the seawall, the layout of the armor blocks, the actual weight of the armor blocks, the tide level process in front of the seawall, and the time points when the seawall was flooded and not flooded; S2: Determine a typical typhoon based on the tropical cyclone optimal path data, seawall completion time, face block layout, and tide level process in front of the seawall, collect multi-factor coordinated observation data during the typical typhoon, and classify the typical typhoon based on the time points of seawall water damage and non-water damage; S3: constructing an astronomical tide-storm surge mathematical model and a typhoon wave mathematical model based on the typical typhoon, and then correcting the two mathematical models using the multi-factor collaborative observation data, and calculating the tide level in front of the dike and the scour-corrected typhoon wave after correction; S4: Based on typical typhoon types, a parameterized scheme for the stable weight of the armor blocks is designed. The stable calculated weight is obtained based on the tide level in front of the dike and the typhoon waves. The comprehensive decision factors of each scheme are calculated in combination with the actual weight of the armor blocks to determine the optimal scheme. S5: Calculate the design wind speed according to the wind speed data of the weather station, calculate the design tide level and the design wave corrected for scour based on the tide level data and the relationship between wind and wave, and obtain the repair weight of the armor block using the optimal solution.

[0006] Optionally, the multi-factor collaborative observation data includes air pressure and wind speed data from meteorological stations, ocean buoy wave data, tide level data from nearshore tide stations, and geological data, topographic data, and vegetation data in front of the dike.

[0007] Optionally, based on the tropical cyclone optimal path data, the seawall completion time, the face block layout, and the tide level process in front of the seawall, a typical typhoon is determined, multi-factor coordinated observation data during the typical typhoon is collected, and the typical typhoon is classified according to the time point when the seawall is flooded or not flooded, including: S21: Using tropical cyclone best-path data, determine all typhoons that have occurred since the completion of the seawall and destroyed it. Based on the arrangement of the armor blocks and the tide level process in front of the seawall, determine the typical typhoons and their time course in which the highest tide level in front of the seawall is higher than the top elevation of the bottom armor block of the seawall. S22: Collect multi-factor coordinated observation data during the typical typhoon period; S23: Classifying the typical typhoons into non-damage typhoons and flood-damage typhoons according to the time points of the seawalls being damaged by water and not being damaged by water.

[0008] Optionally, constructing an astronomical tide-storm surge mathematical model and a typhoon wave mathematical model based on the typical typhoon, and then correcting the two mathematical models using the multi-factor collaborative observation data, and calculating the tide level in front of the dike and the scour-corrected typhoon wave after correction, including: S31: according to the typical typhoon, collecting the ERA5 pressure field, ERA5 wind field and offshore astronomical tide forecast process at the corresponding time, comparing the ERA5 pressure field and ERA5 wind field with the collected pressure and wind speed data of the weather station, and respectively correcting the ERA5 pressure field and ERA5 wind field using the theoretical pressure field and wind field to obtain the corrected ERA5 wind field and ERA5 pressure field; S32: establishing an astronomical tide-storm surge mathematical model using the terrain data, inputting the revised ERA5 pressure field and ERA5 wind field into the astronomical tide-storm surge mathematical model, using the offshore astronomical tide forecast process for the model sea area boundary to calculate the storm tide level, comparing the storm tide level with the tide level data from the nearshore tide station, thereby correcting the offshore astronomical tide forecast process, and recalculating the astronomical tide-storm surge mathematical model until the difference between the calculated tide level and the tide level data from the nearshore tide station is less than a set threshold, thereby finally obtaining the tide level in front of the dike during a typical typhoon process; S33: establishing a typhoon wave mathematical model using the terrain data and vegetation data, inputting the modified ERA5 wind field and the storm tide level into the typhoon wave mathematical model, calculating typhoon waves, and comparing the calculated typhoon waves with the ocean buoy wave data to correct the bottom friction, white cap, and breaking coefficient of the typhoon wave mathematical model, and recalculating the typhoon wave mathematical model until the difference between the calculated typhoon wave elements and the ocean buoy wave data is less than a set threshold, ultimately obtaining typhoon waves at half the wavelength in front of the embankment foot during a typical typhoon process; S34: Based on the geological data in front of the dike, the scour depth of the dike foot is calculated using the typhoon wave, and the terrain in front of the seawall is corrected using the dike foot scour depth. The corrected terrain data is input into the typhoon wave mathematical model, and S33 and S34 are repeated until the absolute value of the difference in wave height between the two typhoon waves at half the wavelength in front of the dike foot is less than the set threshold, and finally the scour-corrected typhoon wave at half the wavelength in front of the dike foot during the typical typhoon process is obtained.

[0009] Optionally, the calculation method of the scour depth of the dike foot is: If the beach in front of the dike is a muddy coast, the calculation formula for the dike foot scour depth is as follows: ; Where, S is the scour depth; H is the wave height; α is the slope angle of the seawall facing the water; L is the wavelength; d For water depth; If the beach in front of the dike is a sandy coast, the formula for calculating the dike foot scour depth is as follows: .

[0010] Optionally, a parameterized scheme for the stable weight of the armor blocks is designed based on typical typhoon types, a stable calculated weight is obtained based on the tide level in front of the dike and the typhoon waves, and the optimal scheme is determined after calculating the comprehensive decision factors of each scheme in combination with the actual weight of the armor blocks, including: S41: According to typical typhoon types, a calculation method for the critical stability weight of the armor block and a value scheme for its multi-dynamic influencing factors are selected to form a parameterization scheme for the stability weight of the armor block; S42: Divide the seawall into several seawall sections along the seawall axis. For the typical typhoon process identified, the stable weight of the face blocks in each seawall section is calculated using the parameterization scheme of the stable weight of the face blocks according to the tide level and scour-corrected typhoon waves in each seawall section. W i ; S43: Based on all the typical typhoon processes, the calculated stable weight of each seawall section armor block is used. W i and the actual weight G Calculate the comprehensive decision factor for the parameterized solution of the stable weight of each armor block K ; S44: The armour block stability weight parameterization scheme corresponding to the largest comprehensive decision factor value is selected as the optimal armour block stability weight parameterization scheme for the corresponding seawall interval.

[0011] Optionally, the comprehensive decision factor K The calculation steps are: S431: Based on the water damage typhoon, a selected parameterization scheme of the stable weight of the face block is used to calculate the coincidence rate of the results for the unstable section and the unstable section of the seawall, specifically including: for a seawall section of the unstable section of the seawall, if the calculated stable weight of the face block W i If the calculated stability weight of the armor block is greater than the actual weight G of the armor block, the block is determined to be unstable. According to all seawall intervals in the unstable section of the seawall, the matching rate of the armor block instability result and the actual armor block instability result is calculated to be SW1; for a seawall interval in the stable section of the seawall, if the calculated stability weight of the armor block is W i If the weight G of the armor block is less than the actual weight G of the armor block, the block is determined to be stable. According to all seawall intervals in the seawall stability section, the matching rate of the armor block stability result and the actual armor block stability result is calculated as WD1; The comprehensive coincidence rate during the water damage typhoon period WHL1= α 1×SW1+(1- α 1) × WD1, α 1 is the weight coefficient. If WHL1 is greater than the set threshold β 1, then the typhoon period process calculated by the parameterization scheme of the stable weight of the face block is assigned a value of 1, otherwise it is assigned a value of 0. The sum of the values ​​assigned by all the water damage typhoons is S instab ; S432: Based on the non-water damage typhoon, a selected parameterization scheme for the stable weight of the armor block is used. For a seawall section, if the calculated stable weight of the armor block W i If the weight G of the armor block is less than the actual weight G of the armor block, the block is determined to be stable. According to all seawall intervals, the matching rate between the armor block stability result and the actual armor block stability result is calculated as WD2; The comprehensive coincidence rate during the non-water damage typhoon period WHL2=WD2, if WHL2 is greater than the set threshold β 2, then the typhoon period process calculated by the parameterization scheme of the stable weight of the face block is assigned a value of 1, otherwise it is assigned a value of 0; the sum of the typhoon period assignments of all the non-water damage typhoons is S stab ; S433: Comprehensive decision factors for stable weight parameterization schemes , N instab and N stab are the numbers of flood-damaging typhoons and non-flood-damaging typhoons, respectively.

[0012] Optionally, the design wind speed is calculated based on the wind speed data of the weather station, the design tide level and the design wave corrected for scour are calculated based on the tide level data and the relationship between wind and wave, and the repair weight of the armor block is obtained using the optimal solution, including: S51: Based on the wind speed data from the weather station, a P III distribution frequency analysis method is used to obtain the design wind speed in front of the seawall under the seawall repair standard; S52: Using the tide data from the tide station, a harmonic analysis method is used to obtain the long-term average astronomical high tide level of the tide station, and a linear interpolation method is used to infer the average astronomical high tide level in front of the dike based on the propagation characteristics of tidal waves. Then, based on the design wind speed in front of the dike and the relationship between wind speed and water increase in local storm surge, the design tide level in front of the dike is calculated; S53: determining the offshore design wave elements based on the wind-wave relationship according to the design wind speed in front of the dike, establishing a nearshore wave propagation mathematical model using the topographic data, and calculating the design wave at half the wavelength in front of the dike in combination with the design tide level; S54: Based on the geological data in front of the dike, the scour depth of the dike foot is calculated using the design tide level and the design wave, the terrain data in front of the dike is corrected, and the corrected terrain data is input into the nearshore wave propagation mathematical model for recalculation. S53 and S54 are repeated until the absolute value of the difference between the two significant wave heights at half the wavelength in front of the dike foot is less than a set threshold, and the design wave for scour correction at half the wavelength in front of the dike is obtained; S55: According to the optimal parameterization scheme for the stable weight of the armor block, the critical stable weight of the armor block under the seawall repair standard is calculated using the design tide level and the scour-corrected design wave.

[0013] According to a second aspect of an embodiment of the present application, there is provided an electronic device, including: one or more processors; a memory for storing one or more programs; When the one or more programs are executed by the one or more processors, the one or more processors implement the method as described in the first aspect.

[0014] According to a third aspect of an embodiment of the present application, a computer-readable storage medium is provided, on which computer instructions are stored. When the instructions are executed by a processor, the method described in the first aspect is implemented.

[0015] The technical solutions provided by the embodiments of the present application may have the following beneficial effects: As can be seen from the above embodiments, the embodiments of the present invention adopt a method for determining a parameterization scheme for the stable weight of the armor blocks based on the stability conditions of the armor blocks in the field under historical typical typhoons, which overcomes the scale effect caused by the reduction of indoor tests, thereby making the calculation of the stable weight of the seawall armor blocks more consistent with the actual marine dynamic conditions of the local sea area, and improving the accuracy of the calculation of the stable weight of the armor blocks.

[0016] The method of using the scouring depth of the dike foot to correct the terrain of the typhoon wave mathematical model and the nearshore wave propagation mathematical model overcomes the problem of smaller calculated waves in front of the dike due to the previous wave mathematical model not considering seabed scouring. It enables the wave model to correct the water depth in front of the dike according to the seabed scouring depth, so that the calculation results of typhoon waves and design waves are more consistent with the actual wave elements in front of the seawall during the typhoon period.

[0017] The method of calculating the design tide level and design wave using the design wind speed based on the relationship between wind and waves in the local sea area overcomes the problem of inconsistent values ​​of the traditional design tide level and design wave due to different calculation methods, thereby increasing the possibility of the design tide level and design wave occurring in the same typhoon event, and improving the scientificity and rationality of the hydrological parameters of the seawall repair design.

[0018] It should be understood that the foregoing general description and the following detailed description are exemplary and explanatory only and are not restrictive of the present application. BRIEF DESCRIPTION OF THE DRAWINGS

[0019] The accompanying drawings, which are incorporated in and constitute a part of this specification, illustrate embodiments consistent with the present application and, together with the description, serve to explain the principles of the present application.

[0020] Figure 1 The present invention provides a flowchart of an event-based method for calculating the repair weight of water-damaged seawall face blocks.

[0021] Figure 2 This is a schematic diagram of identifying a typical typhoon-period tidal wave process in front of a seawall provided by an embodiment of the present invention.

[0022] Figure 3 This is a typical typhoon-period wave field distribution diagram in front of a seawall provided by an embodiment of the present invention.

[0023] Figure 4 This is a comparison chart of the calculated quality and actual quality of a parameterized solution for the stable weight of different protective face blocks of a certain seawall provided by an embodiment of the present invention.

[0024] Figure 5 This is a schematic diagram of the calculation of decision factors for a certain seawall face block stability weight parameterization scheme during different typhoon periods provided by an embodiment of the present invention.

[0025] Figure 6 This is the decision result of a parameterized solution for the stable weight of a seawall face block provided by an embodiment of the present invention.

[0026] Figure 7 This is a block diagram of an electronic device provided by an embodiment of the present invention. DETAILED DESCRIPTION

[0027] Exemplary embodiments will be described in detail herein, with examples illustrated in the accompanying drawings. In the following description, when referring to the drawings, identical numerals in different figures represent identical or similar elements, unless otherwise indicated. The embodiments described in the following exemplary embodiments are not intended to represent all embodiments consistent with the present application. Rather, they are merely examples of apparatus and methods consistent with certain aspects of the present application, as detailed in the appended claims.

[0028] The terms used in this application are for the purpose of describing specific embodiments only and are not intended to limit this application. As used in this application and the appended claims, the singular forms "a," "an," "the," and "the" are intended to include the plural forms, unless the context clearly indicates otherwise. It should also be understood that the term "and / or" as used herein refers to and encompasses any and all possible combinations of one or more of the associated listed items.

[0029] It should be understood that although the terms first, second, third, etc. may be used in this application to describe various information, such information should not be limited to these terms. These terms are only used to distinguish information of the same type from each other. For example, without departing from the scope of this application, first information may also be referred to as second information, and similarly, second information may also be referred to as first information. Depending on the context, the word "if" as used herein may be interpreted as "at the time of" or "when" or "in response to determining".

[0030] Figure 1FIG. 1 is a flow chart showing a method for calculating the weight of a repaired seawall armour block based on an event according to an exemplary embodiment. Figure 1 As shown, the method may include the following steps: S1: Collect design completion reports, safety appraisal reports, tide data from tide stations, wind speed data from meteorological stations, tropical cyclone optimal path data, and satellite images of flood-damaged seawalls to determine the completion date of the seawall, the layout of the armor blocks, the actual weight of the armor blocks, the tide level process in front of the seawall, and the time points when the seawall was flooded and not flooded; Specifically, this example uses a seawall on the eastern coast of Zhejiang Province as an example. It faces open water and has severe wave conditions. The design completion report, safety assessment report, tide data from a tidal station, wind speed data from a meteorological station, tropical cyclone optimal path data, and satellite images of the water-damaged seawall were collected. The seawall's completion date, the layout of the armor blocks, and the actual weight of the armor blocks (0.55 tons) were determined based on the design completion report. The seawall's water-damage and non-water-damage times were determined based on the design completion report, safety assessment report, and satellite images. Since its completion, the seawall has been subject to multiple typhoons. Combined with wind speed data from the meteorological station and tropical cyclone optimal path data, it was determined that the damage occurred primarily during Typhoon Mitsukoshi (1918) and Typhoon Fireworks (2016). The tide level process in front of the seawall was determined based on the tide data from the tidal station.

[0031] By collecting the above information, we can fully understand the entire process of seawall construction and operation, and understand in detail the process and time of seawall water damage incidents, providing basic on-site events and related information for subsequent decision-making on the calculation method of the repair weight of seawall face blocks.

[0032] S2: Based on the tropical cyclone optimal path data, the seawall completion time, the face block layout, and the tide level process in front of the seawall, a typical typhoon is determined, multi-factor coordinated observation data during the typical typhoon is collected, and the typical typhoon is classified according to the time points of the seawall being damaged or not damaged. This step includes the following sub-steps: S21: Using tropical cyclone best-path data, determine all typhoons that have occurred since the completion of the seawall and destroyed it. Based on the arrangement of the armor blocks and the tide level process in front of the seawall, determine the typical typhoons and their time course in which the highest tide level in front of the seawall is higher than the top elevation of the bottom armor block of the seawall. Specifically, we collected data on major typhoon events after the seawall was built, and identified typhoon events that had a significant impact on the seawall's face blocks. At the same time, the tide level in front of the seawall during the typhoon period was greater than the lowest face block top elevation of 2.50m. Figure 2This is a typical tidal wave process in front of a seawall during a typhoon period. From the completion of its construction in 2016 to its flooding in 2021, the seawall mainly encountered typhoons 1617, 1709, 1718, 1720, 1808, 1814, 1825, 1909, 1918, 2004, 2009, and 2106. According to the arrangement of the facing blocks and the tidal level process in front of the seawall, only during typhoons 1808, 1814, 1918, and 2106 did the highest tidal levels in front of the seawall clearly exceed the top elevation of the bottom facing block of the seawall. Therefore, Typhoon No. 1918 "Mina", Typhoon No. 2016 "Fireworks", Typhoon No. 1808 "Maria", and Typhoon No. 1814 "Makar" are regarded as typical typhoons.

[0033] S22: Collect multi-factor coordinated observation data during the typical typhoon period; Specifically, the multi-factor collaborative observation data includes air pressure and wind speed data from meteorological stations, wave data from ocean buoys, tide level data from nearshore tide stations, and geological data, topographic data, and vegetation data in front of the dike.

[0034] S23: Classifying the typical typhoon into a non-damage typhoon and a damage typhoon according to the time points of the seawall being damaged by water and not damaged by water; Specifically, based on satellite images, field surveys, and data collection, the seawall remained intact on September 25, 2016, December 20, 2017, February 14, 2018, and August 28, 2019, but was damaged by flooding on April 21, 2021, December 10, 2019, and July 31, 2021. Based on the timing of the typhoons, Typhoon Mirina (1918) and Typhoon Fireworks (2016) were classified as typhoons that caused flooding, while Typhoon Maria (1808) and Typhoon Makar (1814) were classified as typhoons that did not cause flooding.

[0035] S3: constructing an astronomical tide-storm surge mathematical model and a typhoon wave mathematical model based on the typical typhoon, and then correcting the two mathematical models using the multi-factor collaborative observation data. After correction, the tide level in front of the dike and the scour-corrected typhoon wave are calculated. This step includes the following sub-steps: S31: according to the typical typhoon, collecting the ERA5 pressure field, ERA5 wind field and offshore astronomical tide forecast process at the corresponding time, comparing the ERA5 pressure field and ERA5 wind field with the collected pressure and wind speed data of the weather station, and respectively correcting the ERA5 pressure field and ERA5 wind field using the theoretical pressure field and wind field to obtain the corrected ERA5 wind field and ERA5 pressure field; Specifically, the ERA5 pressure and wind fields corresponding to the typhoon period were downloaded from the European Centre for Medium-Range Weather Forecasts. Based on the wind speed and pressure at Shipu Station, the ERA5 pressure and wind fields were corrected using the Holland theoretical wind and pressure fields. This makes the corrected ERA5 wind and ERA5 pressure fields more consistent with the actual situation, making the subsequent calculation of storm surges and typhoon waves in front of the seawall more accurate.

[0036] S32: establishing an astronomical tide-storm surge mathematical model using the terrain data, inputting the revised ERA5 pressure field and ERA5 wind field into the astronomical tide-storm surge mathematical model, using the offshore astronomical tide forecast process for the model sea area boundary to calculate the storm tide level, comparing the storm tide level with the tide level data from the nearshore tide station, thereby correcting the offshore astronomical tide forecast process, and recalculating the astronomical tide-storm surge mathematical model until the difference between the calculated tide level and the tide level data from the nearshore tide station is less than a set threshold, thereby finally obtaining the tide level in front of the dike during a typical typhoon process; Specifically, the two-dimensional model of estuaries, coasts, and ocean tides (MIKE 21), developed by the Demark Institute of Water Resources, was selected as the basis for the coupled calculations of astronomical tides and storm surges. This model uses a coarse grid to place open boundaries in deepwater areas where the relationship between astronomical tides and water surge is essentially linear. In localized areas, refined grids can be nested to finely simulate nearshore areas with strong water surges. Large and small computational domains provide each other with water level and velocity boundary conditions, allowing for the exchange of water level and momentum information. The model also effectively handles moving boundary problems. Astronomical tide levels at sea boundaries are derived using the global tidal wave model TPXO.6, which includes eight major tidal components (M2, S2, N2, K2, K1, O1, P1, and Q1) and two long-period tidal components (Mf and Mm). The model has a global grid size of 1440×721 and a resolution of 0.25°. Boundary tidal waves, a sea surface forcing model, and a two-dimensional hydrodynamic model form a coupled model of astronomical tides and storm surges. The ERA5 pressure and wind fields corrected for Typhoons Mirina (1918), Fireworks (2016), Maria (808), and Makar (1814) were input into the astronomical tide-storm surge mathematical model. The computational domain of the astronomical tide-storm surge mathematical model extends from Shantou, Guangdong, China in the west to the southern tip of Taiwan Island, China in the south, from the Ryukyu Islands of Japan to the east of Jeju Island, South Korea in the east, and to the northern coast of Liaodong Bay in the Bohai Sea in the north. The computational domain is 2.24 million km2, ranging from 21.5°N to 41°N and 116.5°E to 127°E. 2The grid layout fully utilizes the advantages of triangular grids, following the principle of dense grids in key waters and sparse grids in other waters. The grid layout within the computational domain takes into account differences in water flow and terrain gradients. The model consists of 98,153 cells and 52,280 nodes. The grid resolution is 50 km at the offshore boundary, 200-500 m along the Zhejiang coast, and 10 m along the coastal area in front of the seawall. The Manning coefficient is set as follows: Except for local roughening in the Taiwan Strait and Tsushima Strait, the Manning coefficient ranges from 0.016 to 0.018. Tide data from the Shipu station are compared with values ​​calculated using the astronomical tide-storm surge mathematical model. By inputting the offshore boundary into TPXO.6, the calculated values ​​from the astronomical tide-storm surge mathematical model are consistent with the measured tide levels at the Shipu station, with an error of less than 5%. The astronomical tide-storm surge mathematical model then extracts tide levels in front of the seawall during typical typhoons, thereby improving the accuracy of the tide levels in front of the seawall.

[0037] S33: establishing a typhoon wave mathematical model using the terrain data and vegetation data, inputting the modified ERA5 wind field and the storm tide level into the typhoon wave mathematical model, calculating typhoon waves, and comparing the calculated typhoon waves with the ocean buoy wave data to correct the bottom friction, white cap, and breaking coefficient of the typhoon wave mathematical model, and recalculating the typhoon wave mathematical model until the difference between the calculated typhoon wave elements and the ocean buoy wave data is less than a set threshold, ultimately obtaining typhoon waves at half the wavelength in front of the embankment foot during a typical typhoon process; Specifically, the third-generation SWAN wave spectrum model is used to establish a typhoon wave mathematical model, which can describe the evolution of the wave field under the specific wind, current and underwater topography conditions in shallow waters. The governing equation is as follows:

[0038] Where: S is the source and sink term, , 、 、 、 Respectively represent the energy input generated by wind, wave-wave interaction, wave breaking dissipation, and bed bottom loss. The ERA5 wind fields corrected by Typhoon No. 1918 "Mina", Typhoon No. 2016 "Fireworks", Typhoon No. 808 "Maria" and Typhoon No. 1814 "Makar" were input into the typhoon wave mathematical model. The calculation results of the typhoon wave mathematical model were compared with the measured data of Dachen Ocean Station near the coast of Zhejiang Province. The bottom friction, white cap and breaking coefficient of the typhoon wave mathematical model were adjusted to make the error between the calculation results of the typhoon wave mathematical model and the measured data of Dachen Ocean Station less than 10%. Finally, the typhoon wave in front of the seawall was obtained, see Figure 3 , and then improve the accuracy of wave parameters at the front of the seawall.

[0039] S34: Based on the geological data in front of the dike, the scour depth of the dike foot is calculated using the typhoon wave, and the terrain in front of the seawall is corrected using the dike foot scour depth. The corrected terrain data is input into the typhoon wave mathematical model, and S33 and S34 are repeated until the absolute value of the difference in wave height between the two typhoon waves at half the wavelength in front of the dike foot is less than the set threshold, and finally the scour-corrected typhoon wave at half the wavelength in front of the dike foot during the typical typhoon process is obtained.

[0040] Specifically, the strata distributed in the seawall and its vicinity are mainly Holocene plain fill, silty silty clay mixed with silt, silt, silt, silty silty clay and Upper Pleistocene silty clay. The mudflats in front of the seawall basically belong to the silty coast. The scour depth calculation method for the silty coast embankment foot is adopted. Combined with the tide level and typhoon waves in front of the seawall during Typhoon No. 1918 "Mina", Typhoon No. 2016 "Fireworks", Typhoon No. 808 "Maria" and Typhoon No. 1814 "Makar", the scour depth of the seawall front under the influence of Typhoon No. 1918 "Mina", Typhoon No. 2016 "Fireworks", Typhoon No. 808 "Maria" and Typhoon No. 1814 "Makar" was calculated, and the terrain in front of the seawall was corrected. The corrected seawall topography data is input into the typhoon wave mathematical model, and S33 and S34 are repeated until the absolute value of the difference in wave height between the two typhoon waves at half the wavelength in front of the dike toe is less than 0.2m. Finally, the typhoon waves corrected for the scouring at half the wavelength in front of the dike toe during Typhoon No. 1918 "Mina", Typhoon No. 2016 "Fireworks", Typhoon No. 808 "Maria" and Typhoon No. 1814 "Makar" are obtained, which further improves the accuracy of the typhoon waves in front of the dike.

[0041] The calculation method of the scour depth of the dike foot is: If the beach in front of the dike is a muddy coast, the calculation formula for the dike foot scour depth is as follows: ; Where, S is the scour depth; H is the wave height; α is the slope angle of the seawall facing the water; L is the wavelength; d For water depth; If the beach in front of the dike is a sandy coast, the formula for calculating the dike foot scour depth is as follows: .

[0042] S4: Based on typical typhoon types, a parameterized scheme for the stable weight of the armor blocks is designed. The stable calculated weight is obtained based on the tide level in front of the dike and the typhoon waves. The comprehensive decision factors of each scheme are calculated in combination with the actual weight of the armor blocks to determine the optimal scheme. This step includes the following sub-steps: S41: According to typical typhoon types, a calculation method for the critical stability weight of the armor block and a value scheme for its multi-dynamic influencing factors are selected to form a parameterization scheme for the stability weight of the armor block; Specifically, for Typhoons Mirina (1918), Fireworks (2016), Maria (808), and Makar (1814), a method for calculating the critical stability weight of armor blocks and a value selection scheme for their multiple dynamic influencing factors were selected to form a parameterization scheme for the stability weight of armor blocks. The critical stability weight calculation methods for armor blocks during each typhoon period include the Hudson method, the Hudaon wave direction correction method, the Tambo method, and the Soviet method. Among them: Hudson Method:

[0043] Where, W The weight of the individual blocks and stones of the protective layer; γ b Bulk density of precast concrete special-shaped blocks or boulders; γ is the bulk density of water; H is the design wave height; m is the slope; K D is the stability coefficient of the armor block under the action of positive wave.

[0044] Hudson wave direction correction method:

[0045] Where, k is the test parameter; β It is the angle between the wave direction line and the normal to the longitudinal axis of the slope embankment, applicable to 22.5°~67.5°.

[0046] Temple Method:

[0047] Where, K is the coefficient of the heterogeneous block system; L is the wavelength, through the period T Calculated based on wave dispersion relations.

[0048] Soviet approach:

[0049] Where: μ The coefficient is 0.0058 for the tetrahedron and 0.0034 for the tri-cylinder and hexagonal block.

[0050] The multiple dynamic influencing factors include wave height, period, wave direction, and water density.

[0051] The wave height value method includes: one percent wave heightH 1% , 2% wave height H 2% , 4% wave height H 4% , 5% wave height H 5% , effective wave height H 13% ,average H a .

[0052] The cycle value method includes: one hundredth of a cycle T 1% , 2% cycle T 2% , 4 percent cycle T 4% , 5% cycle T 5% , effective wave period T 13% , average period T a , spectral peak period T P .

[0053] The wave direction value determination method includes: average wave direction, most unfavorable wave direction, and wave direction at the moment of maximum wave height.

[0054] The water body bulk density value method includes: fresh water bulk density γ 淡水 , seawater bulk density γ 海水 , the bulk density of seawater with high sand content during typhoon period γ 海水+ S 1× g . S 1 is the sediment content in the water in front of the dike during the typhoon period.

[0055] S42: Divide the seawall into several seawall sections along the seawall axis. For the typical typhoon process identified, the stable weight of the face blocks in each seawall section is calculated using the parameterization scheme of the stable weight of the face blocks according to the tide level and scour-corrected typhoon waves in each seawall section. W i ; Specifically, the seawall is divided into 10m sections, and the stable weight of each section during Typhoon No. 1918 "Mina", Typhoon No. 2016 "Fireworks", Typhoon No. 808 "Maria" and Typhoon No. 1814 "Makar" is calculated using the stable weight parameterization scheme of the armor block. W i ,See Figure 4 .

[0056] S43: Based on all the typical typhoon processes, the calculated stable weight of each seawall section armor block is used. W i and the actual weight G Calculate the comprehensive decision factor for the parameterized solution of the stable weight of each armor block K ; Specifically, for Typhoon Mirina (1918), Typhoon Fireworks (2016), Typhoon Maria (1808), and Typhoon Makar (1814), the calculation of comprehensive decision factors for the parameterization of the stable weight of the armor blocks was carried out. Figure 5 .

[0057] The comprehensive decision factor K The calculation steps are: S431: Based on the water damage typhoon, a selected parameterization scheme of the stable weight of the face block is used to calculate the coincidence rate of the results for the unstable section and the unstable section of the seawall, specifically including: for a seawall section of the unstable section of the seawall, if the calculated stable weight of the face block W i If the calculated stability weight of the armor block is greater than the actual weight G of the armor block, the block is determined to be unstable. According to all seawall intervals in the unstable section of the seawall, the matching rate of the armor block instability result and the actual armor block instability result is calculated to be SW1; for a seawall interval in the stable section of the seawall, if the calculated stability weight of the armor block is W i If the weight G of the armor block is less than the actual weight G of the armor block, the block is determined to be stable. According to all seawall intervals in the seawall stability section, the matching rate of the armor block stability result and the actual armor block stability result is calculated as WD1; The comprehensive coincidence rate during the water damage typhoon period WHL1= α 1×SW1+(1- α 1) × WD1, α 1 is the weight coefficient. If WHL1 is greater than the set threshold β 1, then the typhoon period process calculated by the parameterization scheme of the stable weight of the face block is assigned a value of 1, otherwise it is assigned a value of 0. The sum of the values ​​assigned by all the water damage typhoons is S instab ; S432: Based on the non-water damage typhoon, a selected parameterization scheme for the stable weight of the armor block is used. For a seawall section, if the calculated stable weight of the armor block W i If the weight G of the armor block is less than the actual weight G of the armor block, the block is determined to be stable. According to all seawall intervals, the matching rate between the armor block stability result and the actual armor block stability result is calculated as WD2; The comprehensive coincidence rate during the non-water damage typhoon period WHL2=WD2, if WHL2 is greater than the set threshold β 2, then the typhoon period process calculated by the parameterization scheme of the stable weight of the face block is assigned a value of 1, otherwise it is assigned a value of 0; the sum of the typhoon period assignments of all the non-water damage typhoons is S stab ; S433: Comprehensive decision factors for stable weight parameterization schemes , N instab and N stab are the numbers of flood-damaging typhoons and non-flood-damaging typhoons, respectively.

[0058] S44: The armour block stability weight parameterization scheme corresponding to the largest comprehensive decision factor value is selected as the optimal armour block stability weight parameterization scheme for the corresponding seawall interval.

[0059] Specifically, the comprehensive decision factors are finally sorted from large to small, and the largest decision factor K is 84%. Figure 6 The corresponding armor block stable weight parameterization scheme was selected as the optimal armor block stable weight parameterization scheme. After Typhoon Fireworks No. 2106, the seawall armor blocks suffered only minor damage, with no widespread damage. Therefore, the stable weight of the armor blocks is roughly around the actual weight of the blocks. The calculation results using the optimal armor block stable weight parameterization scheme are generally close to the actual weight of the blocks, thus proving the correctness of the decision-making method.

[0060] S5: Calculating the design wind speed based on the wind speed data from the weather station, calculating the design tide level and the design wave for scour correction based on the tide level data and the wind-wave relationship, and obtaining the repair weight of the armor block using the optimal solution; this step includes the following sub-steps: S51: Based on the wind speed data from the weather station, a P III distribution frequency analysis method is used to obtain the design wind speed in front of the seawall under the seawall repair standard; Specifically, wind speed data from Shipu Station around the seawall since its establishment in 1956 were collected, and the P-III type distribution frequency analysis method was used, where the P-III type probability density function is:

[0061] Where: ; ; The calculated design wind speed under the seawall repair standard is 25.9m / s.

[0062] S52: Using the tide data from the tide station, a harmonic analysis method is used to obtain the long-term average astronomical high tide level of the tide station, and a linear interpolation method is used to infer the average astronomical high tide level in front of the dike based on the propagation characteristics of tidal waves. Then, based on the design wind speed in front of the dike and the relationship between wind speed and water increase in local storm surge, the design tide level in front of the dike is calculated; Specifically, according to the location of the seawall, combined with the measured tide levels at the upstream Quetou tide station and the downstream Shipu tide station, and based on the propagation characteristics of tidal waves, the linear interpolation method was used to obtain the average high tide level of the astronomical spring tide in front of the seawall. According to the repair standard of the seawall, the design wind speed is 25.9m / s, based on the relationship between wind speed and water increase in local storm surge,

[0063]

[0064] Where: ζ to increase water for storm surge; τ a is the wind shear stress; l is the horizontal scale of the sea area; d For water depth, ρ a 、 ρ w is the density of air and seawater; C d is the wind drag coefficient; V is the wind speed; g is the acceleration due to gravity; k The design tide level under the dike repair standard is 4.73m. This tide level estimation method takes into account that the high tide level in the coastal area in front of the seawall is basically the main cause of shallow water storm surges caused by wind stress during typhoons, and can better coordinate with the wind speed and wave elements of the typhoon.

[0065] S53: determining the offshore design wave elements based on the wind-wave relationship according to the design wind speed in front of the dike, establishing a nearshore wave propagation mathematical model using the topographic data, and calculating the design wave at half the wavelength in front of the dike in combination with the design tide level; Specifically, the wind and wave relationship is as follows:

[0066]

[0067] Where: H 1 / 10 ——One tenth of the wave height; V - wind speed; F is——the length of the wind zone; A and B --coefficient; C 、 D and EThe coefficients are 0.25, 0.7, and 0.7. Based on the design wind speed of 25.9 m / s under the seawall repair standard, the design wave elements for the offshore waters were determined. A mathematical model for nearshore wave propagation was established using the terrain data. Combined with the design tide level of 4.73 m under the seawall repair standard, the design wave at half the wavelength in front of the seawall was calculated.

[0068] S54: Based on the geological data in front of the dike, the scour depth of the dike foot is calculated using the design tide level and the design wave, the terrain data in front of the dike is corrected, and the corrected terrain data is input into the nearshore wave propagation mathematical model for recalculation. S53 and S54 are repeated until the absolute value of the difference between the two significant wave heights at half the wavelength in front of the dike foot is less than a set threshold, and the design wave for scour correction at half the wavelength in front of the dike is obtained; Specifically, the scour depth calculation method for the embankment foot on the muddy coast was used. The embankment foot scour depth was calculated based on the design tide level of 4.73m and the design wave under the embankment repair standard. The model was corrected until the absolute value of the difference between the two significant wave heights at half the wavelength in front of the embankment foot was less than 0.05m. The design wave H for scour correction at half the wavelength in front of the embankment was obtained. 13% The design wave considering the scouring of the dike foot is more in line with the actual situation during typhoon period, when the water depth in front of the dike increases due to the scouring of the dike foot, which ultimately increases the wave height.

[0069] S55: according to the optimal parameterization scheme for the stable weight of the armor block, using the design tide level and the scour-corrected design wave, calculate the critical stable weight of the armor block under the seawall repair standard; Specifically, under the restoration standard, the design tide level is 4.73m, and the 4% wave height H 4% is 4.43m, and the effective wave height H 13% The average period T is 4.00m, and the average period T is 14s. Based on this, the repair weight of the seawall face block is calculated to be 2.24t. Compared with the original actual weight of the seawall face block of 0.55t, the wind and wave resistance of the seawall face block has been greatly improved. Since the seawall was repaired, the face block has not suffered obvious instability damage.

[0070] It can be seen from the above embodiments that the present application uses the stability of seawall face blocks in the field under historical typhoons to evaluate the method for calculating the repair weight of water-damaged seawall face blocks, so that the face block stability weight calculation scheme is more in line with the actual situation faced by the seawall face blocks; at the same time, the technical scheme of using the design wind speed to calculate the design tide level and design wave makes the design tide level and design wave coordinated, which is in line with the actual situation of wind-induced storm surge and typhoon waves in the nearshore waters of southeastern my country during the typhoon period; the calculation process of the actual typhoon waves and design waves at the front of the seawall takes into account the scouring of the seawall toe, which solves the problem that the previous design wave was too small, resulting in the calculation of the stable weight of the face block being too small and instability.

[0071] Accordingly, the present application also provides an electronic device, comprising: one or more processors; a memory for storing one or more programs; when the one or more programs are executed by the one or more processors, the one or more processors implement the above-mentioned event-based method for calculating the weight of repaired seawall armor blocks. Figure 7 As shown in the figure, a hardware structure diagram of a device with data processing capability for calculating the weight of a water-damaged seawall face block repair based on an event according to an embodiment of the present invention is provided. Figure 7 In addition to the processor, memory, DMA controller, disk, and non-volatile memory shown, any device with data processing capabilities in which the apparatus in the embodiment is located may also include other hardware, generally based on the actual functions of the device with data processing capabilities, which will not be described in detail.

[0072] Accordingly, the present application also provides a computer-readable storage medium having computer instructions stored thereon, which, when executed by a processor, implement an event-based method for calculating the repair weight of water-damaged seawall armour blocks as described above. The computer-readable storage medium may be an internal storage unit of any device with data processing capabilities as described in any of the aforementioned embodiments, such as a hard disk or memory. The computer-readable storage medium may also be an external storage device, such as a plug-in hard disk, a smart media card (SMC), an SD card, a flash card (FlashCard), etc. equipped on the device. Furthermore, the computer-readable storage medium may also include both an internal storage unit and an external storage device of any device with data processing capabilities. The computer-readable storage medium is used to store the computer program and other programs and data required by any device with data processing capabilities, and may also be used to temporarily store data that has been output or is to be output.

[0073] Those skilled in the art will readily appreciate other embodiments of the present application after considering the specification and practicing the contents disclosed herein. This application is intended to cover any variations, uses, or adaptations of the present application that follow the general principles of the present application and include common knowledge or customary techniques in the art not disclosed herein. The description and examples are to be considered merely as exemplary, and the true scope and spirit of the present application are indicated by the claims.

[0074] It should be understood that the present application is not limited to the exact structures described above and shown in the drawings, and that various modifications and changes may be made without departing from the scope thereof. The scope of the present application is limited only by the appended claims.

Claims

1. An event-based method for calculating the repair weight of water-damaged seawall face blocks, characterized in that: include: S1: Collect design completion reports, safety appraisal reports, tide data from tide stations, wind speed data from meteorological stations, tropical cyclone optimal path data, and satellite images of flood-damaged seawalls to determine the completion date of the seawall, the layout of the armor blocks, the actual weight of the armor blocks, the tide level process in front of the seawall, and the time points when the seawall was flooded and not flooded; S2: Determine a typical typhoon based on the tropical cyclone optimal path data, seawall completion time, face block layout, and tide level process in front of the seawall, collect multi-factor coordinated observation data during the typical typhoon, and classify the typical typhoon based on the time points of seawall water damage and non-water damage; S3: constructing an astronomical tide-storm surge mathematical model and a typhoon wave mathematical model based on the typical typhoon, and then correcting the two mathematical models using the multi-factor collaborative observation data, and calculating the tide level in front of the dike and the scour-corrected typhoon wave after correction; S4: Based on typical typhoon types, a parameterized scheme for the stable weight of the armor blocks is designed. The stable calculated weight is obtained based on the tide level in front of the dike and the typhoon waves. The comprehensive decision factors of each scheme are calculated in combination with the actual weight of the armor blocks to determine the optimal scheme. S5: Calculate the design wind speed according to the wind speed data of the weather station, calculate the design tide level and the design wave corrected for scour based on the tide level data and the relationship between wind and wave, and obtain the repair weight of the armor block using the optimal solution.

2. The method according to claim 1, characterized in that The multi-factor collaborative observation data includes air pressure and wind speed data from meteorological stations, wave data from ocean buoys, tide level data from nearshore tide stations, and geological data, topographic data, and vegetation data in front of the dike.

3. The method according to claim 1, characterized in that Based on the optimal path data of the tropical cyclone, the completion time of the seawall, the layout of the protective blocks, and the tide level process in front of the seawall, typical typhoons are determined, and multi-factor coordinated observation data during the typical typhoon period are collected. The typical typhoons are classified according to the time points when the seawall is damaged or not damaged, including: S21: Using tropical cyclone best-path data, determine all typhoons that have occurred since the completion of the seawall and destroyed it. Based on the arrangement of the armor blocks and the tide level process in front of the seawall, determine the typical typhoons and their time course in which the highest tide level in front of the seawall is higher than the top elevation of the bottom armor block of the seawall. S22: Collect multi-factor coordinated observation data during the typical typhoon period; S23: Classifying the typical typhoons into non-damage typhoons and flood-damage typhoons according to the time points of the seawalls being damaged by water and not being damaged by water.

4. The method according to claim 2, characterized in that According to the typical typhoon, an astronomical tide-storm surge mathematical model and a typhoon wave mathematical model are constructed, and then the two mathematical models are corrected using the multi-factor collaborative observation data. After correction, the tide level in front of the dike and the scour-corrected typhoon wave are calculated, including: S31: according to the typical typhoon, collecting the ERA5 pressure field, ERA5 wind field and offshore astronomical tide forecast process at the corresponding time, comparing the ERA5 pressure field and ERA5 wind field with the collected pressure and wind speed data of the weather station, and respectively correcting the ERA5 pressure field and ERA5 wind field using the theoretical pressure field and wind field to obtain the corrected ERA5 wind field and ERA5 pressure field; S32: establishing an astronomical tide-storm surge mathematical model using the terrain data, inputting the revised ERA5 pressure field and ERA5 wind field into the astronomical tide-storm surge mathematical model, using the offshore astronomical tide forecast process for the model sea area boundary to calculate the storm tide level, comparing the storm tide level with the tide level data from the nearshore tide station, thereby correcting the offshore astronomical tide forecast process, and recalculating the astronomical tide-storm surge mathematical model until the difference between the calculated tide level and the tide level data from the nearshore tide station is less than a set threshold, thereby finally obtaining the tide level in front of the dike during a typical typhoon process; S33: establishing a typhoon wave mathematical model using the terrain data and vegetation data, inputting the modified ERA5 wind field and the storm tide level into the typhoon wave mathematical model, calculating typhoon waves, and comparing the calculated typhoon waves with the ocean buoy wave data to correct the bottom friction, white cap, and breaking coefficient of the typhoon wave mathematical model, and recalculating the typhoon wave mathematical model until the difference between the calculated typhoon wave elements and the ocean buoy wave data is less than a set threshold, ultimately obtaining typhoon waves at half the wavelength in front of the embankment foot during a typical typhoon process; S34: Based on the geological data in front of the dike, the scour depth of the dike foot is calculated using the typhoon wave, and the terrain in front of the seawall is corrected using the dike foot scour depth. The corrected terrain data is input into the typhoon wave mathematical model, and S33 and S34 are repeated until the absolute value of the difference in wave height between the two typhoon waves at half the wavelength in front of the dike foot is less than the set threshold, and finally the scour-corrected typhoon wave at half the wavelength in front of the dike foot during the typical typhoon process is obtained.

5. The method according to claim 4, characterized in that The calculation method of the scour depth of the dike foot is: If the beach in front of the dike is a muddy coast, the calculation formula for the dike foot scour depth is as follows: ； Where, S is the scour depth; H is the wave height; α is the slope angle of the seawall facing the water; L is the wavelength; d For water depth; If the beach in front of the dike is a sandy coast, the formula for calculating the dike foot scour depth is as follows: 。 6. The method according to claim 1, characterized in that Based on typical typhoon types, a parameterized scheme for the stable weight of the armor blocks was designed. The stable calculated weight was obtained based on the tide level in front of the dike and the typhoon waves. The optimal scheme was determined by calculating the comprehensive decision factors for each scheme based on the actual weight of the armor blocks, including: S41: According to typical typhoon types, a calculation method for the critical stability weight of the armor block and a value scheme for its multi-dynamic influencing factors are selected to form a parameterization scheme for the stability weight of the armor block; S42: Divide the seawall into several seawall sections along the seawall axis. For the typical typhoon process identified, the stable weight of the face blocks in each seawall section is calculated using the parameterization scheme of the stable weight of the face blocks according to the tide level and scour-corrected typhoon waves in each seawall section. W i ; S43: Based on all the typical typhoon processes, the calculated stable weight of each seawall section armor block is used. W i and the actual weight G Calculate the comprehensive decision factor for the parameterized solution of the stable weight of each armor block K ; S44: The armour block stability weight parameterization scheme corresponding to the largest comprehensive decision factor value is selected as the optimal armour block stability weight parameterization scheme for the corresponding seawall interval.

7. The method according to claim 6, characterized in that The comprehensive decision factor K The calculation steps are: S431: Based on the water damage typhoon, a selected parameterization scheme of the stable weight of the face block is used to calculate the coincidence rate of the results for the unstable section and the unstable section of the seawall, specifically including: for a seawall section of the unstable section of the seawall, if the calculated stable weight of the face block W i If the calculated stability weight of the armor block is greater than the actual weight G of the armor block, the block is determined to be unstable. According to all seawall intervals in the unstable section of the seawall, the matching rate of the armor block instability result and the actual armor block instability result is calculated to be SW1; for a seawall interval in the stable section of the seawall, if the calculated stability weight of the armor block is W i If the weight G of the armor block is less than the actual weight G of the armor block, the block is determined to be stable. According to all seawall intervals in the seawall stability section, the matching rate of the armor block stability result and the actual armor block stability result is calculated as WD1; The comprehensive coincidence rate during the water damage typhoon period WHL1= α 1×SW1+(1- α 1) × WD1, α 1 is the weight coefficient. If WHL1 is greater than the set threshold β 1, then the typhoon period process calculated by the parameterization scheme of the stable weight of the face block is assigned a value of 1, otherwise it is assigned a value of 0. The sum of the values ​​assigned by all the water damage typhoons is S instab ; S432: Based on the non-water damage typhoon, a selected parameterization scheme for the stable weight of the armor block is used. For a seawall section, if the calculated stable weight of the armor block W i If the weight G of the armor block is less than the actual weight G of the armor block, the block is determined to be stable. According to all seawall intervals, the matching rate between the armor block stability result and the actual armor block stability result is calculated as WD2; The comprehensive coincidence rate during the non-water damage typhoon period WHL2=WD2, if WHL2 is greater than the set threshold β 2, then the typhoon period process calculated by the parameterization scheme of the stable weight of the face block is assigned a value of 1, otherwise it is assigned a value of 0; the sum of the typhoon period assignments of all the non-water damage typhoons is S stab ; S433: Comprehensive decision factors for stable weight parameterization schemes , N instab and N stab are the numbers of flood-damaging typhoons and non-flood-damaging typhoons, respectively.

8. The method according to claim 2, characterized in that Calculating the design wind speed based on the wind speed data of the weather station, calculating the design tide level and the design wave corrected for scour based on the tide level data and the relationship between wind and wave, and obtaining the repair weight of the armor block using the optimal solution, including: S51: Based on the wind speed data from the weather station, a P III distribution frequency analysis method is used to obtain the design wind speed in front of the seawall under the seawall repair standard; S52: Using the tide data from the tide station, a harmonic analysis method is used to obtain the long-term average astronomical high tide level of the tide station, and a linear interpolation method is used to infer the average astronomical high tide level in front of the dike based on the propagation characteristics of tidal waves. Then, based on the design wind speed in front of the dike and the relationship between wind speed and water increase in local storm surge, the design tide level in front of the dike is calculated; S53: determining the offshore design wave elements based on the wind-wave relationship according to the design wind speed in front of the dike, establishing a nearshore wave propagation mathematical model using the topographic data, and calculating the design wave at half the wavelength in front of the dike in combination with the design tide level; S54: Based on the geological data in front of the dike, the scour depth of the dike foot is calculated using the design tide level and the design wave, the terrain data in front of the dike is corrected, and the corrected terrain data is input into the nearshore wave propagation mathematical model for recalculation. S53 and S54 are repeated until the absolute value of the difference between the two significant wave heights at half the wavelength in front of the dike foot is less than a set threshold, and the design wave for scour correction at half the wavelength in front of the dike is obtained; S55: According to the optimal parameterization scheme for the stable weight of the armor block, the critical stable weight of the armor block under the seawall repair standard is calculated using the design tide level and the scour-corrected design wave.

9. An electronic device, characterized in that: include: one or more processors; a memory for storing one or more programs; When the one or more programs are executed by the one or more processors, the one or more processors implement the method according to any one of claims 1 to 8.

10. A computer-readable storage medium having computer instructions stored thereon, characterized in that: When the instruction is executed by a processor, the method according to any one of claims 1 to 8 is implemented.

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