A method for quantitatively evaluating overall damage of a building structure based on structural strain energy

Abstract

The application discloses a kind of building structure integral damage quantification evaluation methods based on structural strain energy, establishes building structure elastic-plastic calculation model, and preliminary selects and secondly selects earthquake wave;The secondly selected earthquake wave is applied to building structure elastic-plastic calculation model to carry out elastic time-history analysis, and obtains earthquake wave;With the obtained earthquake wave, the main shock and main aftershock bidirectional excitation is carried out to building structure elastic-plastic calculation model, and IDA curve is drawn;Draw IDA curve family diagram, percentile curve diagram, building structure capacity curve diagram and energy time-history curve diagram under the action of main shock and main aftershock, etc. Basic calculation parameters are calculated by formula to obtain building structure integral damage index based on structural strain energy, and the integral damage of building structure is quantitatively evaluated. The evaluation method can relatively sensitively reflect the damage degree of structure, and can also better make up for the one-sidedness of the damage model in the prior art using single displacement or force concept-based failure criterion to evaluate the integral damage and failure mechanism of structure.

Description

TECHNICAL FIELD

[0001] The present application belongs to the technical field of structural integral damage determination, and relates to a building structure integral damage quantification evaluation method based on structural strain energy. BACKGROUND

[0002] Under the action of earthquakes, the complex diversity of building structure system types and the uncertainty of ground motion will result in the complex diversity of building structure system seismic damage types. Therefore, establishing an accurate damage model that can reflect the actual seismic damage of the structure system is the key to engineering seismic resistance. Through the damage model, the damage degree of the structure system can be quantitatively described, and the damage state of the structure system can be accurately judged, thereby guiding the adoption of appropriate repair, reinforcement and improvement measures.

[0003] Actual seismic damage shows that the seismic damage of building structure system starts from the material level, then continuously accumulates and develops, causes component damage and then continuously extends to floor damage, and finally leads to the overall functional failure of the building structure system. Therefore, most of the structure system damage models in the prior art are researched from three levels, i.e., material level, component level and structure level. The seismic damage of the material level is more about the damage constitutive of the material, and how to realize the overall damage of the structure system from the material damage needs more in-depth research. The seismic damage of the component level is more based on the experimental research of related beams and columns to propose a component level damage model, and the overall damage of the structure is obtained by weighted combination of the damage index of the components.

[0004] As can be seen, the overall damage evaluation of building structure system is a process from micro to macro. Due to the uncertainty of the development path of micro damage, it is very difficult to obtain the overall damage model of building structure system by the basic formula of material level and component level damage determination.

[0005] In the initial research stage of structural damage, a single parameter damage model is mainly used for quantitative evaluation. However, with the in-depth study of the seismic damage of structural system, a single performance parameter cannot comprehensively evaluate the damage degree of the structural system under the action of earthquake. Therefore, in order to overcome the limitations of the single parameter damage model, the double parameter damage criterion is widely recognized in the engineering field as an evaluation of the damage mechanism of the structure under the action of earthquake. The double parameter damage criterion believes that the damage of the building structure system under the action of earthquake is the result of the combined influence of the first time exceeding damage and cumulative damage. The first time exceeding damage means that the mechanical index of the maximum seismic response (such as deformation and displacement) of the structural system first exceeds the specified limit value, which causes the sudden damage of the structural system. The cumulative damage is the damage caused by the different degrees of damage inside the structure under the action of repeated earthquake, which leads to the degradation of the mechanical properties of the structure (such as strength and stiffness), and then causes the continuous decline of the bearing capacity of the structure and the continuous accumulation of damage. Compared with the damage model at the component level, the structural overall damage index has not been generally recognized due to the complexity of the structure itself and the lack of related experimental verification, and there is no complete theoretical derivation process. SUMMARY

[0006] The purpose of the present application is to provide a building structure overall damage quantitative evaluation method based on structural strain energy, which quantitatively evaluates the overall damage of building structure.

[0007] The technical scheme adopted by the present application is: a building structure overall damage quantitative evaluation method based on structural strain energy, which is carried out according to the following steps:

[0008] 1) Select the geometric parameters, component size, material information, seismic parameters and material constitutive of the building structure, and then use the finite element analysis software Abaqus to establish an elastic-plastic calculation model of the building structure;

[0009] 2) According to the earthquake record selection principle in the Code for Seismic Design of Buildings GB50011-2010 and Technical Specification for Concrete Structures of Tall Building JGJ3-2010, the seismic waves are preliminarily selected according to the design seismic intensity, site category and seismic grouping of the building structure; then the seismic waves are secondarily selected according to the principle that the average spectrum value of the seismic response spectrum corresponding to the main vibration mode period of the building structure is not more than 20% different from the spectrum value of the code spectrum; the elastic time-history analysis is performed on the building structure elastic-plastic calculation model by applying the secondarily selected seismic waves to the building structure elastic-plastic calculation model, and the final seismic wave selection is performed according to the principle that the base shear force obtained by the elastic time-history analysis of each seismic wave is not less than 65% of the base shear force obtained by the mode decomposition response spectrum method, and the average value of the base shear forces obtained by the elastic time-history analysis of multiple seismic waves is not less than 80% of the base shear force obtained by the mode decomposition response spectrum method; and the main seismic wave record is selected based on the final seismic wave selection principle, and the selected seismic wave is obtained;

[0010] 3) The building structure elastic-plastic calculation model is excited by the selected seismic wave in the main shock and the main aftershock;

[0011] 4) The peak ground acceleration in the elastic-plastic calculation model after the bi-directional excitation is taken as the seismic intensity parameter, the maximum inter-story drift angle of the building structure system is taken as the structural performance index, and the IDA curve is drawn;

[0012] 5) The Huntfill method is used to search for the collapse point of the building structure system by non-equal-amplitude amplitude modulation of the seismic wave; and based on the Huntfill method, the IDA curve family of the building structure under the selected seismic wave is drawn;

[0013] The IDA curves are statistically drawn into the 16%, 50% and 84% percentile curves by using the IM criterion; and based on the 50% percentile curve, the limit inter-story drift angle of the damage model is taken as a certain value of the limit inter-story drift angle of the 50% percentile curve, which is a curve point whose slope is less than 20% of the slope of the line connecting the certain point and the previous point on the IDA curve, as the maximum displacement point of the structure collapse;

[0014] For the selected multiple seismic waves, the building structure capacity curve is drawn according to the data results of the multiple incremental dynamic analysis IDA curves, and the average structure capacity curve is obtained, and then the area surrounded by the average structure capacity curve is calculated as the denominator of the energy dissipation term E USE ;

[0015] According to structural seismic response time history, energy time history curve of building structure under main shock and main aftershock is drawn, and main shock and main aftershock time history curve hysteresis energy E of building structure is obtained △E1 , and the value of hysteresis energy strain energy increment E AEI is the ratio of building structure hysteresis energy E △E1 and earthquake duration;

[0016] 6) According to formula D SEN =[( U rd / U μd ) 1 / 2 ]+( E AEI / E USE ) Calculate the building structure overall damage index based on structural strain energy, and quantitatively evaluate the overall damage of building structure;

[0017] In the formula: D SE It is the overall damage index of building structure based on structural strain energy; U rd It is the maximum interlayer displacement angle of building structure under the action of earthquake; U ud It is the ultimate maximum interlayer displacement angle of building structure; E AEI It is the hysteresis energy strain energy increment; E USE It is the ultimate strain energy of building structure under the action of earthquake.

[0018] The evaluation method of the application absorbs the advantages and reasonable parts of the existing structural overall damage determination method in the prior art, based on structural strain energy, through the coupling effect of first exceeding damage and cumulative damage, a new index model for quantitatively evaluating the overall damage of structure is obtained through a series of theoretical formula derivation, and then the operation process of the overall damage index model of building structure based on structural strain energy is summarized, the overall damage index of structure based on structural strain energy is established by establishing the overall damage model, and the overall damage degree of structure is quantitatively evaluated.

[0019] The application selects a strain energy index to analyze the dynamic response of a structure under the action of an earthquake, can relatively sensitively reflect the damage degree of the structure, and can also better compensate for the one-sidedness of the damage model in the prior art in which a single displacement or a damage criterion based on force concepts is used to evaluate the overall damage and damage mechanism of the structure. In addition, the structure overall damage quantification evaluation method based on the strain energy of the structure proposed by the application has a relatively complete theoretical research process. Through comparative analysis with the structure overall damage model in the prior art, it is found that the structure overall damage quantification evaluation method based on the strain energy of the structure has certain rationality and credibility in the evaluation of the overall damage of the structure, and can also be better applied to super high-rise building structures. BRIEF DESCRIPTION OF DRAWINGS

[0020] Figure 1 is a flowchart of the evaluation method of the application.

[0021] Figure 2 is an IDA curve family diagram.

[0022] Figure 3 is an IDA percentile curve diagram.

[0023] Figure 4 is an IDA structure capacity curve and strain energy diagram.

[0024] Figure 5 is a building structure strain energy time history curve diagram.

[0025] Figure 6 is a first time damage and cumulative hysteretic energy damage relationship diagram.

[0026] Figure 7 is a structure ultimate strain energy curve diagram. DETAILED DESCRIPTION

[0027] The application will be described in detail below in combination with the drawings and specific embodiments.

[0028] The application provides a building structure overall damage quantification evaluation method based on the strain energy of the structure, and the flowchart is as shown in Figure 1 The evaluation method is performed according to the following steps:

[0029] 1) Select the geometric parameters, component size, material information, ground motion parameters and material constitutive of the building structure, and then use the finite element analysis software Abaqus to establish an elastic-plastic calculation model of the building structure. Geometric nonlinearity, material nonlinearity and construction process nonlinearity are considered in the elastic-plastic analysis process;

[0030] 2) According to the earthquake record selection principle in the Code for Seismic Design of Buildings GB50011-2010 and Technical Specification for Concrete Structures of Tall Building JGJ3-2010, the seismic waves are preliminarily selected according to the design seismic intensity, site category and seismic group of the building structure; then the seismic waves are secondarily selected according to the design response spectrum (code spectrum) of the building structure in the Code for Seismic Design of Buildings GB50011-2010 and Technical Specification for Concrete Structures of Tall Building JGJ3-2010, with the principle that the difference between the average response spectrum value of the seismic response spectrum corresponding to the period point of the main vibration mode of the structure and the spectrum value of the code spectrum is not more than 20%; the elastic time-history analysis is performed on the building structure elastic-plastic calculation model by applying the secondarily selected seismic waves to the building structure elastic-plastic calculation model, and the final seismic wave selection is performed according to the principle that the base shear obtained by the elastic time-history calculation of each seismic wave is not less than 65% of the value obtained by the mode decomposition response spectrum method, and the average value of the base shear obtained by the elastic time-history calculation of multiple seismic waves is not less than 80% of the value obtained by the mode decomposition response spectrum method; and the main seismic wave record is selected based on the final seismic wave selection principle, and the selected seismic wave is obtained.

[0031] 3) The building structure elastic-plastic calculation model is excited by the selected seismic wave in the main shock and the main aftershock to simulate the bi-directional seismic action, wherein the amplitude of each selected seismic wave is adjusted by a proportional coefficient, so that the adjusted seismic wave record covers the seismic wave that the structure may suffer from in the elastic stage, the elastic-plastic stage and the collapse stage.

[0032] 4) The peak ground acceleration (PGA) in the elastic-plastic calculation model after bi-directional excitation is taken as the seismic intensity parameter (IM), the maximum inter-story drift angle (θ max ) of the building structure system is taken as the structure performance index (DM), and the IDA curve (Incremental Dynamic Analysis, IDA) is drawn.

[0033] Multiple IDA curve data processing principle: it is assumed that each DM-IM curve obeys the logarithmic distribution, the mean value of different IM values and the standard deviation of different IM logarithmic values are obtained at a certain DM value, and then three percentile curves, i.e. IM criteria, are obtained.

[0034] 5) The Huntfill method is used to search for the collapse point of the building structure system by non-equal amplitude adjustment of the seismic wave; and based on the Huntfill method, the IDA curve family of the building structure under the selected seismic wave is drawn as shown in Figure 2

[0035] ​The endpoint of the IDA curve family, namely the ultimate collapse point CP (Collapse Prevention) of the building structure, is determined according to the structural collapse criterion. As a non-uniform amplitude ground motion modulation method, the Huntfill method can more accurately and quickly find the structural collapse numerical point based on the collapse criterion, so that the plotted IDA curve family can more accurately reflect the changes in the ultimate collapse performance of the structure.

[0036] According to the IDA rules and using the IM criterion, the IDA curves are statistically plotted as percentile curves for the 16th, 50th, and 84th percentiles, as shown below. Figure 3 Using the 50th percentile curve as a benchmark, for different structural systems, a certain value of the ultimate inter-story drift angle of the 50th percentile curve is taken as the ultimate inter-story drift angle of the damage model. This ultimate inter-story drift angle is the curve point where the slope of the line connecting a point on the IDA curve to the point preceding that point is less than 20%. This curve point is taken as the maximum displacement point of structural collapse. Figure 2 and Figure 3 As shown;

[0037] For the selected multiple seismic waves, based on the data results of multiple incremental dynamic analysis (IDA) curves, the structural capacity curve of the building is plotted, and the average structural capacity curve is obtained. Then, the area enclosed by the average structural capacity curve is calculated and used as the denominator of the energy dissipation term in the damage model of the present invention's evaluation method. E USE ,like Figure 4 As shown;

[0038] Drawing based on structural ground motion response time history Figure 5 The energy time history curves of the building structure shown are generated under the action of the mainshock and aftershocks. Figure 5 To obtain the energy dissipation capacity and earthquake duration of the building structure system under the action of the mainshock and aftershocks, that is, to obtain the hysteretic energy dissipation E of the building structure under the mainshock and aftershock time history curves. △E1 Hysteresis energy dissipation strain energy increment E AEI The value is the building structure hysteresis energy dissipation E. △E1 The ratio of the earthquake duration to the total earthquake duration;

[0039] 6) According to the formula D SEN =[( U rd / U μd ) 1 / 2 ]+( E AEI / E USE Calculate the overall damage index of the building structure based on structural strain energy. D SENTo quantitatively assess the overall damage to the building structure;

[0040] Existing technologies use a two-parameter failure criterion to assess the damage mechanism of structures under seismic loading. This criterion posits that under seismic loading, the damage to a building structure is the result of both initial failure and cumulative damage; that is, the maximum response of the building structure and the limit of cumulative damage mutually influence each other. A diagram illustrating the relationship between initial failure and cumulative hysteretic energy dissipation damage is shown below. Figure 6 As shown. Figure 6 The results show that as the cumulative damage to the building structure increases, the control limit for the maximum response failure of the building structure continuously decreases; similarly, as the maximum structural response increases, the control limit for the cumulative damage failure of the building structure also continuously decreases. Clearly, the two-parameter failure mechanism reflects that the failure of the building structure system under seismic loading is caused by the combined effect of a large load amplitude and repeated cyclic loading.

[0041] That is, the overall damage index of the building structure. D SE = E RSE / E USE (1)

[0042] (1) In the formula, E RSE The strain energy of a building structural system under seismic loading; E USE It represents the ultimate strain energy of a building structure under seismic loading.

[0043] The response strain energy of building structural systems under seismic loading E RSE It consists of two parts: initial failure and cumulative damage failure. Therefore, the response strain energy of a building structural system... E RSE for:

[0044] E RSE = E FTBD +E HEC (2)

[0045] Substituting equation (2) into equation (1), we obtain the overall damage index of the building structure:

[0046] D SE =( E FTBD +E HEC ) / E USE =(E FTBD / E USE )+[∫( E HEC ,t) / E USE (3)

[0047] In the formula: E FTBD This refers to the strain energy of a building structural system that first exceeds the failure response under seismic loading. E HEC The cumulative hysteretic energy dissipation response strain energy of the building structure system under seismic loading; ∫( E HEC ,t) is the cumulative hysteretic energy dissipation function of the building structure system under seismic loading; t is the duration.

[0048] The generalized strain energy of the element Γ = ∫∫∫ v kdv (4)

[0049] k=σ ij ε ij / 2 (5)

[0050] σ ij =ε ij C ij (6)

[0051] In the formula: k Strain energy density; C ij These are the components of the elastic model matrix; σ ij For element stress; ε ij For element strain; v Let be the volume of the unit.

[0052] Substituting equation (6) into equation (5), we get k= ( ε ij 2 C ij ) / 2 (7)

[0053] Substituting equation (7) into equation (4), we obtain the generalized strain energy Γ = ∫∫∫ v ε ij 2 C ijdv (8)

[0054] Differentiating equation (8), we get dΓ = C ij ∫ ε ij dε ∫∫∫ v dv (9)

[0055] Throughout the entire damage timeline, the elastoplastic properties of the building structure are assumed to be incompressible; therefore, volume changes in structural members can be ignored. After dividing the entire building structure into elements using the finite element method, the generalized strain energy equation (9) for the entire structure can be rewritten as:

[0056]

[0057] By comparing equation (10) with Hooke's law, the generalized displacement of a building structure under load can be expressed as... U ω express, U ω =∑ ε ij Generalized stiffness of building structures K ω express, K ω =∑ C ij After integrating equation (10), the generalized strain energy Γ of the building structure is rewritten as Γ=( U ω 2 K ω ) / 2 (11)

[0058] For the generalized stiffness of building structures K ω Based on Sidoroff's energy equivalence assumption, the generalized stiffness of the structure can be obtained. K ω It can also be expressed as:

[0059] K ω = M -1 : C : M T,-1 (12)

[0060] In equation (12), M For the structural damage tensor; C For the elastic tensor of the lossless structure; TThis is the transpose of the matrix.

[0061] Equation (12) shows that the generalized stiffness of the building structure K ω It is a nonlinear curve related to spatial coordinates and loading path. According to the second law of thermodynamics, under earthquake loading, after a building structure absorbs seismic energy, the building structure suffers damage, but the location of the damage exhibits randomness. As the damage develops, the process of damage change in the building structure depends on the elastic tensor of the undamaged structure, and is more a reflection of the inherent physical properties of the structure. Therefore, any building structure can be considered to have a fixed generalized stiffness, that is, the generalized stiffness is a nonlinear curve. Thus, under different loading processes, the final plastic damage of the building structure will manifest at different locations on the generalized stiffness curve.

[0062] The first failure occurs when, under strong earthquake loading, the structural response mechanical properties (such as strength, displacement, and ductility) exceed a certain limit for the first time, leading to sudden structural failure. The degree of damage to a structural system under earthquake loading is directly related to its displacement. Therefore, substituting equation (11) into the first term before the plus sign in equation (3), we get:

[0063]

[0064] Arrange equation (13) to get:

[0065]

[0066] In the formula: U r This represents the maximum displacement vector of the building structure under seismic loading. U u This represents the maximum limit displacement vector of the building structure. U rd The maximum inter-story drift angle of the building structure under seismic loading; U ud This represents the maximum inter-story drift angle of the building structure.

[0067] Ultimate strain energy of structure E USE This refers to the structure's ultimate strain energy dissipation capacity. The evaluation method of this invention employs incremental dynamic analysis (IDA) to more realistically reflect the nonlinear dynamic characteristics of the structural system. The calculated characteristic values ​​of the structural capacity curve can more accurately reflect the structure's energy dissipation and ultimate deformation capacity, such as... Figure 4 As shown, the incremental dynamic analysis method is superior in the evaluation of structural nonlinear stages and is widely used to date as the most accurate calculation method.

[0068] The evaluation method of this invention uses a graphical approach to plot a cluster of IDA curves representing the base shear force versus the top displacement, such as... Figure 7 As shown. According to the strain energy formula (1), the area enclosed by the average value of the curve cluster is taken as the ultimate strain energy of the structural system. E USE That is, formula (15).

[0069]

[0070] In equation (15): δ m This represents the maximum deformation of the structure. δ y This represents the structural elastic limit deformation. Q This is the base shear force.

[0071] Accumulated hysteresis energy dissipation damage refers to the situation where the dynamic response of a structural system does not reach the initial failure limit, but due to the cyclic action of earthquakes, the material properties of the structure (such as strength, stiffness, and energy dissipation) gradually degrade, eventually leading to the collapse and failure of the structural system. According to structural dynamics, the accumulated hysteresis energy dissipation function of the structure over time in equation (14) is ∫( E HEC ,t) can be expressed as equation (16), and considering the accumulation over time, equation (16) can be transformed into equation (17).

[0072]

[0073] In the formula: E S ( t () represents the elastic strain energy generated by the structural system over time; fs ( u ) as resistance, u This represents the lateral displacement of the structure. t For the time to hold.

[0074] As can be seen from the above, the cumulative hysteresis energy consumption is ∫( E HEC Since ,t) is a function that varies with time, it is necessary to discuss the relationship between the cumulative hysteresis energy dissipation function and the time variable.

[0075] According to relevant literature, the maximum plastic deformation energy dissipation of a structural system is defined as Equation (15), then the maximum ductility coefficient of the structural system is... μ It can be represented as: μ =( δ m - δ y ) / δ y(18)

[0076] Under seismic loading, the maximum ductility coefficients of the structure under normal load are respectively and The ductility coefficient for the i-th load within the positive and negative loading range is defined as follows: η + and η - :

[0077]

[0078] In equation (19), The hysteresis energy consumption within the range of the i-th positive loading is... Let be the hysteresis energy dissipation within the range of the i-th negative loading; since it is a positive and negative symmetrical loading, then:

[0079]

[0080] Pick η + and η - The average of the sums is the average cumulative ductility coefficient. Therefore, we get:

[0081]

[0082] Combining equations (19), (20), and (21), we obtain the total hysteresis energy dissipation formula:

[0083]

[0084] Equation (22), Q y For structural yield force, δ y The yield strain of the structure.

[0085] According to equation (22), the cumulative hysteresis energy dissipation of the structural system can be independent of the time variable. The time variable in equation (17) is the duration increment, representing the increase over time. Therefore, the cumulative hysteresis energy dissipation function ∫( E HEC The average increment of t over time can be expressed as:

[0086]

[0087] In equation (23), E ARI The hysteresis energy dissipation is the increase in strain energy. t For the time to hold.

[0088] Substituting equations (14), (15), and (23) into equation (1), we finally obtain the overall damage index of building structures based on structural strain energy. D SEN :

[0089] D SEN =[( U rd / U μd ) 1 / 2 ]+( E AEI / E USE ) (twenty four)

[0090] In equation (24), E AEI The average increment of hysteresis energy dissipation strain energy; E USE The ultimate strain energy of the structure; D SEN The overall damage index of building structures based on structural strain energy (in formula (1)) D SE As a definition, after a series of derivations, formula (24) was obtained, which is used to evaluate the overall damage of the structure. The calculation results are in the range of [0,1]. When the damage index is 0, it means that the overall building structure is undamaged. When the damage index is 1, it means that the building structure is damaged to the maximum. The larger the damage index, the greater the degree of damage to the building structure.

[0091] Energy is an inherent physical property of the interaction between the external environment and the structural system. The seismic response of a building structure can be understood as a time-varying nonlinear process from static to dynamic. From an energy perspective, the dynamic response of a building structure can be understood as the transmission and release of structural strain energy, with strain energy playing a dominant role throughout the process. The overall damage to a building structure is formed by the accumulation of plastic deformation of its components. This makes structural strain energy highly advantageous in characterizing the accumulation of plastic deformation in structural components, and it can effectively compensate for the limitations of using single displacement or force-based failure criteria to evaluate the overall damage mechanism of a structure. Furthermore, structural strain energy can reflect the expansion of plastic parts in structural components and the increase in the degree of plastic deformation. When the structural strain energy changes, it indicates that damage has occurred, and the strain energy index is sensitive to structural damage. Analyzing the response of a structural system under seismic loading from an energy perspective not only allows for a precise response to the seismic intensity, duration, and spectral characteristics of the structural system during an earthquake, but also reflects the entire process of the structural system absorbing and dissipating seismic energy. Therefore, using structural strain energy to describe the degree of damage to the entire structure when subjected to seismic forces can reflect the actual seismic damage status of the entire structure.

Claims

1. A method for quantitatively evaluating the overall damage of a building structure based on structural strain energy, characterized by, The evaluation method is performed according to the following steps: 1) selecting the geometric parameters, component size, material information, ground motion parameters and material constitutive of the building structure, and then establishing the elastic-plastic calculation model of the building structure by using the finite element analysis software Abaqus; 2) according to the earthquake record selection principle in the Code for Seismic Design of Buildings GB50011-2010 and Technical Specification for Concrete Structures of Tall Building JGJ3-2010, the seismic waves are preliminarily screened according to the design seismic intensity, site category and seismic grouping of the building structure; and then the seismic waves are secondarily screened according to the principle that the spectral value of the average response spectrum of the ground motion response spectrum at the period point of the main vibration mode of the building structure is not more than 20% different from the spectral value of the code spectrum in the Code for Seismic Design of Buildings GB50011-2010 and Technical Specification for Concrete Structures of Tall Building JGJ3-2010; the secondarily screened seismic waves are applied to the elastic-plastic calculation model of the building structure to perform elastic time-history analysis, and the final ground motion screening is performed according to the principle that the base shear obtained by the elastic time-history calculation of each seismic wave is not less than 65% of the mode decomposition response spectrum method, and the average value of the base shear obtained by the elastic time-history calculation of multiple seismic waves is not less than 80% of the mode decomposition response spectrum method; and the main shock ground motion record is selected based on the final ground motion screening principle, and the selected seismic wave is obtained; 3) the selected seismic wave is used to perform bidirectional excitation of the main shock and main aftershock on the elastic-plastic calculation model of the building structure; 4) the peak ground acceleration in the elastic-plastic calculation model after bidirectional excitation is taken as the ground motion intensity parameter, the maximum inter-story drift angle of the building structure system is taken as the structural performance index, and the IDA curve is drawn; 5) the Huntfill method is used to search for the collapse point of the building structure system by non-equivalent amplitude modulation of the ground motion; and based on the Huntfill method, the IDA curve family of the building structure under the selected ground motion is drawn; the IM criterion is used to statistically draw the 16%, 50% and 84% percentile curves of the IDA curve; and taking the 50% percentile curve as the reference, the limit inter-story drift angle of the damage model is taken as a certain value of the limit inter-story drift angle of the 50% percentile curve for different building structure systems, which is a curve point on the IDA curve whose slope is less than 20% of the slope of the previous point of the certain point, as the maximum displacement point of structure collapse; For the selected multiple seismic waves, according to the data results of the multiple incremental dynamic analysis IDA curve, the building structure capacity curve is drawn, and the average structure capacity curve is obtained, and then the area surrounded by the average structure capacity curve is calculated as the denominator of the energy dissipation term E USE ; According to structural seismic response time history, energy time history curve of building structure under main shock and main aftershock is drawn, and value of hysteretic energy E △E1 , strain energy increment E of time history curve of building structure under main shock and main aftershock is obtained, which is ratio of hysteretic energy E △E1 of building structure and duration of earthquake. AEI 6) According to the formula D SEN = ( U rd / U μd ) 1 / 2 + ( E AEI / E USE ) Calculate the overall damage index of the building structure based on the structural strain energy, and quantitatively evaluate the overall damage of the building structure. In the formula: D SEN is the overall damage index of the building structure based on the structural strain energy; U rd is the maximum inter-story drift angle of the building structure under the action of the earthquake; U ud is the ultimate maximum inter-story drift angle of the building structure; E AEI is the hysteresis energy strain energy increment; E USE The ultimate strain energy of the building structure under the action of an earthquake.

2. The method of claim 1, wherein the method is characterized by, in the step 1), the elastic-plastic analysis process includes geometric nonlinearity, material nonlinearity and construction process nonlinearity.

3. The method of claim 1, wherein the method is characterized by: in the step 3), the elastic-plastic calculation model of the building structure is subjected to bidirectional excitation of the main shock and main aftershock to simulate bidirectional seismic action, wherein the selected seismic wave is modulated by a proportional coefficient to make the modulated seismic wave record cover the possible ground motion suffered by the structure in the elastic stage, elastic-plastic stage and collapse stage.

4. The method of claim 1, wherein the method is characterized by: In the step 4), when drawing the IDA curve, the data processing principle of multiple IDA curves is that: assuming that each DM-IM curve is subjected to a logarithmic distribution, the mean value of different seismic intensity parameter values and the standard deviation of different seismic intensity parameter logarithmic values are obtained at a certain structural performance index value, and then three percentile curves can be obtained.

5. The method of claim 1, wherein the method is characterized by: In the step 5), the end point of the IDA curve, i.e. the limit collapse point of the building structure, is determined according to the structural collapse criterion.

6. The method of claim 1, wherein the method is characterized by: In the step 6), the overall damage index of the building structure based on the structural strain energy is in the range of [0, 1]; when the damage index is 0, it indicates that the overall building structure is undamaged; When the damage index is 1, it indicates that the building structure is most damaged; the greater the damage index, the greater the damage degree of the building structure.

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