Substation steel structure earthquake risk early warning method and device, equipment and medium

Abstract

The application provides a substation steel structure earthquake risk early warning method and device, equipment and medium, and the method comprises the steps of: constructing a foundation soil-substation steel structure model and a half-space site model; based on an indirect boundary element method, simulating the seismic response according to the half-space site model and the foundation soil-substation steel structure model to determine a risk grade early warning table; acquiring a target displacement response of the substation steel structure in real time; and analyzing the target displacement response and the risk grade early warning table to determine the seismic risk grade of the current substation steel structure. The application simulates and calculates the displacement response of the substation steel structure under different seismic risk grades based on the indirect boundary element method, the half-space site model and the foundation soil-substation steel structure model, can automatically meet the infinite boundary condition, reduces the problem dimension, improves the solving accuracy, thereby obtains more accurate seismic response of the substation steel structure, and can accurately monitor the risk grade of the substation steel structure.

Description

Technical Field

[0001] This invention relates to the field of earthquake risk early warning technology for building structures, and in particular to earthquake risk early warning methods, devices, equipment and media for steel structures in substations. Background Technology

[0002] As the core hub of a modern power system, substations undertake the critical functions of voltage conversion, power flow regulation, and stable supply. Their reliability and operation and maintenance efficiency directly affect the security and economy of the energy network. With the accelerated construction of new power systems and the continuous increase in load density during urbanization, cities have increasingly prominent demands for the structural safety and functional reliability of substations.

[0003] Located at the intersection of the Eurasian seismic belt and the Circum-Pacific seismic belt, my country experiences severe and widespread earthquake damage to municipal infrastructure. Existing research indicates that the interaction between the foundation soil and the structure can alter structural vibration characteristics and significantly increase seismic response. Therefore, accurately analyzing the dynamic response of the foundation soil-substation steel structure under three-dimensional seismic loading is crucial for revealing structural failure characteristics and disaster-causing mechanisms, and for improving structural safety performance. However, deeply elucidating the dynamic interaction mechanism between soil and structure, and accurately analyzing the structural seismic response and disaster-causing mechanisms, remains a research hotspot and a challenging issue in the field of structural disaster prevention and mitigation.

[0004] Most existing studies establish soil-structure interaction models using the finite element method, which often requires truncating a portion of the soil for calculation and applying viscoelastic artificial boundaries on the truncated boundary to simulate infinity radiation conditions. However, the finite element method has high computer resource requirements and is difficult to accurately analyze the three-dimensional seismic response of the soil-substation structure interaction. Therefore, there is currently no effective method to accurately analyze the three-dimensional seismic response of the soil-substation structure interaction. Summary of the Invention

[0005] Based on this, it is necessary to propose a method, device, equipment, and medium for early warning of seismic risks of substation steel structures to address the above-mentioned problems. This would improve the accuracy of risk level analysis of the structure, obtain a more accurate seismic response of substation steel structures, and thus accurately monitor the risk level of substation steel structures.

[0006] To achieve the above objectives, the first aspect of this application provides a method for early warning of seismic risk of steel structures in substations, the method comprising:

[0007] Based on the obtained structural parameters of the substation steel structure and the structural parameters of the site where the substation steel structure is located, a foundation soil-substation steel structure model and a semi-space site model are constructed. The semi-space site model is used to simulate the dynamic response of the site, and the foundation soil-substation steel structure model is used to simulate the interaction between the foundation soil and the substation steel structure.

[0008] Based on the indirect boundary element method, seismic response simulation is performed according to the semi-space site model and the foundation soil-substation steel structure model to determine a risk level early warning table, wherein the risk level early warning table includes the displacement response of the substation steel structure under different seismic risk levels.

[0009] Real-time acquisition of the target displacement response of the substation steel structure;

[0010] Based on the analysis of the target displacement response and the risk level warning table, the seismic risk level of the current substation steel structure is determined.

[0011] Furthermore, based on the indirect boundary element method, seismic response simulation is performed using the semi-space site model and the foundation soil-substation steel structure model to determine a risk level early warning table, specifically including:

[0012] Based on the direct stiffness method, field displacement response simulation is performed using three-dimensional seismic waves of different frequencies and the half-space site model to obtain the first three-dimensional displacement response and the first three-dimensional stress response of the site under three-dimensional seismic waves of different frequencies.

[0013] Based on the indirect boundary element method, displacement response simulation is performed on the first three-dimensional displacement response and the first three-dimensional stress response of the site, as well as the foundation soil-substation steel structure model, to obtain the second three-dimensional displacement response of the substation steel structure under three-dimensional seismic waves of different frequencies.

[0014] Using peak ground acceleration as a variable, parametric analysis is conducted on the second and third-dimensional displacement responses of the substation steel structure under three-dimensional seismic waves of different frequencies to determine the second and third-dimensional displacement responses of the substation steel structure corresponding to different seismic risk levels. The second and third-dimensional displacement responses of the substation steel structure corresponding to different seismic risk levels constitute a risk level early warning table.

[0015] Furthermore, the semi-space site model includes bedrock and multiple overlying soil layers;

[0016] The method based on direct stiffness simulates the field displacement response using three-dimensional seismic waves of different frequencies and the half-space site model, obtaining the first three-dimensional displacement response and the first three-dimensional stress response of the site under three-dimensional seismic waves of different frequencies. Specifically, this includes:

[0017] Based on the stress and displacement equations of the bedrock and each of the overlying soil layers, construct the stiffness matrix of the bedrock and each of the overlying soil layers.

[0018] By integrating the stiffness matrices of the bedrock and each of the overlying soil layers, a three-dimensional dynamic stiffness matrix of the layered half-space site is obtained.

[0019] Obtain the load matrix of the site when three-dimensional seismic waves of different frequencies are incident at the interface between the bedrock and the overlying soil layer, wherein the load matrix includes the loads of the bedrock and each layer of the overlying soil layer;

[0020] Based on the direct stiffness method, displacement and stress are calculated according to the load matrix and the three-dimensional dynamic stiffness matrix to obtain the first three-dimensional displacement response and the first three-dimensional stress response of different sub-layers in the site under three-dimensional seismic waves of different frequencies.

[0021] Furthermore, the foundation soil-substation steel structure model includes a foundation model and a substation steel structure model. The foundation model is used to simulate the dynamic response of the foundation. The foundation is used to withstand the three-dimensional seismic waves of the site and transfer all the load to the substation steel structure above. The foundation is rigidly connected to the column base of the substation steel structure.

[0022] The method based on the indirect boundary element method, using the first three-dimensional displacement response and the first three-dimensional stress response of the site, and the displacement response simulation of the foundation soil-substation steel structure model, yields the second three-dimensional displacement response of the substation steel structure under three-dimensional seismic waves of different frequencies. Specifically, this includes:

[0023] Based on the indirect boundary element method, the third three-dimensional displacement response of the foundation under three-dimensional seismic waves of different frequencies is obtained by simulating the seismic response of the site under three-dimensional seismic waves of different frequencies, according to the first three-dimensional displacement response and the first three-dimensional stress response of the site under three-dimensional seismic waves of different frequencies, and the foundation model.

[0024] Based on the structural motion equations of the substation steel structure, seismic response simulation is performed according to the third three-dimensional displacement response and the substation steel structure model to obtain the second three-dimensional displacement response of the substation steel structure under three-dimensional seismic waves of different frequencies.

[0025] Furthermore, based on the indirect boundary element method, the third three-dimensional displacement response of the foundation under different frequencies of three-dimensional seismic waves is obtained by simulating the seismic response of the site under different frequencies of three-dimensional seismic waves, according to the first three-dimensional displacement response and the first three-dimensional stress response of the site under different frequencies of three-dimensional seismic waves, and the foundation model. Specifically, this includes:

[0026] Based on the indirect boundary element method and the principle of virtual work, the seismic response is calculated according to the stiffness matrix and shape function of the foundation, as well as the first three-dimensional displacement response and the first three-dimensional stress response of the site under three-dimensional seismic waves of different frequencies. The fourth three-dimensional displacement response of the site under three-dimensional seismic waves of different frequencies is obtained without considering the mass of the foundation and the steel structure of the substation.

[0027] Based on d'Alembert's principle, seismic response calculations are performed using the mass matrix of the substation steel structure and the foundation, the stiffness matrix of the foundation, and the fourth three-dimensional displacement response of the site under three-dimensional seismic waves of different frequencies. This yields the fifth three-dimensional displacement response of the site under three-dimensional seismic waves of different frequencies, taking into account the mass of the foundation and the substation steel structure.

[0028] The third three-dimensional displacement response of the foundation under three-dimensional seismic waves of different frequencies is obtained by summing the fourth and fifth three-dimensional displacement responses.

[0029] Furthermore, based on the structural motion equations of the substation steel structure, and according to the third three-dimensional displacement response and the substation steel structure model, a seismic response simulation is performed to obtain the second three-dimensional displacement response of the substation steel structure under three-dimensional seismic waves of different frequencies, specifically including:

[0030] Based on the substation steel structure model and the foundation's third three-dimensional displacement response under three-dimensional seismic waves of different frequencies, the seismic response was calculated to obtain the sixth three-dimensional displacement response of the substation steel structure column top.

[0031] Based on the structural motion equations, seismic response simulations were performed using the sixth three-dimensional displacement response and the substation steel structure model to obtain the second three-dimensional displacement response of any location of the substation steel structure under three-dimensional seismic waves of different frequencies.

[0032] Furthermore, a triaxial accelerometer has been installed on the steel structure of the substation, and the triaxial accelerometer is used to acquire the acceleration signal of the steel structure of the substation in real time.

[0033] The real-time acquisition of the target displacement response of the substation steel structure specifically includes:

[0034] The acceleration signals collected by the triaxial accelerometer are acquired in real time;

[0035] The target displacement response of the substation steel structure is obtained by performing two integration operations on the acceleration signal.

[0036] To achieve the above objectives, a second aspect of this application provides a seismic risk early warning device for steel structures in substations, the device comprising:

[0037] The model building unit is used to build a foundation soil-substation steel structure model and a semi-space site model based on the obtained structural parameters of the substation steel structure and the structural parameters of the site where the substation steel structure is located. The semi-space site model is used to simulate the dynamic response of the site, and the foundation soil-substation steel structure model is used to simulate the interaction between the foundation soil and the substation steel structure.

[0038] The response analysis unit is used for the indirect boundary element method to simulate the seismic response based on the half-space site model and the foundation soil-substation steel structure model, and to determine the risk level warning table, wherein the risk level warning table includes the displacement response of the substation steel structure under different seismic risk levels.

[0039] The risk warning unit is used to acquire the target displacement response of the substation steel structure in real time.

[0040] Based on the analysis of the target displacement response and the risk level warning table, the seismic risk level of the current substation steel structure is determined.

[0041] To achieve the above objectives, a third aspect of this application provides a computer-readable storage medium storing a computer program that, when executed by a processor, causes the processor to perform the steps of the method described in the first aspect.

[0042] To achieve the above objectives, a fourth aspect of this application provides a computer device including a memory and a processor, wherein the memory stores a computer program, and when the computer program is executed by the processor, the processor performs the steps of the method described in the first aspect.

[0043] The embodiments of the present invention have the following beneficial effects:

[0044] This invention proposes a method for earthquake risk early warning of substation steel structures. The method includes: constructing a soil-substation steel structure model and a semi-spatial site model based on the obtained structural parameters of the substation steel structure and the site where the substation steel structure is located; simulating the dynamic response of the site using the semi-spatial site model and simulating the interaction between the soil and the substation steel structure using the indirect boundary element method; performing earthquake response simulation based on the semi-spatial site model and the soil-substation steel structure model to determine a risk level early warning table, which includes the displacement response of the substation steel structure under different earthquake risk levels; acquiring the target displacement response of the substation steel structure in real time; and analyzing the target displacement response and the risk level early warning table to determine the current earthquake risk level of the substation steel structure. This invention is based on the indirect boundary element method. It uses a half-space site model and a foundation soil-substation steel structure model to simulate and calculate the displacement response of substation steel structures under different seismic risk levels. It can automatically satisfy the infinite boundary conditions, reduce the problem dimension, and improve the solution accuracy, thereby obtaining a more accurate seismic response of substation steel structures. In turn, it can accurately monitor the risk level of substation steel structures. Attached Figure Description

[0045] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0046] in:

[0047] Figure 1 This is a flowchart illustrating the earthquake risk early warning method for substation steel structures in an embodiment of the present invention.

[0048] Figure 2 This is a schematic diagram of multiple models in an embodiment of the present invention;

[0049] Figure 3 This is a schematic diagram of multi-model decomposition in an embodiment of the present invention;

[0050] Figure 4 This is a structural block diagram of the substation steel structure earthquake risk early warning device in an embodiment of the present invention;

[0051] Figure 5 This is an internal structural diagram of a computer device in an embodiment of the present invention. Detailed Implementation

[0052] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0053] To accurately determine the post-earthquake condition of substation steel structures, this invention proposes a method for early warning of seismic risks in substation steel structures. Please refer to [link to relevant documentation]. Figure 1 , Figure 1 This is a flowchart illustrating the earthquake risk early warning method for substation steel structures according to an embodiment of the present invention. The method includes:

[0054] Step 100: Based on the obtained structural parameters of the substation steel structure and the structural parameters of the site where the substation steel structure is located, construct a foundation soil-substation steel structure model and a semi-space site model. The semi-space site model is used to simulate the dynamic response of the site, and the foundation soil-substation steel structure model is used to simulate the interaction between the foundation soil and the substation steel structure.

[0055] First, obtain the structural parameters of the substation steel structure that requires risk warning, such as the height, span, mass, natural frequency, damping ratio, shear wave velocity, density, and single column strength of the substation steel structure. x Xianghe y The bending stiffness, radius and mass of the foundation, etc., are required; in addition, the structural parameters of the site where the steel structure of the substation is located, such as soil thickness, elastic constant, compression wave velocity, shear wave velocity, mass density and damping ratio, etc., also need to be obtained.

[0056] Secondly, based on the obtained structural parameters, a half-space site model for the dynamic response of the site and a soil-substation steel structure model for simulating the interaction between the foundation soil and the substation steel structure are constructed to facilitate the simulation and analysis of the post-earthquake response of the substation steel structure based on the constructed half-space site model and soil-substation steel structure model.

[0057] By constructing a foundation soil-substation steel structure model and a semi-space site model, the dynamic interaction between the foundation soil and the structure is comprehensively analyzed. Detailed structural and site parameter inputs make the model closer to reality and provide accurate data support for subsequent seismic response analysis.

[0058] Step 200: Based on the indirect boundary element method, conduct seismic response simulation according to the half-space site model and the foundation soil-substation steel structure model, and determine the risk level early warning table. The risk level early warning table includes the displacement response of the substation steel structure under different seismic risk levels.

[0059] The indirect boundary element method (IBEM) uses wave functions or Green's functions as fundamental solutions, automatically satisfying boundary conditions at infinity and achieving high solution accuracy. During calculation, only elements at the interface between the foundation and the soil need to be discretized, reducing the problem's dimensionality. Therefore, this embodiment proposes a three-dimensional seismic response analysis method for substation steel structures based on the principles of the indirect boundary element method, aiming to improve the accuracy of structural response calculations.

[0060] This embodiment uses the indirect boundary element method to simulate the seismic response of the substation steel structure based on a half-space site model and a foundation soil-substation steel structure model. It can simulate the displacement response of the substation steel structure under different seismic risk levels, and construct a risk level early warning table based on the obtained displacement response to provide a basis for subsequent risk level judgment.

[0061] Step 300: Obtain the target displacement response of the substation steel structure in real time.

[0062] To monitor the seismic response risk level of the substation steel structure in real time, this embodiment acquires the displacement response of the substation steel structure in real time as the target displacement response, and determines the current seismic risk level of the substation steel structure based on the target displacement response.

[0063] Step 400: Analyze the target displacement response and risk level warning table to determine the seismic risk level of the current substation steel structure.

[0064] In this embodiment, after obtaining the target displacement response, the earthquake risk level corresponding to the target displacement response is searched in the risk level warning table to issue warnings based on different earthquake risk levels, and then different levels of countermeasures are taken to ensure the safe operation of the substation steel structure.

[0065] This invention, based on the indirect boundary element method, uses a half-space site model and a foundation soil-substation steel structure model to simulate and calculate the displacement response of substation steel structures under different seismic risk levels. It can automatically satisfy the infinite boundary conditions, reduce the problem dimensionality, and improve the solution accuracy, thereby obtaining a more accurate seismic response of the substation steel structure and enabling accurate monitoring of the risk level of the substation steel structure.

[0066] In one embodiment of the present invention, step 100, constructing a foundation soil-substation steel structure model and a semi-space site model based on the obtained structural parameters of the substation steel structure and the site where the substation steel structure is located, specifically includes:

[0067] The semi-spatial site model includes bedrock and multiple overlying soil layers for reference. Figure 2 and Figure 3 , Figure 2 This is a schematic diagram of multiple models in an embodiment of the present invention. Figure 3 This is a schematic diagram of multi-model decomposition in an embodiment of the present invention, where the thickness of the multiple overburden layers is... D Each soil layer is a transversely isotropic medium, and each soil layer contains corresponding elastic constants (e.g., C 11 , C 13 , C 33 , C 44 , C 66 ), compressed wave speed α Shear wave velocity β Mass density ρ Damping ratio ξ .

[0068] The foundation-substation steel structure model includes a foundation model and a substation steel structure model. The foundation model contains two semi-circular rigid foundations, each with a radius of [radius value missing]. a Quality is M 0. The structural height of the substation steel structure model is H , span is L Quality is M frame The natural frequency is ω frame Damping ratio is ξ frame Single column in x Xianghe y The bending stiffnesses in the directions are respectively K cx and K cy .

[0069] In one embodiment of the present invention, step 200, based on the indirect boundary element method, involves performing seismic response simulation using a half-space site model and a foundation soil-substation steel structure model to determine a risk level early warning table, specifically including:

[0070] Step 210: Based on the direct stiffness method, simulate the field displacement response using three-dimensional seismic waves of different frequencies and a half-space site model to obtain the first three-dimensional displacement response and the first three-dimensional stress response of the site under three-dimensional seismic waves of different frequencies.

[0071] In one embodiment, the semi-spatial site model includes bedrock and multiple overburden layers; the bedrock beneath the site has an infinite thickness, and the site itself is the overburden layer with a thickness of [missing information]. D Three-dimensional seismic waves are incident at the interface between bedrock and soil layers, and... x axis,y axis, z The shafts are respectively θ x horn, θ y horn, θ z Angle, angular frequency is ω. Based on this, Step 210 specifically includes:

[0072] Step 211: Construct the stiffness matrix of the bedrock and each overlying soil layer based on the stress and displacement equations of the bedrock and each overlying soil layer.

[0073] Specifically, when three-dimensional seismic waves are incident, the stiffness matrix of the bedrock and each overlying soil layer is constructed based on the in-layer stress and displacement equations of the bedrock and each overlying soil layer.

[0074] In one embodiment, based on the principles of elasticity, a three-dimensional wave equation is established for the bedrock and each soil layer to describe the displacement and stress relationship caused by seismic waves. Using the finite element method or finite difference method, the continuous soil mass is discretized into a finite number of elements, facilitating numerical calculations and matrix construction. Based on the material properties (elastic modulus, Poisson's ratio, etc.) and geometric parameters of the soil, a local stiffness matrix is ​​calculated for each element to reflect its mechanical behavior. By considering the connectivity and boundary conditions between elements, the local stiffness matrices of all elements are assembled into a global stiffness matrix to characterize the mechanical properties of the entire soil system.

[0075] Step 212: Integrate the stiffness matrices of the bedrock and each overlying soil layer to obtain the three-dimensional dynamic stiffness matrix of the layered half-space site.

[0076] Specifically, after obtaining the stiffness matrices of the bedrock and each overlying soil layer, all stiffness matrices are integrated to obtain the three-dimensional dynamic stiffness matrix of the layered half-space site. D ] P-SV-SH .

[0077] Step 213: Obtain the load matrix of the site when three-dimensional seismic waves of different frequencies are incident on the interface between the bedrock and the overlying soil layer. The load matrix includes the loads of the bedrock and each layer of overlying soil.

[0078] Specifically, the load matrix at the interface of each sublayer is solved when a three-dimensional seismic wave is incident. Q ]={0, 0,…, 0, Q R} T In addition to the load at the bedrock, Q R Apart from this, the loads at the interfaces of other sub-layers are all 0, with the load at the bedrock being... Q RThe expression is:

[0079] Q R =[D R ] v R

[0080] In the formula, [D R [ ] represents the stiffness matrix of the bedrock. v R This represents the displacement amplitude of the bedrock surface when a three-dimensional seismic wave is incident, and this displacement amplitude can be obtained directly.

[0081] Step 214: Based on the direct stiffness method, displacement and stress are calculated according to the load matrix and the three-dimensional dynamic stiffness matrix to obtain the first three-dimensional displacement response and the first three-dimensional stress response of different sub-layers in the site under three-dimensional seismic waves of different frequencies.

[0082] Specifically, the displacement at the interface of each sublayer is calculated using the direct stiffness method. The following formula can be used as a reference:

[0083] [ Q ]=[ D ] P-SV-SH [ U ]

[0084] In the formula, [ Q ] is the load matrix, [ D ] P-SV-SH For the three-dimensional dynamic stiffness matrix, [ U [ ] represents the displacement at the interface of each sublayer. Where:

[0085] [ U ] ={ u 1, u 2,…, u N+1 , v 1, v 2,…, v N+1 , w 1, w 2,…, w N+1} T

[0086] In the formula, u i For the first i Sublayer interface x Displacement, u N+1 The interface of bedrock layers x Displacement, v i For the firsti Sublayer interface y Displacement, v N+1 The interface of bedrock layers y Displacement, w i For the first i Sublayer interface z Displacement, w N+1 The interface of bedrock layers z Displacement.

[0087] After determining the three-dimensional displacement at the interface of each sub-layer, the wave equation and stress-strain relationship of each sub-layer can be used to solve for the displacement of the first sub-layer in the site. l First three-dimensional displacement response at any point in the sublayer U f ( x , y , z ) and the first three-dimensional stress response T f ( x, y, z ).

[0088] Step 220: Based on the indirect boundary element method, the displacement response is simulated according to the first three-dimensional displacement response and the first three-dimensional stress response of the site, as well as the foundation soil-substation steel structure model, to obtain the second three-dimensional displacement response of the substation steel structure under three-dimensional seismic waves of different frequencies.

[0089] In one embodiment, the foundation soil-substation steel structure model includes a foundation model and a substation steel structure model. The foundation model is used to simulate the dynamic response of the foundation. The foundation is used to withstand three-dimensional seismic waves from the site and transfer all loads to the substation steel structure above. The foundation and the column bases of the substation steel structure are rigidly connected, without relative displacement, and the displacement continuity condition and stress continuity condition are satisfied at the foundation boundary. Based on this, Step 220 specifically includes:

[0090] Step 221: Based on the indirect boundary element method, the seismic response simulation is performed on the site under three-dimensional seismic waves of different frequencies and the first three-dimensional displacement response and the first three-dimensional stress response under three-dimensional seismic waves of different frequencies, as well as the foundation model, to obtain the third three-dimensional displacement response of the foundation under three-dimensional seismic waves of different frequencies.

[0091] In one embodiment, the indirect boundary element method is used, combined with the principle of virtual work and d'Alembert's principle, to solve for the first three-dimensional displacement response and the first three-dimensional stress response of the site under three-dimensional seismic waves of different frequencies.

[0092] Specifically, Step 221 includes:

[0093] A1. Based on the indirect boundary element method and the principle of virtual work, the seismic response is calculated according to the stiffness matrix and shape function of the foundation, as well as the first three-dimensional displacement response and the first three-dimensional stress response of the site under three-dimensional seismic waves of different frequencies. The fourth three-dimensional displacement response of the site under three-dimensional seismic waves of different frequencies is obtained without considering the mass of the foundation and the steel structure of the substation.

[0094] In this embodiment, firstly, based on the indirect boundary element method and the continuity condition of the foundation boundary, the stiffness matrix [K] of the foundation can be solved. The specific steps for obtaining the stiffness matrix of the foundation are as follows:

[0095] Let the displacements generated by the two basic systems be:

[0096] Δ={Δ x Г1 , aφ y Г1 ,Δ y Г1 , aφ x Г1 ,Δ z Г1 , aφ z Г1 , Δ x Г2 , aφ y Г2 ,Δ y Г2 , aφ x Г2 ,Δ z Г2 , aφ z Г2} T

[0097] Where, Δ x Г1 Δ y Г1 Δ z Г1 They represent the first basic boundary. x , y , z displacement response in the direction, φ x Г1 , φ y Г1 , φ z Г1 They represent the first basic winding.x , y , z The rotation angle of the axis, Δ x Г2 Δ y Г2 Δ z Г2 They represent the second basic boundary. x , y , z The response to φ x Г2 , φ y Г2 , φ z Г2 They represent the second basic winding. x , y , z The rotation angle of the axis.

[0098] Any point on the basic boundary ( x , y , z Displacement in the three coordinate axes of ) U ( x , y , z This can be represented as:

[0099]

[0100] In the formula, Ω j ( x , y , z ) is the first j The basic shape function, where Δ is the site response.

[0101] The first foundation Second basic boundary Discretize into 2 respectively N Each unit applies a virtual load to its foundation boundary. p l , q l and r l ( l =1, 2, …, 4 N Let the virtual load vector be {P} = { p 1, p 2,…, p 4N , q 1, q 2,…, q4N , r 1, r 2,…, r 4N} T Under the action of virtual load, the displacement and stress at any point in the site are as follows:

[0102]

[0103] In the formula, g U ( x , y , z )and g T ( x , y , z The Green's functions for displacement and stress are given by , respectively. Based on the displacement continuity condition on the rigid foundation boundary, we can obtain:

[0104] [ g U ( x , y , z )]P=[Ω j ( x , y , z )]Δ( x , y , z )∈Г j ( j =1,2)

[0105] For linear systems, we have:

[0106] [ g U ( x , y , z )][Λ]Δ=[Ω j ( x , y , z )]Δ( x , y , z )∈Г j ( j =1,2)

[0107] In the formula, [Λ] represents the virtual load, which is 12 N A 12 × matrix, representing the displacement of the first and second foundations when they each produce a unit displacement. l The virtual load generated on the element. Substituting the above equation into the stress expression, we get:

[0108] T ( x , y , z )=[ g T ( x , y , z )][Λ]Δ( x , y , z )∈Г

[0109] The net external force acting on the foundation is:

[0110] F j =∫ Гj [Ω j ( x , y , z )] T T ( x , y , z ) dS j =∫ Гj [Ω j ( x , y , z )] T [ g T ( x , y , z )][Λ]ΔdS j ( j =1,2)

[0111] The foundation stiffness [K] 12×12 for:

[0112] [K]=∫ Гj [Ω j ( x , y , z )] T [ g T ( x , y , z )][Λ]dS j ( j =1,2)

[0113] Secondly, based on the principle of virtual work, and according to the stiffness matrix and shape function of the foundation, as well as the first three-dimensional displacement response and the first three-dimensional stress response of the site under three-dimensional seismic waves of different frequencies, the fourth three-dimensional displacement response Δ1, without considering the mass of the foundation and structure, is calculated. The fourth three-dimensional displacement response is specifically obtained by the following formula:

[0114] [Δ1 Гj ]=[K] -1 ∫ Гj {([ g T ( x , y , z )][Λ]) T [ U f ( x , y , z )]-[Ω j ( x , y , z )] T [ T f ( x , y , z )]}dS j ( j =1,2)

[0115] In the formula, Δ1 Гj For the first j The fourth three-dimensional displacement response of the basic boundary, [K] is the basic stiffness matrix, Γ j For the first j The interface between the foundation and the soil. U f ( x , y , z )and T f ( x , y , z ) represent the free field displacement and stress on the foundation boundary under the action of three-dimensional seismic waves, respectively, where [Λ] is the virtual load, and Ω is the free field displacement and stress on the foundation boundary. j (x,y,z) is the... j Basic shape functions.

[0116] A2. Based on d'Alembert's principle, seismic response calculations are performed using the mass matrix of the substation steel structure and foundation, the stiffness matrix of the foundation, and the fourth three-dimensional displacement response of the site under three-dimensional seismic waves at different frequencies. This yields the fifth three-dimensional displacement response of the site under three-dimensional seismic waves at different frequencies, taking into account the mass of the foundation and the substation steel structure.

[0117] In this embodiment, based on d'Alembert's principle, and according to the mass matrix of the substation steel structure and foundation, the stiffness matrix of the foundation, and the fourth three-dimensional displacement response of the site under three-dimensional seismic waves of different frequencies, the fifth three-dimensional displacement response Δ2 of the site under three-dimensional seismic waves of different frequencies is calculated when the structural columns of the substation steel structure satisfy the small deformation assumption. The fifth three-dimensional displacement response is obtained by the following formula:

[0118]

[0119] That is:

[0120]

[0121] In the formula, Δ2 Гj For the first j The fifth three-dimensional displacement response of the basic boundary. For the identity matrix, [M eq [M] is the structural equivalent mass matrix. eq ]=[M0]+[M b ], where [M b [M0] represents the structural mass matrix of the substation steel structure, with [M0] being the basic mass matrix. The frequency of the incident three-dimensional seismic wave is given.

[0122] A3. Summing the fourth and fifth three-dimensional displacement responses yields the third three-dimensional displacement response of the foundation under three-dimensional seismic waves of different frequencies.

[0123] In this embodiment, the third three-dimensional displacement response of each foundation under three-dimensional seismic waves of different frequencies is the sum of the fourth three-dimensional displacement response and the fifth three-dimensional displacement, i.e., Δ=Δ1+Δ2.

[0124] Step 222: Based on the structural motion equation of the substation steel structure, the seismic response simulation is carried out according to the third three-dimensional displacement response and the substation steel structure model to obtain the second three-dimensional displacement response of the substation steel structure under three-dimensional seismic waves of different frequencies.

[0125] In one embodiment, the structural response of the substation steel structure is solved based on the structural motion equation of the substation steel structure, specifically including:

[0126] B1. Based on the substation steel structure model and foundation, the third three-dimensional displacement response under three-dimensional seismic waves of different frequencies is calculated to obtain the sixth three-dimensional displacement response of the substation steel structure column top.

[0127] After obtaining the third three-dimensional displacement response Δ of the foundation under three-dimensional seismic waves of different frequencies, the displacement at the top of the steel structure column of the substation is calculated. Then, using the continuity condition that the displacement at the beam end is equal to the displacement at the top of the column, the displacement at any point on the steel structure beam of the substation is calculated.

[0128] Specifically, firstly, let Where i is an imaginary number, ξ frame for

[0129] Damping ratio of substation steel structure ω frame The natural frequency of the steel structure of the substation. ω The frequency of the incident three-dimensional seismic wave is given.

[0130] Secondly, the sixth three-dimensional displacement response Δ at the top of the columns at both ends of the substation steel structure. b The relationship between the third three-dimensional displacement response Δ of the foundation under three-dimensional seismic waves of different frequencies is as follows:

[0131]

[0132] In the formula, , and The column tops at the j-th foundation end are respectively x Towards, y Xianghe z The response in the direction, the three constitute the sixth three-dimensional displacement response. , and These represent the j-th basic boundary at... x Towards, y Xianghe z The response of the three elements constitutes the third three-dimensional displacement response Δ. , and The first j Basic winding x axis, y shaft and z The rotation angle of the shaft; , These are the angles of the column top relative to the corresponding foundation. , and They are respectively the top of the column x axis, y shaft and z The rotation angle of the axis, H This refers to the height of the steel structure of the substation.

[0133] B2. Based on the structural motion equation, the seismic response was simulated according to the sixth three-dimensional displacement response and the substation steel structure model to obtain the second three-dimensional displacement response of any position of the substation steel structure under three-dimensional seismic waves of different frequencies.

[0134] In this embodiment, an Euler-Bernoulli beam is used. x Solving for the x-direction displacement in the second three-dimensional displacement response using the displacement motion equations specifically includes:

[0135]

[0136] In the formula, The x-axis displacement represents the second three-dimensional displacement response at any position x in the substation steel structure. k b Let the shear wave number of the beam be . k b = ω / β frame This differential equation can be solved using the continuity condition that the displacement at the beam end equals the displacement at the top of the column.

[0137] Meanwhile, the equations of motion for the rigid beam satisfy the displacement compatibility relationship, which holds at both ends of the beam as follows:

[0138]

[0139] The displacement at any point on the beam is:

[0140]

[0141] For Euler-Bernoulli beams, y Xianghe z The displacement satisfies the equation of motion:

[0142]

[0143] In the formula, The z-direction displacement represents the second three-dimensional displacement response at any position x of the substation steel structure. A It is a constant. EI This refers to the bending stiffness of the structural beam.

[0144] Meanwhile, the equations of motion for the rigid beam satisfy the displacement compatibility relationship, and the two ends of the beam... y Displacement satisfy:

[0145]

[0146] both ends of the beam z The displacement satisfies:

[0147]

[0148] By utilizing the continuity condition that the displacement at the beam end equals the displacement at the top of the column, the displacement of any point on the beam can be calculated.

[0149] Step 230: Using the peak ground acceleration of the earthquake as a variable, conduct parametric analysis based on the second and third-dimensional displacement responses of the substation steel structure under three-dimensional seismic waves of different frequencies to determine the second and third-dimensional displacement responses of the substation steel structure corresponding to different seismic risk levels. The second and third-dimensional displacement responses of the substation steel structure corresponding to different seismic risk levels constitute a risk level early warning table.

[0150] In this embodiment, different risk levels are defined for the substation steel structure, such as four risk levels: R1 low risk, R2 low-to-medium risk, R3 medium-to-high risk, and R4 high risk. Different risk levels correspond to different frequencies and / or different ranges of peak ground acceleration (PGA). Parametric analysis is performed using PGA as the variable to determine the vertical displacement of the substation steel structure corresponding to each seismic risk level. u z limit value u z1 , u z2 , u z3 , u z4 A risk level early warning table is constructed based on the limit values ​​of vertical displacement of the substation steel structure under each risk level, so as to determine the current seismic risk level of the substation steel structure based on the risk level early warning table.

[0151] In one embodiment of the present invention, a triaxial accelerometer has been installed on the steel structure of the substation. The triaxial accelerometer is used to acquire the acceleration signal of the steel structure of the substation in real time. Based on this, step 300, acquiring the target displacement response of the steel structure of the substation in real time, specifically includes: acquiring the acceleration signal collected by the triaxial accelerometer in real time; performing two integration operations on the acceleration signal to obtain the target displacement response of the steel structure of the substation.

[0152] In this embodiment, a triaxial accelerometer is deployed to monitor the operating status of the substation steel structure in real time, and the vertical displacement of the steel structure is quickly extracted based on edge computing.

[0153] Specifically, triaxial accelerometers are installed at the column tops and mid-span of the substation steel structure to monitor the operating status of the substation steel structure and collect acceleration signals in real time. The acceleration signals are preprocessed to remove high-frequency noise from the sensor data, resulting in denoised acceleration signals. The acceleration signals are then converted into displacement signals through two integrations, and a high-pass filter is used to remove low-frequency drift components, yielding a more accurate target displacement response of the substation steel structure.

[0154] In one embodiment of the present invention, a seismic risk early warning device for steel structures in substations is proposed, which can be referred to. Figure 4 , Figure 4 This is a structural block diagram of the substation steel structure earthquake risk early warning device according to an embodiment of the present invention. The device includes:

[0155] Model building unit 401 is used to build a foundation soil-substation steel structure model and a semi-space site model based on the obtained structural parameters of the substation steel structure and the structural parameters of the site where the substation steel structure is located. The semi-space site model is used to simulate the dynamic response of the site, and the foundation soil-substation steel structure model is used to simulate the interaction between the foundation soil and the substation steel structure.

[0156] The response analysis unit 402 is used for the indirect boundary element method to simulate the seismic response based on the half-space site model and the foundation soil-substation steel structure model, and to determine the risk level warning table. The risk level warning table includes the displacement response of the substation steel structure under different seismic risk levels.

[0157] Risk warning unit 403 is used to acquire the target displacement response of the substation steel structure in real time; and to determine the current seismic risk level of the substation steel structure by analyzing the target displacement response and the risk level warning table.

[0158] The substation steel structure seismic risk early warning device proposed in this invention is based on the indirect boundary element method. It simulates and calculates the displacement response of the substation steel structure under different seismic risk levels according to the half-space site model and the foundation soil-substation steel structure model. It can automatically satisfy the infinite boundary condition, reduce the problem dimension, improve the solution accuracy, and thus obtain a more accurate seismic response of the substation steel structure, thereby enabling accurate monitoring of the risk level of the substation steel structure.

[0159] Figure 5 An internal structural diagram of a computer device according to one embodiment of the present invention is shown. This computer device can specifically be a terminal or a system. Figure 5 As shown, the computer device includes a processor, memory, and network interface connected via a system bus. The memory includes a non-volatile storage medium and internal memory. The non-volatile storage medium stores an operating system and may also store a computer program. When executed by the processor, this computer program causes the processor to perform the steps in the above-described method embodiments. The internal memory may also store a computer program, which, when executed by the processor, causes the processor to perform the steps in the above-described method embodiments. Those skilled in the art will understand that... Figure 5The structure shown is merely a block diagram of a portion of the structure related to the present application and does not constitute a limitation on the computer device to which the present application is applied. Specific computer devices may include more or fewer components than those shown in the figure, or combine certain components, or have different component arrangements.

[0160] In one embodiment, a computer device is provided, including a memory and a processor, the memory storing a computer program that, when executed by the processor, causes the processor to perform the steps in the above method embodiments.

[0161] In one embodiment, a computer-readable storage medium is provided storing a computer program that, when executed by a processor, causes the processor to perform the steps in the above method embodiments.

[0162] Those skilled in the art will understand that all or part of the processes in the above embodiments can be implemented by a computer program instructing related hardware. The program can be stored in a non-volatile computer-readable storage medium, and when executed, it can include the processes of the embodiments described above. Any references to memory, storage, databases, or other media used in the embodiments provided in this application can include non-volatile and / or volatile memory. Non-volatile memory can include read-only memory (ROM), programmable ROM (PROM), electrically programmable ROM (EPROM), electrically erasable programmable ROM (EEPROM), or flash memory. Volatile memory can include random access memory (RAM) or external cache memory. By way of illustration and not limitation, RAM is available in various forms, such as static RAM (SRAM), dynamic RAM (DRAM), synchronous DRAM (SDRAM), dual data rate SDRAM (DDRSDRAM), enhanced SDRAM (ESDRAM), synchronous link DRAM (SLDRAM), RAMbus direct RAM (RDRAM), direct memory bus dynamic RAM (DRDRAM), and RAMbus dynamic RAM (RDRAM), etc.

[0163] The technical features of the above embodiments can be combined in any way. For the sake of brevity, not all possible combinations of the technical features in the above embodiments are described. However, as long as there is no contradiction in the combination of these technical features, they should be considered to be within the scope of this specification.

[0164] The embodiments described above are merely illustrative of several implementation methods of this application, and while the descriptions are specific and detailed, they should not be construed as limiting the scope of this patent application. It should be noted that those skilled in the art can make various modifications and improvements without departing from the concept of this application, and these all fall within the protection scope of this application. Therefore, the protection scope of this patent application should be determined by the appended claims.

Claims

1. A method for early warning of seismic risk in steel structures of substations, characterized in that, The method includes: Based on the obtained structural parameters of the substation steel structure and the structural parameters of the site where the substation steel structure is located, a foundation soil-substation steel structure model and a semi-space site model are constructed. The semi-space site model is used to simulate the dynamic response of the site, and the foundation soil-substation steel structure model is used to simulate the interaction between the foundation soil and the substation steel structure. Based on the indirect boundary element method, seismic response simulation is performed according to the semi-space site model and the foundation soil-substation steel structure model to determine a risk level early warning table, wherein the risk level early warning table includes the displacement response of the substation steel structure under different seismic risk levels. Real-time acquisition of the target displacement response of the substation steel structure; Based on the analysis of the target displacement response and the risk level warning table, the current seismic risk level of the substation steel structure is determined. Specifically, the seismic response simulation based on the indirect boundary element method, using the semi-space site model and the foundation soil-substation steel structure model, and the determination of a risk level early warning table, includes: Based on the direct stiffness method, field displacement response simulation is performed using three-dimensional seismic waves of different frequencies and the half-space site model to obtain the first three-dimensional displacement response and the first three-dimensional stress response of the site under three-dimensional seismic waves of different frequencies. Based on the indirect boundary element method, displacement response simulation is performed on the first three-dimensional displacement response and the first three-dimensional stress response of the site, as well as the foundation soil-substation steel structure model, to obtain the second three-dimensional displacement response of the substation steel structure under three-dimensional seismic waves of different frequencies. Using peak ground acceleration as a variable, parametric analysis is conducted on the second and third-dimensional displacement responses of the substation steel structure under three-dimensional seismic waves of different frequencies to determine the second and third-dimensional displacement responses of the substation steel structure corresponding to different seismic risk levels. The second and third-dimensional displacement responses of the substation steel structure corresponding to different seismic risk levels constitute a risk level early warning table.

2. The method as described in claim 1, characterized in that, The semi-space site model includes bedrock and multiple layers of overlying soil. The method based on direct stiffness simulates the field displacement response using three-dimensional seismic waves of different frequencies and the half-space site model, obtaining the first three-dimensional displacement response and the first three-dimensional stress response of the site under three-dimensional seismic waves of different frequencies. Specifically, this includes: Based on the stress and displacement equations of the bedrock and each of the overlying soil layers, construct the stiffness matrix of the bedrock and each of the overlying soil layers. By integrating the stiffness matrices of the bedrock and each of the overlying soil layers, a three-dimensional dynamic stiffness matrix of the layered half-space site is obtained. Obtain the load matrix of the site when three-dimensional seismic waves of different frequencies are incident at the interface between the bedrock and the overlying soil layer, wherein the load matrix includes the loads of the bedrock and each layer of the overlying soil layer; Based on the direct stiffness method, displacement and stress are calculated according to the load matrix and the three-dimensional dynamic stiffness matrix to obtain the first three-dimensional displacement response and the first three-dimensional stress response of different sub-layers in the site under three-dimensional seismic waves of different frequencies.

3. The method as described in claim 1, characterized in that, The foundation soil-substation steel structure model includes a foundation model and a substation steel structure model. The foundation model is used to simulate the dynamic response of the foundation. The foundation is used to withstand the three-dimensional seismic waves of the site and transfer all the load to the substation steel structure above. The foundation is rigidly connected to the column base of the substation steel structure. The method based on the indirect boundary element method, using the first three-dimensional displacement response and the first three-dimensional stress response of the site, and the displacement response simulation of the foundation soil-substation steel structure model, yields the second three-dimensional displacement response of the substation steel structure under three-dimensional seismic waves of different frequencies. Specifically, this includes: Based on the indirect boundary element method, the third three-dimensional displacement response of the foundation under three-dimensional seismic waves of different frequencies is obtained by simulating the seismic response of the site under three-dimensional seismic waves of different frequencies, according to the first three-dimensional displacement response and the first three-dimensional stress response of the site under three-dimensional seismic waves of different frequencies, and the foundation model. Based on the structural motion equations of the substation steel structure, seismic response simulation is performed according to the third three-dimensional displacement response and the substation steel structure model to obtain the second three-dimensional displacement response of the substation steel structure under three-dimensional seismic waves of different frequencies.

4. The method as described in claim 3, characterized in that, The method based on the indirect boundary element method simulates the seismic response of the foundation under different frequencies of three-dimensional seismic waves by simulating the first three-dimensional displacement response and the first three-dimensional stress response of the site under different frequencies of three-dimensional seismic waves, and the foundation model. Specifically, this includes: Based on the indirect boundary element method and the principle of virtual work, the seismic response is calculated according to the stiffness matrix and shape function of the foundation, as well as the first three-dimensional displacement response and the first three-dimensional stress response of the site under three-dimensional seismic waves of different frequencies. The fourth three-dimensional displacement response of the site under three-dimensional seismic waves of different frequencies is obtained without considering the mass of the foundation and the steel structure of the substation. Based on d'Alembert's principle, seismic response calculations are performed using the mass matrix of the substation steel structure and the foundation, the stiffness matrix of the foundation, and the fourth three-dimensional displacement response of the site under three-dimensional seismic waves of different frequencies. This yields the fifth three-dimensional displacement response of the site under three-dimensional seismic waves of different frequencies, taking into account the mass of the foundation and the substation steel structure. The third three-dimensional displacement response of the foundation under three-dimensional seismic waves of different frequencies is obtained by summing the fourth and fifth three-dimensional displacement responses.

5. The method as described in claim 3, characterized in that, Based on the structural motion equations of the substation steel structure, and according to the third three-dimensional displacement response and the substation steel structure model, seismic response simulation is performed to obtain the second three-dimensional displacement response of the substation steel structure under three-dimensional seismic waves of different frequencies, specifically including: Based on the substation steel structure model and the foundation's third three-dimensional displacement response under three-dimensional seismic waves of different frequencies, the seismic response was calculated to obtain the sixth three-dimensional displacement response of the substation steel structure column top. Based on the structural motion equations, seismic response simulations were performed using the sixth three-dimensional displacement response and the substation steel structure model to obtain the second three-dimensional displacement response of any location of the substation steel structure under three-dimensional seismic waves of different frequencies.

6. The method as described in claim 1, characterized in that, A triaxial accelerometer has been installed on the steel structure of the substation. The triaxial accelerometer is used to acquire the acceleration signal of the steel structure of the substation in real time. The real-time acquisition of the target displacement response of the substation steel structure specifically includes: The acceleration signals collected by the triaxial accelerometer are acquired in real time; The target displacement response of the substation steel structure is obtained by performing two integration operations on the acceleration signal.

7. A seismic risk early warning device for steel structures in substations, characterized in that, The device includes: The model building unit is used to build a foundation soil-substation steel structure model and a semi-space site model based on the obtained structural parameters of the substation steel structure and the structural parameters of the site where the substation steel structure is located. The semi-space site model is used to simulate the dynamic response of the site, and the foundation soil-substation steel structure model is used to simulate the interaction between the foundation soil and the substation steel structure. The response analysis unit is used to simulate the seismic response based on the indirect boundary element method, according to the half-space site model and the foundation soil-substation steel structure model, and to determine the risk level warning table, wherein the risk level warning table includes the displacement response of the substation steel structure under different seismic risk levels. The risk warning unit is used to acquire the target displacement response of the substation steel structure in real time. Based on the analysis of the target displacement response and the risk level warning table, the current seismic risk level of the substation steel structure is determined. The response analysis unit is used to simulate the field displacement response based on the direct stiffness method, according to three-dimensional seismic waves of different frequencies and the half-space site model, to obtain the first three-dimensional displacement response and the first three-dimensional stress response of the site under three-dimensional seismic waves of different frequencies. Based on the indirect boundary element method, displacement response simulation is performed on the first three-dimensional displacement response and the first three-dimensional stress response of the site, as well as the foundation soil-substation steel structure model, to obtain the second three-dimensional displacement response of the substation steel structure under three-dimensional seismic waves of different frequencies. Using peak ground acceleration as a variable, parametric analysis is conducted on the second and third-dimensional displacement responses of the substation steel structure under three-dimensional seismic waves of different frequencies to determine the second and third-dimensional displacement responses of the substation steel structure corresponding to different seismic risk levels. The second and third-dimensional displacement responses of the substation steel structure corresponding to different seismic risk levels constitute a risk level early warning table.

8. A computer-readable storage medium storing a computer program, characterized in that, When the computer program is executed by a processor, the processor performs the steps of the method as described in any one of claims 1 to 6.

9. A computer device, comprising a memory and a processor, characterized in that, The memory stores a computer program that, when executed by the processor, causes the processor to perform the steps of the method as described in any one of claims 1 to 6.

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