Method and system for evaluating stability performance of wave dissipation embankment of combined seawall

Abstract

The invention belongs to the technical field of port, coast and offshore engineering breakwaters, and discloses a method and system for evaluating the stability performance of a wave dissipation embankment of a combined seawall. The method comprises the steps of obtaining hydrological data of an area where the combined seawall is located and structural section data of the combined seawall, establishing a wave power numerical model, and performing breakwater body wave climbing simulation and breakwater top wave overtopping simulation on the target combined seawall by adopting the wave power numerical model, the wave force and the wave moment of the breakwater are obtained through calculation, and a wave load index is determined; calculating the self gravity of the wave dissipation embankment of the target combined seawall, the connection force between the wave dissipation embankment and the slope type seawall and the moment of the wave dissipation embankment to the overturning fulcrum to obtain the gravity and the gravity moment of the wave dissipation embankment, and determining the structural index of the wave dissipation embankment; and according to the wave load index and the wave dissipation embankment structure index, the anti-tilting stability and anti-sliding stability safety coefficients are calculated. According to the invention, the accuracy of disaster early warning is improved. The practical application value is realized.

Description

Technical Field

[0001] The invention belongs to the technical field of breakwaters for ports, coasts and offshore projects, and discloses a method and system for evaluating the stability performance of a wave-breaking dam of a combined seawall. Background Art

[0002] With the proposal of a sea-friendly living environment, in order to reduce the design elevation of the seawall, the engineering community has proposed a combined seawall, that is, a small trapezoidal wave-breaking dike is set up on the offshore side of the sloped seawall to reduce the energy of storm surges and waves, reduce their climbing height along the sloped seawall, and prevent them from crossing the top of the dike on a large scale and impacting the top of the dike and the back slope. It has a more complex structure than single-slope and compound seawalls. The wave movement caused by the wave-breaking dike includes strong breaking and overtopping current impact phenomena. The wave load calculation is more complicated, and the calculation of the stability of the wave-breaking dike is also more difficult.

[0003] At present, the "Breakwater and Bank Protection Design Code" provides calculation formulas for the ultimate bearing capacity limit state design for the anti-sliding and anti-tilting stability calculations of the bank protection breast wall of the sloped bank protection section with breast wall and shoulder. The "Seawall Engineering Design Code" has made relevant provisions for the calculation of the stability coefficient of the seawall as a whole, seawall retaining wall, and wave-breaking wall, and provides the minimum safety factor for the verification of anti-sliding stability and anti-tilting stability. The "Port and Waterway Hydrological Code" divides the wave states of straight-walled buildings on the exposed and concealed foundations into three types: standing waves, far-breaking waves, and near-breaking waves, and provides calculation methods for the wave pressure on the wall, the total horizontal wave force, and the wave buoyancy of the bottom of the wall, and provides regulations for the wave climbing height of sloped buildings and the overtopping of the embankment.

[0004] These calculation methods are empirical formulas derived from theoretical derivation and experimental data for conventional seawalls and revetments. There are no theoretical formulas or specifications for the calculation of wave forces and stability of this new type of combined seawall. Secondly, these calculation methods are derived based on linear wave theory and experimental data. Their applicability to the calculation of wave loads, wave climbs, and overtopping waves generated by extreme nonlinear wave actions such as storm surges and tsunamis is unclear. In addition, the "Hydrological Specifications for Ports and Waterways" only stipulates the calculation of wave forces at the action of wave crests and troughs, which means that the anti-sliding stability and anti-tilting stability safety factors in the "Seawall Engineering Design Specifications" can only be calculated under the instantaneous action of wave crests and troughs, but cannot consider the cumulative effect of the entire wave cycle, and cannot obtain a comprehensive assessment of stability and safety. Summary of the invention

[0005] In order to overcome the problems existing in the related art, the disclosed embodiments of the present invention provide a method and system for evaluating the stability performance of the wave-breaking dike of a combined seawall. Due to the complex types of combined seawalls, when disasters such as storm surges and tsunamis occur, the nonlinear effects of waves such as wave breaking, slamming, overtopping, vortices and water-gas mixing are strong, so that there is no theoretical calculation method for the wave force on the wave-breaking dike, which brings difficulties to the calculation of the stability performance of the wave-breaking dike. The purpose of the present invention is to provide a method and system for evaluating the stability performance of the wave-breaking dike of a combined seawall, which can determine the stability safety assessment of the wave-breaking dike according to the cross-sectional dimensions and hydrological conditions of the actual combined seawall.

[0006] The technical solution is as follows: A method for evaluating the stability performance of a wave-breaking dike of a combined seawall comprises: S1. Establish a wave dynamic numerical model, and use the preset Navier-Stokes equations and THINC algorithm to establish a numerical model for calculating wave hydrodynamic elements for the target combined seawall, so as to solve the wave pressure and load acting on the wave-breaking dike; S2. Based on the hydrological data of the area where the combined seawall is located and the cross-section data of the seawall structure, a wave dynamic numerical model is used to simulate the wave climbing of the target combined seawall and the wave overtopping of the wave-breaking embankment, and the wave force and wave moment of the wave-breaking embankment are calculated to determine the wave load index; S3. Calculate the gravity of the wave-breaking dike of the target combined seawall, the connection force between the wave-breaking dike and the sloped seawall, and the moment of force on the overturning fulcrum based on the hydrological data and the seawall structure section data, obtain the gravity and gravity moment of the wave-breaking dike, and determine the structural index of the wave-breaking dike; S4. Calculate the safety factors of anti-tilting stability and anti-sliding stability based on the wave load index and wave-breaking dike structure index, and compare them with the safety factors to form a stability safety assessment result.

[0007] Before step S1, you need to do: Obtain hydrological data of the area where the combined seawall is located, with representative wave hydrological characteristic values, including water depth, tide level, tidal current velocity, wave height and period of incident waves; The cross-sectional data of the combined seawall structure are obtained, including the height, slope and face protection structure data of the sloped seawall in the combined seawall, as well as the location, front slope slope, height, crest width, rear slope slope and face protection structure data of the wave-breaking dike.

[0008] In step S2, wave load indices are determined, including: instantaneous wave force and moment indices, cumulative wave impulse and impulse moment indices within a single wave cycle; The instantaneous wave force and moment index include: the horizontal component of the load on the three surfaces of the wave-breaking dike, namely, the wave-facing surface, the top surface and the wave-receiving surface; The vertical component of the load on the wave-facing, top, and back surfaces of the wave-breaking dike is , the buoyancy of waves acting on the bottom of the wave-breaking dike The load moment of waves acting on the wave-facing, top and back surfaces of the wave-breaking dike is , the buoyancy moment of the wave acting on the bottom of the wave-breaking dike , the anti-sliding effect of wave load along the slope of the seawall , the anti-sliding effect of wave load along the slope of the seawall ; The cumulative wave impulse and impulse moment indicators within a single wave cycle include: the anti-slip force impulse of the wave load within a single wave cycle , the sliding force impulse of wave load in a single wave cycle , the overturning impulse moment of wave load in a single wave cycle .

[0009] Furthermore, the horizontal components of the loads on the wave-facing, top, and back surfaces of the wave-breaking dike are Calculated by the wave dynamic numerical model, the expression is: ; In the formula, The surface of the seawall facing the waves, the top surface, and the back surface of the waves. is the wave pressure acting on each point on the seawall, is the unit normal vector perpendicular to the wave-facing, top and wave-repelling surfaces of the seawall, Dirac function, The surface area of ​​the seawall facing the waves, the top surface, and the back surface of the waves is Direction projection, for calculus; The vertical component of the load on the three surfaces of the wave-breaking dike, namely the wave-facing surface, the top surface and the wave-receiving surface. , calculated by the wave dynamic numerical model, the expression is: ; In the formula, The surface area of ​​the seawall facing the waves, the top surface, and the back surface of the waves is Directional projection; Buoyancy of waves acting on the bottom of the wave-breaking dike , the expression is: ; In the formula, is the wave pressure time history at the bottom corner of the wave-facing surface of the wave-breaking dike, is the wave pressure time history at the bottom corner of the back wave surface of the wave-breaking dike, is the distance between the two bottom corners of the wave-breaking dike, What is being solved is the force at each moment; The load moment of waves acting on the three surfaces of the wave-breaking dike, namely the wave-facing surface, the top surface and the wave-receiving surface , calculated by the wave dynamic numerical model, the expression is: ; In the formula, It is the force arm from the wave load force acting point at a certain point on the surface of the wave-breaking dike to the overturning support point on the bottom of the wave-breaking dike. The surface of the seawall facing the waves, the top surface and the back surface of the waves; Buoyancy force moment of waves acting on the bottom of the wave-breaking dike , the expression is: ; In the formula, It is the lever arm from the point of action of the resultant wave buoyancy force to the overturning support point on the bottom surface of the wave-breaking dike; Anti-sliding effect of wave loads along the slope of a sloped seawall , the expression is: ; In the formula, is the slope angle of the sloped seawall; Anti-sliding effect of wave loads along the slope of a sloped seawall , the expression is: .

[0010] Furthermore, the anti-sliding force impulse of wave load in a single wave cycle is , the expression is: ; Sliding force impulse of wave load in a single wave cycle , the expression is: ; Overturning impulse moment of wave load in a single wave cycle , the expression is: ; In the formula, is the wave period. For isolated waves such as tsunamis, , is the attenuation coefficient, , is the isolated wave height, For still waters, is the velocity of the solitary wave.

[0011] In step S3, the wave-breaking dike structure indicators include: instantaneous gravity and moment indicators, cumulative gravity impulse and impulse moment indicators within a single wave cycle; The instantaneous gravity and moment indicators include: the gravity of the wave-breaking dam itself , the internal force at the connection between the wave-breaking dam and the sloped seawall, the gravity moment of the wave-breaking dam itself , internal force moment at the connection between wave-breaking dike and sloped seawall , the anti-sliding force of the wave-breaking dam's own gravity , the sliding force of the wave-breaking dam's own gravity ; The cumulative gravity impulse and impulse moment indicators within a single wave cycle include: the cumulative gravity anti-sliding impulse of the wave-breaking dam itself within a single wave cycle , the accumulated gravitational sliding impulse of the wave-breaking dam itself in a single wave cycle , the accumulated anti-overturning impulse moment of the wave-breaking dam's own gravity in a single wave cycle .

[0012] Furthermore, the gravitational moment of the wave-breaking dam itself , the expression is: ; In the formula, It is the arm of force from the point of action of the combined force of the wave-breaking dam's own gravity to the overturning fulcrum of the bottom surface of the wave-breaking dam; Internal force moment at the connection between wave-breaking dike and sloped seawall , determined according to the connection method of the two. If the connection method is direct placement, the moment at the connection is zero. If the connection method is anchor bolt anchoring, the maximum moment expression is: ; In the formula, is the shear load borne by the anchor bolts at the connection, It is the arm of force from the shear load action point of the anchor bolt at the connection to the overturning support point on the bottom surface of the wave-breaking dike; The anti-sliding force of the wave-breaking dam's own gravity , the expression is: ; In the formula, is the slope angle of the sloped seawall; Sliding force of the wave-breaking dam's own gravity , the expression is: ; Cumulative anti-sliding impulse of wave-breaking dike's own gravity in a single wave cycle , the expression is: ; In the formula, is the wave period; The accumulated gravitational sliding impulse of the wave-breaking dike in a single wave cycle , the expression is: ; The accumulated anti-overturning impulse moment of the wave-breaking dike's own gravity in a single wave cycle , the expression is: ; Cumulative shear load and overturning impulse moment of the connection within a single wave cycle , the expression is: ; In step S4, the anti-sliding stability safety factor is expressed as: ; In the formula, is the anti-slip stability safety factor, In order to obtain the minimum value within the time history range in terms of anti-slip stability safety, It is the friction coefficient between the interface between the wave-breaking dike and the sloped seawall.

[0013] Furthermore, the instantaneous minimum value of the anti-slip stability safety factor is: ; Cumulative average anti-sliding stability safety factor within a single wave period Calculated by the following formula: ; Cumulative average anti-overturning stability safety factor within a single wave period Calculated by the following formula: ; In the formula, is the cumulative shear load and overturning impulse moment of the connection within a single wave cycle.

[0014] Another object of the present invention is to provide a system for evaluating the stability performance of a wave-breaking dam of a combined seawall, which is implemented by the method for evaluating the stability performance of a wave-breaking dam of a combined seawall, and the system comprises: The hydrological module integrates the hydrological data of the area where the combined seawall is located, obtains the hydrological data of the area where the combined seawall is located, and has representative wave hydrological characteristic values, including water depth, tide level, tidal current velocity, wave height and period of incident waves; The seawall structure section data module is used to obtain the combined seawall structure section data, including the height, slope and face protection structure data of the sloped seawall in the combined seawall, as well as the location, front slope slope, height, embankment top width, back slope slope and face protection structure data of the wave-breaking embankment; The wave dynamics numerical model module is used to establish a numerical model for calculating wave hydrodynamic elements for the target combined seawall using the preset Navier-Stokes equations and THINC algorithm, and is used to solve the wave pressure and load acting on the wave-breaking dike; The wave load index determination module is used to perform wave climbing simulation on the target combined seawall and wave overtopping simulation on the top of the wave-breaking embankment based on the hydrological data of the area where the combined seawall is located and the cross-section data of the seawall structure, using a wave dynamic numerical model, calculate the wave force and wave moment of the wave-breaking embankment, and determine the wave load index; The wave-breaking dike structure index determination module is used to calculate the self-gravity of the wave-breaking dike of the target combined seawall, the connection force between the wave-breaking dike and the sloped seawall, and the moment of force on the overturning fulcrum according to the hydrological data and the seawall structure section data, obtain the gravity and gravity moment of the wave-breaking dike, and determine the wave-breaking dike structure index; The stability assessment calculation module is used to calculate the safety factors of anti-tilting stability and anti-sliding stability according to the wave load index and wave-breaking dike structure index, and compare them with the safety factors to form the stability safety assessment results. In combination with all the above technical solutions, the beneficial effects of the present invention are as follows: As auxiliary evidence of the inventiveness of the claims of the present invention, it is also reflected in the following important aspects: The stability assessment method and system of the present invention solves the problem that there is no theoretical formula and specification to follow for the wave force and stability calculation of this new type of combined seawall. It can more accurately conduct personalized stability and safety assessment of the wave-breaking dike according to the cross-sectional dimensions and hydrological conditions of the actual combined seawall, thereby improving the accuracy of disaster warning. The assessment method is scientific and rigorous, the assessment system is logically rigorous and highly operable, and the stability indicators taken into consideration meet the actual needs of engineering design and have practical application value.

[0015] The present invention proposes stability indicators such as the cumulative average anti-sliding stability safety factor within a single wave period and the cumulative average anti-overturning stability safety factor within a single wave period. Such indicators can fully consider the destructive effect of the cumulative effect of time on the stability of the seawall. On the one hand, the instantaneous wave index is oscillatory, and it may happen that the seawall stability does not meet the requirements only at a very short moment while the seawall stability requirements are met most of the time. The cumulative index can avoid the inaccurate judgment of the seawall stability due to the oscillation of the instantaneous wave action. On the other hand, the instability of the seawall is a time process, and the cumulative index can provide a more comprehensive time effect to help designers weigh the instantaneous instability and cumulative stability.

[0016] The seawall structure section data module in the system of the present invention can establish the corresponding section model for the combined seawall of any size and protective structure, so that the system of the present invention has wide applicability and application value. The wave dynamic numerical model module can use the wind and wave conditions under normal sea conditions and extreme disaster sea conditions such as typhoons, storm surges, tsunamis, etc. as input parameters to simulate the wave loads, wave climbing and embankment crest overtopping caused by strong nonlinear effects of waves such as wave breaking, slamming, overtopping, eddy currents and water-gas mixing, solving the problem that there is no theoretical calculation method for the wave force of the wave-breaking embankment, which greatly expands the applicable conditions and scope of the evaluation system.

[0017] The stability assessment method and system of the present invention thus obtained firstly adopts wave hydrological characteristic values ​​and cross-sectional data of combined seawall structure to quantify the complex combination type of wave action and seawall, and then characterizes the load effect of waves on the wave-breaking dike with engineering design requirement parameter values ​​based on the numerical model. On the basis of the traditional instantaneous minimum anti-sliding stability safety factor and instantaneous minimum anti-tilting stability safety factor, stability indicators of cumulative average anti-sliding stability safety factor within a single wave cycle and cumulative average anti-overturning stability safety factor within a single wave cycle are proposed. Based on these four stability indicators and in combination with the safety factor provisions in the "Seawall Engineering Design Code", the anti-tilting and anti-sliding stability assessment results of the wave-breaking dike structure in the combined seawall are obtained. BRIEF DESCRIPTION OF THE DRAWINGS

[0018] The accompanying drawings herein are incorporated in and constitute a part of the specification, illustrate embodiments consistent with the present disclosure, and together with the description, serve to explain the principles of the present disclosure; Figure 1 is a schematic cross-sectional view of a combined seawall structure provided by an embodiment of the present invention; Figure 2 It is a flow chart of a method for evaluating stability performance of a wave-breaking dike of a combined seawall provided by an embodiment of the present invention; Figure 3 is a schematic diagram of loads on a wave-breaking dike provided by an embodiment of the present invention; Figure 4 It is a schematic diagram of a wave-breaking dike stability performance evaluation system for a combined seawall provided by an embodiment of the present invention; Figure 5 is a schematic diagram of the THINC format provided by an embodiment of the present invention; Figure 6 It is a time history curve diagram calculated by the wave dynamic numerical model of the present invention; Figure 7 It is a time history curve diagram calculated by the wave dynamic numerical model of the present invention; Figure 8 It is a time history curve diagram calculated by the wave dynamic numerical model of the present invention; Fig. 9 For the present invention Time history curve of the anti-sliding effect of wave load along the slope of the seawall; Fig.10 For the present invention Time history curve of the anti-sliding effect of wave load along the slope of the seawall; Fig.11 For the present invention The time history curve of the moment of wave load acting on the wave-facing surface, top surface and back wave surface of the wave-breaking dike is calculated by the wave dynamic numerical model; Fig.12 For the present invention , the time history curve of the moment of wave buoyancy force acting on the bottom surface of the wave-breaking dike is calculated by the wave dynamic numerical model; Fig.13 For the present invention The time history curve of the anti-slip force impulse of wave load in a single wave cycle calculated by the wave dynamic numerical model; Fig.14 For the present invention The time history curve of the sliding force impulse of wave load in a single wave cycle calculated by the wave dynamic numerical model; Fig.15 For the present invention The time history curve of the overturning impulse moment of wave load in a single wave cycle calculated by the wave dynamic numerical model; Fig.16 It is a time history curve diagram of the instantaneous minimum anti-slip stability safety factor of the present invention; Fig.17 It is a time history curve diagram of the instantaneous minimum anti-tilting stability safety factor of the present invention; Fig.18 It is a time history curve diagram of the cumulative average anti-sliding stability safety factor within a single wave period of the present invention; Fig.19 It is a time history curve diagram of the cumulative average anti-overturning stability safety factor within a single wave period of the present invention; In the figure: 1. Hydrology module; 2. Seawall structure section data module; 3. Wave dynamic numerical model module; 4. Wave load index determination module; 5. Wave-breaking dike structure index determination module; 6. Stability assessment calculation module. DETAILED DESCRIPTION

[0019] In order to make the above-mentioned objects, features and advantages of the present invention more obvious and easy to understand, the specific embodiments of the present invention are described in detail below in conjunction with the accompanying drawings. In the following description, many specific details are set forth to facilitate a full understanding of the present invention. However, the present invention can be implemented in many other ways different from those described herein, and those skilled in the art can make similar improvements without violating the connotation of the present invention, so the present invention is not limited by the specific implementation disclosed below.

[0020] Regarding the stability performance evaluation of the wave-breaking dikes of the seaside residential composite seawalls, the current "Breakwater and Bank Protection Design Code" and "Seawall Engineering Design Code" only provide methods for calculating the stability of the sloped bank protection cross-section with breast walls and shoulders. The "Port and Waterway Hydrological Code" only provides calculation methods for wave loads on straight-walled buildings on exposed and concealed foundations. These calculation methods are for conventional seawalls and bank protections, based on empirical formulas derived from theoretical derivations and experimental data. Since the wave motion caused by the wave-breaking dikes of the new composite seawalls includes strong breaking and overtopping current impact phenomena, the wave load calculation is more complicated and difficult. There are no theoretical formulas and specifications to follow for the wave force and stability calculation of this configuration. In addition, the "Hydrological Code for Ports and Waterways" only stipulates the calculation of wave forces at the action of wave crests and troughs, which means that the anti-sliding stability and anti-tilt stability safety factors in the "Seawall Engineering Design Code" can only be calculated under the instantaneous action of wave crests and troughs, but cannot consider the cumulative effect of the entire wave cycle, and cannot obtain a comprehensive assessment of stability and safety.

[0021] In order to overcome the problems existing in the related technology, the present invention calculates the nonlinear wave loads such as wave breaking, slamming, overtopping, eddy current and water-gas mixing of the wave-breaking dike at each moment according to the cross-sectional dimensions and hydrological conditions of the actual combined seawall. Therefore, on the basis of the traditional instantaneous minimum anti-sliding stability safety factor and the instantaneous minimum anti-tilting stability safety factor, the present invention proposes stability indicators such as the cumulative average anti-sliding stability safety factor within a single wave period and the cumulative average anti-tilting stability safety factor within a single wave period. In special working conditions such as instantaneous oscillation instability and cumulative stability, the present invention provides designers with more information to achieve a comprehensive assessment of the stability and safety of the wave-breaking dike.

[0022] Embodiment 1, as Figure 2 As shown, the method for evaluating the stability performance of the wave-breaking dike of the combined seawall provided by the embodiment of the present invention includes: S1. Establish a wave dynamic numerical model, and use the preset Navier-Stokes equations and THINC algorithm to establish a numerical model for calculating wave hydrodynamic elements for the target combined seawall, so as to solve the wave pressure and load acting on the wave-breaking dike; S2. Based on the hydrological data of the area where the combined seawall is located and the cross-section data of the seawall structure, a wave dynamic numerical model is used to simulate the wave climbing of the target combined seawall and the wave overtopping of the wave-breaking embankment, and the wave force and wave moment of the wave-breaking embankment are calculated to determine the wave load index; S3. Calculate the gravity of the wave-breaking dike of the target combined seawall, the connection force between the wave-breaking dike and the sloped seawall, and the moment of force on the overturning fulcrum based on the hydrological data and the seawall structure section data, obtain the gravity and gravity moment of the wave-breaking dike, and determine the structural index of the wave-breaking dike; S4. Calculate the safety factors of anti-tilting stability and anti-sliding stability based on the wave load index and wave-breaking dike structure index, and compare them with the safety factors to form a stability safety assessment result.

[0023] Before step S1, you need to do: Obtain hydrological data of the area where the combined seawall is located, with representative wave hydrological characteristic values, including water depth, tide level, tidal current velocity, wave height and period of incident waves; The cross-sectional data of the combined seawall structure are obtained, including the height, slope and face protection structure data of the sloped seawall in the combined seawall, as well as the location, front slope slope, height, crest width, rear slope slope and face protection structure data of the wave-breaking dike.

[0024] In step S2, wave load indices are determined, including: instantaneous wave force and moment indices, cumulative wave impulse and impulse moment indices within a single wave cycle; The instantaneous wave force and moment index include: the horizontal component of the load on the three surfaces of the wave-breaking dike, namely, the wave-facing surface, the top surface and the wave-receiving surface; The vertical component of the load on the wave-facing, top, and back surfaces of the wave-breaking dike is , the buoyancy of waves acting on the bottom of the wave-breaking dike The load moment of waves acting on the wave-facing, top and back surfaces of the wave-breaking dike is , the buoyancy moment of the wave acting on the bottom of the wave-breaking dike , the anti-sliding effect of wave load along the slope of the seawall , the anti-sliding effect of wave load along the slope of the seawall ; The horizontal component of the load on the three surfaces of the wave-breaking dike, namely the wave-facing surface, the top surface and the wave-receiving surface. Calculated by the wave dynamic numerical model, the expression is: ; In the formula, The surface of the seawall facing the waves, the top surface, and the back surface of the waves. is the wave pressure acting on each point on the seawall, is the unit normal vector perpendicular to the wave-facing, top and wave-repelling surfaces of the seawall, Dirac function, The surface area of ​​the seawall facing the waves, the top surface, and the back surface of the waves is Direction projection, for calculus; The vertical component of the load on the three surfaces of the wave-breaking dike, namely the wave-facing surface, the top surface and the wave-receiving surface. , calculated by the wave dynamic numerical model, the expression is: ; In the formula, The surface area of ​​the seawall facing the waves, the top surface, and the back surface of the waves is Directional projection; Buoyancy of waves acting on the bottom of the wave-breaking dike , the expression is: ; In the formula, is the wave pressure time history at the bottom corner of the wave-facing surface of the wave-breaking dike, is the wave pressure time history at the bottom corner of the back wave surface of the wave-breaking dike, is the distance between the two bottom corners of the wave-breaking dike, What is being solved is the force at each moment; The load moment of waves acting on the three surfaces of the wave-breaking dike, namely the wave-facing surface, the top surface and the wave-receiving surface , calculated by the wave dynamic numerical model, the expression is: ; In the formula, It is the force arm from the wave load force acting point at a certain point on the surface of the wave-breaking dike to the overturning support point on the bottom of the wave-breaking dike. The surface of the seawall facing the waves, the top surface and the back surface of the waves; Buoyancy force moment of waves acting on the bottom of the wave-breaking dike , the expression is: ; In the formula, It is the lever arm from the point of action of the resultant wave buoyancy force to the overturning support point on the bottom surface of the wave-breaking dike; Anti-sliding effect of wave loads along the slope of a sloped seawall , the expression is: ; In the formula, is the slope angle of the sloped seawall; The cumulative wave impulse and impulse moment indicators within a single wave cycle include: the anti-slip force impulse of the wave load within a single wave cycle , the sliding force impulse of wave load in a single wave cycle , the overturning impulse moment of wave load in a single wave cycle .

[0025] Anti-sliding effect of wave loads along the slope of a sloped seawall , the expression is: .

[0026] The anti-sliding force impulse of wave load in a single wave cycle , the expression is: ; Sliding force impulse of wave load in a single wave cycle , the expression is: ; Overturning impulse moment of wave load in a single wave cycle , the expression is: ; In the formula, is the wave period; This index can fully consider the destructive effect of time accumulation on seawall stability. On the one hand, the instantaneous wave index is oscillatory, and it may happen that the seawall stability does not meet the requirements only at a very short moment, while the seawall stability requirements are met most of the time. The cumulative index can avoid the inaccurate judgment of seawall stability caused by the oscillation of instantaneous wave action. On the other hand, seawall instability is a time process, and the cumulative index can provide a more comprehensive time effect to help designers measure instantaneous instability and cumulative stability.

[0027] For solitary waves such as tsunamis, the present invention innovatively proposes: ; In the formula, is the attenuation coefficient, , is the isolated wave height, For still waters, is the velocity of the solitary wave.

[0028] In the embodiment of the present invention, the wave-breaking dike structure index includes: instantaneous gravity and moment index, cumulative gravity impulse and impulse moment index within a single wave cycle; The instantaneous gravity and moment indicators include: the gravity of the wave-breaking dam itself , the internal force at the connection between the wave-breaking dam and the sloped seawall, the gravity moment of the wave-breaking dam itself , internal force moment at the connection between wave-breaking dike and sloped seawall , the anti-sliding force of the wave-breaking dam's own gravity , the sliding force of the wave-breaking dam's own gravity The cumulative gravity impulse and impulse moment indicators within a single wave cycle include: the cumulative gravity anti-slip impulse of the wave-breaking dam itself within a single wave cycle , the accumulated gravitational sliding impulse of the wave-breaking dam itself in a single wave cycle , the accumulated anti-overturning impulse moment of the wave-breaking dam's own gravity in a single wave cycle .

[0029] The gravity moment of the wave-breaking dam itself , the expression is: ; In the formula, It is the arm of force from the point of action of the combined force of the wave-breaking dam's own gravity to the overturning fulcrum of the bottom surface of the wave-breaking dam; Internal force moment at the connection between wave-breaking dike and sloped seawall , determined according to the connection method of the two. If the connection method is direct placement, the moment at the connection is zero. If the connection method is anchor bolt anchoring, the maximum moment expression is: ; In the formula, is the shear load borne by the anchor bolts at the connection, It is the arm of force from the shear load action point of the anchor bolt at the connection to the overturning support point on the bottom surface of the wave-breaking dike; The anti-sliding force of the wave-breaking dam's own gravity , the expression is: ; In the formula, is the slope angle of the sloped seawall; Sliding force of the wave-breaking dam's own gravity , the expression is: ; Cumulative anti-sliding impulse of wave-breaking dike's own gravity in a single wave cycle , the expression is: ; In the formula, is the wave period; The accumulated gravitational sliding impulse of the wave-breaking dike in a single wave cycle , the expression is: ; The accumulated anti-overturning impulse moment of the wave-breaking dike's own gravity in a single wave cycle , the expression is: ; Cumulative shear load and overturning impulse moment of the connection within a single wave cycle , the expression is: ; In the embodiment of the present invention, the anti-slip stability safety factor is expressed as: ; In the formula, is the anti-slip stability safety factor, In order to obtain the minimum value within the time history range in terms of anti-slip stability safety, It is the friction coefficient between the interface between the wave-breaking dike and the sloped seawall, obtained from the cross-section data of the seawall structure.

[0030] The instantaneous minimum value of the anti-slip stability safety factor is: ; Cumulative average anti-sliding stability safety factor within a single wave period Calculated by the following formula: ; Cumulative average anti-overturning stability safety factor within a single wave period Calculated by the following formula: ; In the formula, is the cumulative shear load and overturning impulse moment of the connection within a single wave cycle.

[0031] It can be understood that the definition of the safety factor of the present invention refers to the specification, resistance effect / danger effect, but it is divided into instantaneous minimum and period cumulative average. The "Hydrological Specifications for Ports and Waterways" only stipulates the calculation of wave forces under the action of wave crests and troughs, which makes the anti-sliding stability and anti-tilting stability safety factors in the "Seawall Engineering Design Specifications" only calculate under the instantaneous action of wave crests and troughs, but cannot consider the cumulative effect under the entire wave cycle, and cannot obtain a comprehensive assessment of stability and safety. The present invention is more comprehensive than the specifications; furthermore, the calculation of the above-mentioned wave forces in the present invention adopts a wave dynamic numerical model (see the cumulative average anti-sliding stability safety factor within a single wave cycle below , and the cumulative average anti-overturning stability safety factor within a single wave cycle ), based on nonlinear wave theory, can calculate the force time history of the whole process of wave action, and has the ability to accurately calculate wave nonlinear action loads such as wave breaking, slamming, overtopping, eddy current and water-gas mixing on the combined seawall. However, the "Hydrological Specifications for Ports and Waterways" only divides the wave states of vertical wall buildings on the exposed and concealed foundations into three types: standing waves, far-breaking waves and near-breaking waves, and gives the calculation methods of wave pressure on the wall, total horizontal wave force and wave buoyancy on the bottom of the wall respectively. The specification targets conventional seawalls and revetments, and is based on the empirical formula derived from linear wave theory and experimental data. There is no theoretical formula or specification to follow for the calculation of wave forces on this new type of combined seawall, as well as wave loads, wave climbing and overtopping caused by extreme nonlinear wave actions such as storm surges and tsunamis, and its applicability is not clear. The present invention is aimed at the complex types of combined seawalls. The wave force calculation method adopted by the present invention can accurately calculate the nonlinear wave forces of waves such as wave breaking, slamming, overtopping, eddy current and water-gas mixing when disasters such as storm surges and tsunamis occur, which is more accurate than that in the specifications. Although the prior art discloses: ; In the formula, is the friction coefficient between the interface of the wave-breaking dike and the sloped seawall, is the slope angle of the sloped seawall. To eliminate the gravity of the wave dam, are the horizontal and vertical components of the load on the surface of the wave-breaking dike, It is the safety factor of instantaneous anti-slip stability.

[0032] However, the physical meaning of the calculation formula in the prior art is unclear, and there are errors. The instantaneous minimum anti-slip stability safety factor in the present invention is After correction, the prediction data is more accurate. The technical problem targeted by the formula of the prior art is the cross-sectional type comparison of the wave-breaking dike, which is suitable for academic research. The technical problem targeted by the present invention is the stability assessment method and calculation system of the wave-breaking dike, which solves the technical problem of the stability assessment of the combined seawall and is suitable for engineering applications.

[0033] The instantaneous minimum anti-tilt stability safety factor Calculated by the following formula: ; It is understandable that although the prior art papers disclose: ; In the formula, To eliminate the gravity moment of the wave dam itself, is the internal force moment at the connection between the wave-breaking dike and the sloped seawall, is the moment of wave load acting on the surface of the wave-breaking dike, Internal force moment at the connection between wave-breaking dike and sloped seawall, is the safety factor required by the specification. is the safety factor of instantaneous anti-tilt stability.

[0034] However, the application of the present invention is different from the prior art. Compared with the present invention, the prior art takes the minimum value of the calculation result of the formula as the judgment standard of the instantaneous anti-tilt stability, and the predicted data is more accurate.

[0035] The present invention innovatively proposes that the cumulative average anti-slip stability safety factor within a single wave period is Calculated by the following formula: ; The present invention innovatively proposes that the cumulative average anti-overturning stability safety factor within a single wave period is Calculated by the following formula: .

[0036] The newly proposed coefficient can take into account the cumulative effects during the entire wave cycle and obtain a comprehensive assessment of the stability and safety of the wave-breaking dike.

[0037] Embodiment 2, as Figure 4 As shown, the present invention provides a wave-breaking dike stability performance evaluation system for a combined seawall, comprising: Hydrological module 1, which integrates the hydrological data of the area where the combined seawall is located, obtains the hydrological data of the area where the combined seawall is located, and has representative wave hydrological characteristic values, including water depth, tide level, tidal current velocity, wave height and period of incident waves; Seawall structure section data module 2, used to obtain combined seawall structure section data, including the height, slope and face protection structure data of the sloped seawall in the combined seawall, as well as the location, front slope slope, height, embankment top width, rear slope slope and face protection structure data of the wave-breaking embankment; The wave dynamic numerical model module 3 is used to establish a numerical model for calculating wave hydrodynamic elements for the target combined seawall using the preset Navier-Stokes equations and THINC algorithm, and is used to solve the wave pressure and load acting on the wave-breaking dike; The wave load index determination module 4 is used to perform wave climbing simulation on the target combined seawall and wave overtopping simulation on the top of the wave-breaking embankment according to the hydrological data of the area where the combined seawall is located and the cross-section data of the seawall structure, using a wave dynamic numerical model, calculate the wave force and wave moment of the wave-breaking embankment, and determine the wave load index; The wave-breaking dike structure index determination module 5 is used to calculate the self-gravity of the wave-breaking dike of the target combined seawall, the connection force between the wave-breaking dike and the sloped seawall, and the moment of force on the overturning fulcrum according to the hydrological data and the seawall structure section data, obtain the gravity and gravity moment of the wave-breaking dike, and determine the wave-breaking dike structure index; The stability evaluation calculation module 6 is used to calculate the safety factor of anti-tilting stability and anti-sliding stability according to the wave load index and the wave-breaking dike structure index, and compare them with the safety factor to form a stability safety evaluation result.

[0038] Example 3, as another possible implementation of the present invention, the method for evaluating the stability performance of the wave-breaking dike of the combined seawall provided in the embodiment of the present invention includes: Obtain the structural cross-section data of the combined seawall and the hydrological data of the area where the combined seawall is located.

[0039] Using the hydrological data of the area where the combined seawall is located, the cross-section data of the seawall structure and the wave dynamic numerical model, the wave climbing simulation of the target combined seawall and the wave overtopping simulation of the wave-breaking seawall are carried out to obtain the wave force and wave moment of the wave-breaking seawall and determine the wave load index; Using hydrological data and seawall structure section data, the self-gravity and gravity moment of the wave-breaking dike of the target combined seawall are calculated to obtain the gravity and gravity moment of the wave-breaking dike and determine the structural index of the wave-breaking dike; The safety factors of anti-tilting stability and anti-sliding stability are calculated using wave load indicators and wave-breaking dike structure indicators, and compared with the safety factors in the "Seawall Engineering Design Code" to form a stability safety assessment result.

[0040] The hydrological data of the area where the combined seawall is located include representative wave hydrological characteristic values, including water depth, tide level, tidal current velocity, wave height and period of incident waves; The cross-sectional data of the seawall structure include the height, slope and protective structure data of the sloped seawall in the combined seawall, as well as the location, front slope, height, crest width, rear slope and protective structure data of the wave-breaking dike. The cross-sectional schematic diagram is shown in FIG. Figure 1 As shown; The wave dynamic numerical model uses the preset Navier-Stokes equation to establish a numerical model for calculating the wave hydrodynamic elements of the target combined seawall, which is used to solve the wave pressure and load acting on the wave-breaking dike. The load schematic diagram on the wave-breaking dike is shown in Figure 3 shown.

[0041] To further illustrate the effects of the embodiments of the present invention, the following experiment was conducted.

[0042] The present invention selects a scaled physical model of an actual combined seawall project for analysis and calculation, and uses the results of the model test to verify the accuracy of the wave dynamic numerical model. The model scale is determined to be 36 according to the actual engineering conditions and test conditions. The method for evaluating the stability performance of the wave-breaking dam of the combined seawall provided in the embodiment of the present invention includes: Step 1, obtaining hydrological data of the area where the combined seawall is located, including representative wave hydrological characteristic values, including water depth, tide level, tidal current velocity, wave height and period of incident waves; Specifically, the actual water depth is 7.92m, the model water depth is d=0.22m, the tide level and tidal flow velocity are not considered, the incident wave used is an isolated wave to simulate strong nonlinear waves such as storm surges and tsunamis, the actual wave height is 2.2968m, and the model wave height is H=0.0638m.

[0043] Step 2, obtain the cross-sectional data of the seawall structure, including the height, slope and protective structure data of the sloped seawall in the combined seawall, as well as the location, front slope, height, crest width, back slope and protective structure data of the wave-breaking dike. The cross-sectional schematic diagram is shown in the figure below: Figure 1 As shown; Specifically, the slope of the sloping seawall is 1:20, the actual height is 14.4m, the model height is 0.4m, the face protection structure adopts block stone face protection blocks, the wave-breaking dike is located at the horizontal distance of the slope angle of the sloping seawall at the actual value of 129.6m, the model value is 3.6m, the front slope slope is 1:4, the height from the top of the dike to the front slope angle is the actual value of 2.736m, the model value is 0.076m, the width of the top of the dike is the actual value of 1.728m, the model value is 0.048m, the back slope slope is 1:1.8, the face protection structure is cast in one piece of concrete, there is no connecting anchor between the wave-breaking dike and the sloping seawall, the wave-breaking dike is directly placed on the sloping seawall, and according to experiments, the friction coefficient between the contact surfaces is 0.6.

[0044] Step 3, establish a wave dynamic numerical model, use the preset Navier-Stokes equations and the preset THINC algorithm to establish a numerical model for calculating wave hydrodynamic elements for the target combined seawall, which is used to solve the wave pressure and load acting on the wave-breaking dike. The load diagram is shown in Figure 3 As shown; The preset Navier-Stokes equation is: ; ; In the formula, are the coordinates of the Cartesian coordinate system, is the component of velocity along each coordinate, is the viscous stress, ; , for an incompressible fluid ; is the volume force.

[0045] The THINC algorithm is a numerical algorithm for tracking wave free interfaces. The one-dimensional formula is: ; In the formula, For time, is the volume function occupied by the fluid in a grid cell, is the velocity of the flow field, Represents partial differential.

[0046] The above formula is in the grid unit and time interval Integrate inside to get: ; In the formula, For a time interval, , is the length of a grid unit, , for Grid unit at time The average value of the numerical solutions of is defined as: ; Indicates that the cell border is passed The flux on is expressed as: ; The piecewise modified hyperbolic tangent function is used to estimate the distribution of the volume function within the computational grid cell: ; In the formula, the parameters Affects the quality of numerical solutions. The midpoint of the hyperbolic tangent function jump transition is solved by the following formula: ; parameter Ensure that the boundary of the hyperbolic tangent function within the grid cell is : ; It can also be seen from the formula that the grid unit The interpolation function in the grid is determined by the larger value of the function in the adjacent grid cells, which has the effect of inverse numerical diffusion and eliminates the fuzzification of the free surface.

[0047] parameter Define the direction of the slope of the hyperbolic tangent function: ; parameter Used to control the steepness of the hyperbolic tangent function jump, take .

[0048] function Once determined, the flux on the cell boundary It is expressed as: ; The definitions of the variables are as follows Figure 5 As shown in the THINC format diagram provided, the oblique line shaded area indicates when hour The value of .

[0049] Step 4, based on the hydrological data of the area where the combined seawall is located and the cross-section data of the seawall structure, a wave dynamic numerical model is used to simulate the wave climbing of the target combined seawall and the wave overtopping of the wave-breaking embankment, and the wave force and wave moment of the wave-breaking embankment are calculated to determine the wave load index; Specifically, based on the hydrological data of the area where the combined seawall is located and the seawall structure cross-section data, a wave dynamics numerical model was used to model and numerically simulate the target combined seawall. The free surface spatial distribution of the overtopping water flow on the wave-breaking dike calculated by the wave dynamics numerical model at different times, the pressure time history of each measuring point on the wave-breaking dike, and the total force time history in the horizontal and vertical directions on the wave-facing and wave-retaining surfaces of the wave-breaking dike were calculated. It can be seen from the calculation that the established wave dynamics numerical model can accurately simulate the wave climbing of the combined seawall and the wave overtopping on the top of the wave-breaking dike, and calculate the wave force pressure and total force on the wave-breaking dike.

[0050] Calculate the wave force and wave moment of the wave-breaking dike and determine the wave load index as follows: (1) Instantaneous wave force and moment indicators; , the time history of the instantaneous value of the load on the wave-facing, top and back surfaces of the wave-breaking dike in the horizontal direction, The time history curve calculated by the wave dynamic numerical model is as follows: Figure 6 shown.

[0051] , the vertical component time history of the instantaneous value of the load on the wave-facing, top and back surfaces of the wave-breaking dike, The time history curve calculated by the wave dynamic numerical model is as follows: Figure 7 shown.

[0052] , the time history of the buoyancy force of waves acting on the bottom surface of the wave-breaking dike, The time history curve calculated by the wave dynamic numerical model is as follows: Figure 8 shown.

[0053] , the anti-sliding effect of wave load along the slope of the sloped seawall is positive in the upward direction, , its time course curve is as follows Fig. 9 shown.

[0054] , the anti-sliding effect of wave load along the slope of the seawall, , its time course curve is as follows Fig.10 shown.

[0055] , the moment time history of wave load acting on the wave-facing surface, top surface and back wave surface of the wave-breaking dike, The time history curve calculated by the wave dynamic numerical model is as follows: Fig.11 shown.

[0056] , the moment time history of wave buoyancy acting on the bottom surface of the wave-breaking dike, The time history curve calculated by the wave dynamic numerical model is as follows: Fig.12 shown.

[0057] (2) Cumulative wave impulse and impulse moment indicators within a single wave period; , wave period, for solitary waves such as tsunamis: .

[0058] , the anti-sliding force impulse of wave load in a single wave cycle, The time history curve calculated by the wave dynamic numerical model is as follows Fig.13 shown.

[0059] , the sliding force impulse of wave load in a single wave cycle, The time history curve calculated by the wave dynamic numerical model is as follows Fig.14 shown.

[0060] , the overturning impulse moment of wave load in a single wave cycle, The time history curve calculated by the wave dynamic numerical model is as follows Fig.15 shown.

[0061] Step 5, based on the hydrological data and the cross-section data of the seawall structure, the self-gravity of the wave-breaking dam of the target combined seawall, the connection force between the wave-breaking dam and the sloped seawall, and the moment of force on the overturning fulcrum are calculated to obtain the gravity and gravity moment of the wave-breaking dam, and determine the structural index of the wave-breaking dam; Specifically, the structural indicators of the wave-breaking dike include instantaneous gravity and moment indicators and cumulative gravity impulse and impulse moment indicators within a single wave cycle.

[0062] 1) Instantaneous gravity and torque indicators: , the wave-breaking dam's own gravity, ; , the anti-sliding force of the wave-breaking dam's own gravity, ; , the sliding force of the wave-breaking dam's own gravity, ; , the gravity moment of the wave-breaking dam itself, ; The internal force at the connection between the wave-breaking dike and the sloped seawall is taken as 0; , the internal force moment at the connection between the wave-breaking dike and the sloped seawall, .

[0063] 2) Cumulative gravity impulse and impulse moment indicators within a single wave period: , the accumulated gravity anti-sliding impulse of the wave-breaking dike itself in a single wave cycle, =820.13 .

[0064] , the accumulated gravitational sliding impulse of the wave-breaking dike itself in a single wave cycle, .

[0065] , the accumulated gravity anti-overturning impulse moment of the wave-breaking dike itself in a single wave cycle, .

[0066] , the internal force impulse moment of the connection between the wave-breaking dike and the sloped seawall accumulated in a single wave cycle, .

[0067] Step 6: Calculate the safety factors of anti-tilting stability and anti-sliding stability based on the wave load index and wave-breaking dike structure index, and compare them with the safety factors in the "Seawall Engineering Design Code" to form a stability safety assessment result.

[0068] Specifically, the safety factors of anti-tilting stability and anti-sliding stability include the instantaneous minimum safety factors of anti-tilting stability and anti-sliding stability and the cumulative average safety factors of anti-tilting stability and anti-sliding stability in a single wave period; (i) minimum instantaneous safety factor for stability against sliding and for stability against tipping; The instantaneous anti-sliding stability safety factor is calculated based on the instantaneous wave load index and gravity index. The instantaneous minimum anti-sliding stability safety factor time history curve is as follows: Fig.16 The instantaneous minimum anti-tilt stability safety factor time history curve is shown in Fig.17 As shown; The instantaneous minimum anti-slip stability safety factor is calculated by the following formula: ; Its minimum value is , the time of occurrence is .

[0069] The instantaneous minimum anti-tilt stability safety factor is calculated by the following formula: ; Its minimum value is , the time of occurrence is .

[0070] In the "Seawall Engineering Design Code", the safety factor of the anti-sliding stability of the retaining wall and wave-breaking wall of the first-level seawall project should not be less than 1.35, and the safety factor of the anti-tilting stability of the retaining wall and wave-breaking wall of the first-level seawall project should not be less than 1.6. It can be seen that its instantaneous anti-tilting stability is the most dangerous.

[0071] (ii) Cumulative average safety factor of anti-tilting stability and anti-sliding stability within a single wave period; The cumulative average anti-sliding stability safety factor within a single wave cycle is calculated based on the cumulative wave impulse and impulse moment indicators within a single wave cycle. The time history curve of the cumulative average anti-sliding stability safety factor within a single wave cycle is as follows: Fig.18 The time history curve of the cumulative average anti-overturning stability safety factor within a single wave cycle is shown in Fig.19 As shown; The cumulative average anti-sliding stability safety factor within the single wave period is calculated by the following formula: ; As time goes by, the safety factor gradually increases, and the minimum value is , the time of occurrence is .

[0072] The cumulative average anti-overturning stability safety factor within the single wave period is calculated by the following formula: ; As time goes by, the safety factor decreases first and then increases, and the minimum value is , the time of occurrence is .

[0073] It can be seen that the cumulative average anti-tilt stability within a single wave period is the most dangerous.

[0074] The above description is only a preferred specific implementation manner of the present invention, but the protection scope of the present invention is not limited thereto. Any modifications, equivalent substitutions and improvements made by any technician familiar with the technical field within the technical scope disclosed by the present invention and within the spirit and principles of the present invention should be covered within the protection scope of the present invention.

Claims

1. A method for evaluating the stability performance of a wave-breaking dam of a combined seawall, characterized in that: The method includes: S1. Establish a wave dynamic numerical model, and use the preset Navier-Stokes equations and THINC algorithm to establish a numerical model for calculating wave hydrodynamic elements for the target combined seawall, so as to solve the wave pressure and load acting on the wave-breaking dike; S2. Based on the hydrological data of the area where the combined seawall is located and the cross-section data of the seawall structure, a wave dynamic numerical model is used to simulate the wave climbing of the target combined seawall and the wave overtopping of the wave-breaking embankment, and the wave force and wave moment of the wave-breaking embankment are calculated to determine the wave load index; S3. Calculate the gravity of the wave-breaking dike of the target combined seawall, the connection force between the wave-breaking dike and the sloped seawall, and the moment of force on the overturning fulcrum based on the hydrological data and the seawall structure section data, obtain the gravity and gravity moment of the wave-breaking dike, and determine the structural index of the wave-breaking dike; S4. Calculate the safety factors of anti-tilting stability and anti-sliding stability based on the wave load index and wave-breaking dike structure index, and compare them with the safety factors to form a stability safety assessment result.

2. The method for evaluating the stability performance of the wave-breaking dam of a combined seawall according to claim 1, characterized in that: Before step S1, you need to do: Obtain hydrological data of the area where the combined seawall is located, with representative wave hydrological characteristic values, including water depth, tide level, tidal current velocity, wave height and period of incident waves; The cross-sectional data of the combined seawall structure are obtained, including the height, slope and face protection structure data of the sloped seawall in the combined seawall, as well as the location, front slope slope, height, crest width, rear slope slope and face protection structure data of the wave-breaking dike.

3. The method for evaluating the stability performance of the wave-breaking dam of a combined seawall according to claim 1, characterized in that: In step S2, wave load indices are determined, including: instantaneous wave force and moment indices, cumulative wave impulse and impulse moment indices within a single wave cycle; The instantaneous wave force and moment index include: the horizontal component of the load on the three surfaces of the wave-breaking dike, namely, the wave-facing surface, the top surface and the wave-receiving surface; The vertical component of the load on the wave-facing, top, and back surfaces of the wave-breaking dike is , the buoyancy of waves acting on the bottom of the wave-breaking dike The load moment of waves acting on the wave-facing, top and back surfaces of the wave-breaking dike is , the buoyancy moment of the wave acting on the bottom of the wave-breaking dike , the anti-sliding effect of wave load along the slope of the seawall , the anti-sliding effect of wave load along the slope of the seawall ; The cumulative wave impulse and impulse moment indicators within a single wave cycle include: the anti-slip force impulse of the wave load within a single wave cycle , the sliding force impulse of wave load in a single wave cycle , the overturning impulse moment of wave load in a single wave cycle .

4. The method for evaluating the stability performance of the wave-breaking dam of a combined seawall according to claim 3 is characterized in that: The horizontal component of the load on the three surfaces of the wave-breaking dike, namely the wave-facing surface, the top surface and the wave-receiving surface. Calculated by the wave dynamic numerical model, the expression is: ； In the formula, The surface of the seawall facing the waves, the top surface, and the back surface of the waves. is the wave pressure acting on each point on the seawall, is the unit normal vector perpendicular to the wave-facing, top and wave-repelling surfaces of the seawall, Dirac function, The surface area of ​​the seawall facing the waves, the top surface, and the back surface of the waves is Direction projection, for calculus; The vertical component of the load on the three surfaces of the wave-breaking dike, namely the wave-facing surface, the top surface and the wave-receiving surface. , calculated by the wave dynamic numerical model, the expression is: ； In the formula, The surface area of ​​the seawall facing the waves, the top surface, and the back surface of the waves is Directional projection; Buoyancy of waves acting on the bottom of the wave-breaking dike , the expression is: ； In the formula, is the wave pressure time history at the bottom corner of the wave-facing surface of the wave-breaking dike, is the wave pressure time history at the bottom corner of the back wave surface of the wave-breaking dike, is the distance between the two bottom corners of the wave-breaking dike, What is being solved is the force at each moment; The load moment of waves acting on the three surfaces of the wave-breaking dike, namely the wave-facing surface, the top surface and the wave-receiving surface , calculated by the wave dynamic numerical model, the expression is: ； In the formula, It is the force arm from the wave load force acting point at a certain point on the surface of the wave-breaking dike to the overturning support point on the bottom of the wave-breaking dike. The surface of the seawall facing the waves, the top surface and the back surface of the waves; Buoyancy force moment of waves acting on the bottom of the wave-breaking dike , the expression is: ； In the formula, It is the lever arm from the point of action of the resultant wave buoyancy force to the overturning fulcrum on the bottom surface of the wave-breaking dike; Anti-sliding effect of wave loads along the slope of a sloped seawall , the expression is: ； In the formula, is the slope angle of the sloped seawall; Anti-sliding effect of wave loads along the slope of a sloped seawall , the expression is: 。 5. The method for evaluating the stability performance of the wave-breaking dam of a combined seawall according to claim 3 is characterized in that: The anti-sliding force impulse of wave load in a single wave cycle , the expression is: ； Sliding force impulse of wave load in a single wave cycle , the expression is: ； Overturning impulse moment of wave load in a single wave cycle , the expression is: ； In the formula, is the wave period, for a solitary wave , is the attenuation coefficient, , is the isolated wave height, For still waters, is the velocity of the solitary wave.

6. The method for evaluating the stability performance of the wave-breaking dam of a combined seawall according to claim 3, characterized in that: In step S3, the wave-breaking dike structure indicators include: instantaneous gravity and moment indicators, cumulative gravity impulse and impulse moment indicators within a single wave cycle; The instantaneous gravity and moment indicators include: the gravity of the wave-breaking dam itself , the internal force at the connection between the wave-breaking dam and the sloped seawall, the gravity moment of the wave-breaking dam itself , internal force moment at the connection between wave-breaking dike and sloped seawall , the anti-sliding force of the wave-breaking dam's own gravity , the sliding force of the wave-breaking dam's own gravity ; The cumulative gravity impulse and impulse moment indicators within a single wave cycle include: the cumulative gravity anti-sliding impulse of the wave-breaking dam itself within a single wave cycle , the accumulated gravitational sliding impulse of the wave-breaking dam itself in a single wave cycle , the accumulated anti-overturning impulse moment of the wave-breaking dam's own gravity in a single wave cycle .

7. The method for evaluating the stability performance of the wave-breaking dam of a combined seawall according to claim 6, characterized in that: The gravity moment of the wave-breaking dam , the expression is: ； In the formula, It is the arm of force from the point of action of the combined force of the wave-breaking dam's own gravity to the overturning fulcrum of the bottom surface of the wave-breaking dam; Internal force moment at the connection between wave-breaking dike and sloped seawall , determined according to the connection method of the two. If the connection method is direct placement, the moment at the connection is zero. If the connection method is anchor bolt anchoring, the maximum moment expression is: ； In the formula, is the shear load borne by the anchor bolts at the connection, It is the arm of force from the shear load action point of the anchor bolt at the connection to the overturning support point on the bottom surface of the wave-breaking dike; The anti-sliding force of the wave-breaking dam's own gravity , the expression is: ； In the formula, is the slope angle of the sloped seawall; Sliding force of the wave-breaking dam's own gravity , the expression is: ； Cumulative anti-sliding impulse of wave-breaking dike's own gravity in a single wave cycle , the expression is: ； In the formula, is the wave period; The accumulated gravitational sliding impulse of the wave-breaking dike in a single wave cycle , the expression is: ； The accumulated anti-overturning impulse moment of the wave-breaking dike's own gravity in a single wave cycle , the expression is: ； Cumulative shear load and overturning impulse moment of the connection within a single wave cycle , the expression is: 。 8. The method for evaluating the stability performance of the wave-breaking dam of a combined seawall according to claim 6, characterized in that: In step S4, the anti-sliding stability safety factor is expressed as: ； In the formula, is the anti-slip stability safety factor, In order to obtain the minimum value within the time history range in terms of anti-slip stability safety, It is the friction coefficient between the interface between the wave-breaking dike and the sloped seawall.

9. The method for evaluating the stability performance of the wave-breaking dam of a combined seawall according to claim 8, characterized in that: The instantaneous minimum value of the anti-slip stability safety factor is: ； Cumulative average anti-sliding stability safety factor within a single wave period Calculated by the following formula: ； Cumulative average anti-overturning stability safety factor within a single wave cycle Calculated by the following formula: ； In the formula, is the cumulative shear load and overturning impulse moment of the connection within a single wave cycle.

10. A wave-breaking dike stability performance evaluation system for a combined seawall, characterized in that: The system is implemented by the method for evaluating the stability performance of the wave-breaking dike of the combined seawall according to any one of claims 1 to 9, and the system comprises: A hydrological module (1), which integrates hydrological data of the area where the combined seawall is located, obtains hydrological data of the area where the combined seawall is located, and has representative wave hydrological characteristic values, including water depth, tide level, tidal current velocity, wave height and period of incident waves; The seawall structure section data module (2) is used to obtain the combined seawall structure section data, including the height, slope and face protection structure data of the sloped seawall in the combined seawall, and the location, front slope, height, embankment top width, rear slope and face protection structure data of the wave-breaking embankment; A wave dynamic numerical model module (3) is used to establish a numerical model for calculating wave hydrodynamic elements for the target combined seawall using the preset Navier-Stokes equations and the THINC algorithm, and is used to solve the wave pressure and load acting on the wave-breaking dike; The wave load index determination module (4) is used to perform wave climbing simulation on the target combined seawall and wave overtopping simulation on the crest of the wave-breaking dam based on the hydrological data of the area where the combined seawall is located and the cross-section data of the seawall structure, using a wave dynamic numerical model, to calculate the wave force and wave moment of the wave-breaking dam and determine the wave load index; The wave-breaking dike structural index determination module (5) is used to calculate the self-gravity of the wave-breaking dike of the target combined seawall, the connection force between the wave-breaking dike and the sloped seawall, and the moment of force on the overturning support point based on the hydrological data and the seawall structural section data, to obtain the gravity and gravity moment of the wave-breaking dike, and determine the wave-breaking dike structural index; The stability evaluation calculation module (6) is used to calculate the safety factor of the anti-tilting stability and the anti-sliding stability according to the wave load index and the wave-breaking dike structure index, and compare them with the safety factor to form a stability safety evaluation result.

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