Method, device, equipment and storage medium for analyzing vulnerability of underground structure

Abstract

The present invention provides a method, device, equipment and storage medium for analyzing the vulnerability of underground structures, relating to the technical field of seismic analysis of underground structures. The method includes: establishing a regional geophysical model by setting the attributes of the seismic source, the attributes of the underground structure, the soil layer attributes and the finite fault type; calculating the ground motion data corresponding to multiple nodes in different dimensions of the regional geophysical model by using the finite difference method; determining a target probabilistic seismic demand model based on the ground motion data, and obtaining the inter-story drift angle limits under different performance levels by performing a pushover analysis on the underground structure; and drawing a vulnerability curve based on the target probabilistic seismic demand model and the inter-story drift angle limits. The method, device, equipment and storage medium for analyzing the vulnerability of underground structures provided by the present invention consider various factors such as the geological environment and seismic source attributes where the underground structure is located to obtain the ground motion data, and improve the accuracy of the vulnerability analysis of underground structures.

Description

Technical Field

[0001] The present invention relates to the technical field of seismic analysis of underground structures, and in particular to a method, device, equipment and storage medium for analyzing the vulnerability of underground structures. Background Art

[0002] The current vulnerability analysis method of underground structures first establishes a two-dimensional soil-structure interaction model, in which the soil uses plane strain units and the structure uses beam-column units, and the model size must meet the requirements of relevant standards; historical earthquake records are selected from the PEER seismic motion database and amplitude modulated as input seismic motions; based on the plane wave assumption, horizontal seismic motions or horizontal and vertical seismic motions are input at the bedrock at the bottom of the model to calculate the seismic response of the structure; the seismic resistance of the structure is obtained through static elastoplastic analysis (i.e. pushover analysis); and the structural vulnerability is analyzed based on the structural seismic response and seismic resistance.

[0003] However, due to the limited number of historical earthquake record data, historical data cannot accurately reflect the seismic wave characteristics of the actual environment in which the structure is located. In addition, when calculating the seismic response of the structure based on the plane wave assumption, key factors such as the seismic wave incident angle and traveling wave effect are ignored, resulting in poor accuracy of the calculation results and poor accuracy of the vulnerability analysis of underground structures. Summary of the invention

[0004] The present invention provides an underground structure vulnerability analysis method, device, equipment and storage medium, which are used to solve the technical problem of poor accuracy of underground structure vulnerability analysis in the prior art.

[0005] In a first aspect, the present invention provides a method for analyzing the vulnerability of an underground structure, comprising the following steps:

[0006] Establish a regional geophysical model by setting the properties of the earthquake source, the properties of the underground structure, the properties of the soil layer and the types of limited faults;

[0007] Calculating the seismic data corresponding to a plurality of nodes of different dimensions of the regional geophysical model by using a finite difference method;

[0008] determining a target probabilistic seismic demand model of the underground structure based on the seismic data, and obtaining inter-story displacement angle limits under different performance levels by performing a pushover analysis on the underground structure;

[0009] A fragility curve of the underground structure is drawn based on the target probabilistic seismic demand model and the inter-story displacement angle limit.

[0010] In some embodiments, determining the target probabilistic seismic demand model of the underground structure based on the seismic data includes:

[0011] Based on the seismic data, a local soil-underground structure model of the underground structure is calculated to obtain target structural damage parameters;

[0012] Performing double logarithmic linear regression analysis on different earthquake intensity parameters and the target structure damage parameters, and determining the target earthquake intensity index based on the analysis results;

[0013] Based on the seismic intensity parameter corresponding to the target seismic intensity index and the target structural damage parameter, a target probabilistic seismic demand model of the underground structure is determined.

[0014] In some embodiments, the performing structural seismic response calculation on the local soil-underground structure model of the underground structure based on the seismic data to obtain target structural damage parameters includes:

[0015] Extracting the acceleration time history curve corresponding to each node based on the seismic data;

[0016] Acquire a node force time history curve based on the acceleration time history curve;

[0017] The nodal force time history curve corresponding to each node is input into the corresponding node of the local soil-underground structure model, and the structural seismic response calculation is performed to obtain the target structural damage parameters.

[0018] In some embodiments, before calculating the structural seismic response, the method further includes:

[0019] Performing gravity analysis in elastic and plastic stages on the complete soil model after the first processing, and recording the normal displacement and tangential displacement at the boundary of the local soil-underground structure model at the end of the plastic gravity analysis; the first processing includes applying constraints on all degrees of freedom to the bottom of the complete soil model, and applying constraints on the translational degrees of freedom to the horizontal direction of the side of the complete soil model;

[0020] Performing a structural gravity analysis on the complete soil model after the second processing, and recording the incremental normal displacement and incremental tangential displacement at the boundary of the local soil-underground structure model at the end of the structural gravity analysis; the second processing includes: restoring the soil displacement field to a zero displacement field, keeping the stress field unchanged, removing the soil at the underground structure position, and adding the underground structure and the interaction between the soil and the underground structure;

[0021] The bottom of the local soil model is fixed, and the first relative value is gradually applied to the top surface and the remaining side surface of the local soil model according to the accumulation path of the first relative value to obtain the initial stress state of the local soil model; the first relative value is the relative value of the normal displacement and the tangential displacement relative to the bottom of the local soil model; the remaining side surface refers to the side surface that is not constrained;

[0022] Based on the initial stress state of the local soil model, a structural gravity analysis is performed on the local soil model after the second processing, and the second relative value is gradually applied to the top surface and the remaining side surfaces of the local soil-underground structure model according to the cumulative path of the second relative value to obtain the initial stress state of the local soil-underground structure model; the second relative value is the relative value of the incremental normal displacement and the incremental tangential displacement relative to the bottom of the local soil model.

[0023] In some embodiments, the method further comprises:

[0024] A local soil-underground structure model of the underground structure is established based on the finite element software OpenSees; the local soil-underground structure model is used to simulate the local soil layer, the underground structure and the interaction between the soil layer and the underground structure.

[0025] In some embodiments, the pushover analysis of the underground structure is performed to obtain the interlayer displacement angle limit values ​​at different performance levels, including:

[0026] Establishing a soil-underground structure Pushover numerical model corresponding to the underground structure;

[0027] Based on the soil-underground structure Pushover numerical model, a pushover analysis is performed considering the earthquake motion in the horizontal and vertical directions to obtain a pushover curve;

[0028] Based on the pushover curve, the interlayer displacement angle limit of the underground structure at different performance levels is obtained.

[0029] In some embodiments, the properties of the underground structure include one or more of the following:

[0030] Dimensions of underground structures;

[0031] Reinforcement information of underground structures;

[0032] Material properties of underground structures;

[0033] The depth of underground structures.

[0034] In some embodiments, the soil layer attributes include site classification and / or soil layer type.

[0035] In a second aspect, the present invention provides an underground structure vulnerability analysis device, comprising the following modules:

[0036] A regional geophysical model building module is used to build a regional geophysical model by setting the properties of the earthquake source, the properties of the underground structure, the properties of the soil layer and the limited fault type;

[0037] A seismic data acquisition module, used for calculating seismic data corresponding to a plurality of nodes of different dimensions of the regional geophysical model by using a finite difference method;

[0038] A probabilistic seismic demand model determination and pushover analysis module, used to determine a target probabilistic seismic demand model of the underground structure based on the seismic motion data, and to obtain interlayer displacement angle limits under different performance levels by performing pushover analysis on the underground structure;

[0039] A fragility curve acquisition module is used to draw the fragility curve of the underground structure based on the target probabilistic seismic demand model and the interlayer displacement angle limit.

[0040] In a third aspect, the present invention provides an electronic device comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein when the processor executes the computer program, the method for analyzing the vulnerability of an underground structure as described above is implemented.

[0041] In a fourth aspect, a non-transitory computer-readable storage medium stores a computer program, which, when executed by a processor, implements any of the above-described underground structure vulnerability analysis methods.

[0042] In a fifth aspect, the present invention further provides a computer program product, comprising a computer program, which, when executed by a processor, implements any of the above-mentioned underground structure vulnerability analysis methods.

[0043] The vulnerability analysis method, device, equipment and storage medium of underground structures provided by the present invention establish a regional geophysical model by setting the attributes of the earthquake source, the attributes of the underground structure, the attributes of the soil layer and the finite fault type, and use the finite difference method to calculate the seismic motion data corresponding to multiple nodes of different dimensions of the regional geophysical model; then determine the target probability seismic demand model of the underground structure based on the seismic motion data, and obtain the interlayer displacement angle limit under different performance levels by performing a pushover analysis on the underground structure; finally, draw the vulnerability curve of the underground structure based on the target probability seismic demand model and the interlayer displacement angle limit. A large-scale site model that can reflect the real geological environment of the underground structure is established, and the fault earthquake source information is customized in it. Based on the finite difference method, multi-dimensional and multi-point earthquake motion data considering the full physical process of earthquake source-propagation path-structure are obtained, and the structural seismic response calculation is performed based on the multi-dimensional and multi-point earthquake motion data to obtain a more accurate underground structure vulnerability curve, so that the seismic performance of the underground structure can be analyzed more accurately. BRIEF DESCRIPTION OF THE DRAWINGS

[0044] In order to more clearly illustrate the technical solutions in the present invention or the prior art, the following briefly introduces the drawings required for use in the embodiments or the description of the prior art. Obviously, the drawings described below are some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying creative work.

[0045] Figure 1 It is one of the flow diagrams of the underground structure vulnerability analysis method provided by the present invention.

[0046] Figure 2 This is the second flow chart of the underground structure vulnerability analysis method provided by the present invention.

[0047] Figure 3 It is a schematic diagram of the amplitude distribution of seismic data used for underground structure vulnerability analysis provided by the present invention.

[0048] Figure 4 is a schematic diagram of the local soil-underground structure seismic response analysis process provided by the present invention, wherein Figure 4 (a) is the elastoplastic gravity analysis of the complete soil model. Figure 4 (b) is structural gravity analysis, Figure 4 (c) is the calculation of the initial stress state of the local soil model, Figure 4 (d) is the calculation of the initial stress state of the local soil-underground structure model, Figure 4 (e) Calculation of seismic response of the local soil-underground structure model.

[0049] Figure 5 It is a schematic diagram of determining the interlayer displacement angle limit of underground structures at different performance levels based on the overthrow curve provided by the present invention.

[0050] Figure 6 It is a structural schematic diagram of the underground structure vulnerability analysis device provided by the present invention.

[0051] Figure 7 It is a structural schematic diagram of the electronic device provided by the present invention. DETAILED DESCRIPTION

[0052] Current vulnerability analysis methods for underground structures usually directly select historical earthquake records for multiple amplitude modulation as input seismic motions, and calculate the structural seismic response based on the plane wave assumption.

[0053] However, the number of historical earthquake record data is limited, and historical data cannot truly consider the impact of the geological environment in which the structure is located on the characteristics of seismic waves. In addition, the plane wave hypothesis cannot consider the impact of factors such as the seismic wave incident angle and spatial variability on the seismic response of the structure, resulting in low accuracy in the final vulnerability analysis of underground structures.

[0054] Based on the above technical problems, the present invention proposes a vulnerability analysis method for underground structures. By setting the attributes of the earthquake source, the attributes of the underground structure, the attributes of the soil layer and the finite fault type, a regional geophysical model is established, and the seismic motion data corresponding to multiple nodes of different dimensions of the regional geophysical model are calculated by the finite difference method; then the target probability seismic demand model of the underground structure is determined based on the seismic motion data, and the interlayer displacement angle limit under different performance levels is obtained by performing a pushover analysis on the underground structure; finally, the vulnerability curve of the underground structure is drawn based on the target probability seismic demand model and the interlayer displacement angle limit. A large-scale site model that can reflect the real geological environment of the underground structure is established, and the fault earthquake source information is customized in it. Based on the finite difference method, multi-dimensional and multi-point seismic motion data considering the full physical process of earthquake source-propagation path-structure are obtained, and the structural seismic response calculation is performed based on the multi-dimensional and multi-point seismic motion data to obtain a more accurate underground structure vulnerability curve, so that the seismic performance of the underground structure can be analyzed more accurately.

[0055] In order to make the purpose, technical solution and advantages of the present invention clearer, the technical solution of the present invention will be clearly and completely described below in conjunction with the drawings of the present invention. Obviously, the described embodiments are part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0056] Figure 1 This is one of the flow diagrams of the underground structure vulnerability analysis method provided by the present invention, such as Figure 1 As shown, the present invention provides a method for analyzing the vulnerability of underground structures. The method comprises:

[0057] Step 101: Establish a regional geophysical model by setting the properties of the earthquake source, the properties of the underground structure, the properties of the soil layer, and the types of finite faults.

[0058] Specifically, first determine the properties of the underground structure and the soil layer, and determine the type of finite faults, fault size, and properties of the earthquake source, etc. The determined information can reflect the actual geological environment in which the underground structure is located.

[0059] The underground structure can be changed into different forms, such as circular or horseshoe.

[0060] In some embodiments, the properties of the underground structure may include: the size of the underground structure, the reinforcement information of the underground structure, the material properties of the underground structure and / or the buried depth of the underground structure, etc. The buried depth of the underground structure may be a deep layer.

[0061] Soil layer properties include site category and / or soil layer type, etc.

[0062] Finite fault types can include normal faults, reverse faults, and strike-slip faults.

[0063] The attributes of the earthquake source may include earthquake source depth, earthquake source coordinates, magnitude, earthquake type and / or earthquake duration, etc.

[0064] After setting the above information, a regional geophysical model is established based on the above information.

[0065] Step 102: Calculate the seismic data corresponding to a plurality of nodes of different dimensions of the regional geophysical model using a finite difference method.

[0066] Specifically, the finite difference method is used to calculate the seismic data corresponding to each node in different dimensions of the regional geophysical model, that is, multi-dimensional and multi-point seismic data. The calculated seismic data can reflect the real geological environment of the underground structure.

[0067] For example, assuming that the established regional geophysical model is a three-dimensional cube, the finite difference method can be used to calculate the seismic data corresponding to each node in each dimension to obtain multi-dimensional and multi-point seismic data.

[0068] In some embodiments, seismic wave simulation software SW4 may be used to calculate the seismic data corresponding to each node.

[0069] Step 103: determining a target probabilistic seismic demand model of the underground structure based on the seismic data, and obtaining inter-story displacement angle limits under different performance levels by performing a pushover analysis on the underground structure.

[0070] Specifically, after the multi-dimensional and multi-point seismic motion data are obtained, a target probabilistic seismic demand model of the underground structure is determined based on the multi-dimensional and multi-point seismic motion data.

[0071] In addition, pushover analysis is performed on underground structures to obtain the interlayer displacement angle limit values ​​under different performance levels. The performance level is divided according to the degree of structural damage, which can include intact, basically intact, slightly damaged, moderately damaged, etc. Specifically, multiple limit values ​​can be set according to actual application requirements to represent different degrees of structural damage or different performance levels.

[0072] Step 104: Draw a vulnerability curve of the underground structure based on the target probabilistic seismic demand model and the inter-layer displacement angle limit.

[0073] Specifically, based on the target probabilistic seismic demand model of the underground structure and the inter-story displacement angle limits under different performance levels, the vulnerability curve of the underground structure is drawn to analyze the seismic performance of the underground structure.

[0074] The underground structure vulnerability analysis method provided in the embodiment of the present application establishes a large-scale site model that can reflect the actual geological environment in which the underground structure is located, and customizes fault source information therein, and obtains multi-dimensional and multi-point seismic motion data that considers the entire physical process of source-propagation path-structure based on the finite difference method. The seismic motion data can more accurately and comprehensively reflect the geological environment of the underground structure, and a more accurate underground structure vulnerability curve is obtained based on the multi-dimensional and multi-point seismic motion data, so that the seismic performance of the underground structure can be more accurately analyzed.

[0075] In some embodiments, the modeling of the underground structure includes: using displacement-based beam-column elements (dispBeamColumm) to model the station columns and beams in the underground structure, using quadrilateral flat shell elements to model the walls and plate components in the underground structure, etc.

[0076] Specifically, the displacement-based beam-column element is used to model the station columns and beams in the underground structure, where the concrete and steel bars are simulated using the Concrete02 and Steel02 uniaxial material constitutive models, respectively.

[0077] The wall and plate components in the underground structure are modeled using high-performance quadrilateral flat shell elements for geometric nonlinear analysis. The quadrilateral flat shell element divides a shell element into several layers along the thickness direction. Each layer can be assigned corresponding materials (such as steel bars and concrete) and thickness according to the actual size and reinforcement conditions of the component. This can more accurately consider the nonlinear characteristics of the underground structure and the spatial variability of its dynamic response, and has high computational efficiency.

[0078] The current underground structure modeling uses three-dimensional solid elements (stdBrick) to simulate concrete, truss elements (Truss) to simulate steel bars, and constraint elements (ASDEmbeddedNodeElement) to consider the bonding relationship between concrete and steel bars to obtain a three-dimensional underground structure. The setting of each element and the constraint design between elements will lead to a significant increase in the amount of calculation.

[0079] The underground structure vulnerability analysis method provided in the embodiment of the present application adopts a displacement-based beam-column unit (dispBeamColumm) to model the columns and beams in the station, and adopts a quadrilateral flat shell unit to model the wall and plate components to obtain the underground structure. Compared with the conventional three-dimensional structure, it can better reflect the structural nonlinearity, and the number of units is smaller, which can greatly reduce the amount of calculation.

[0080] In some embodiments, determining the target probabilistic seismic demand model of the underground structure based on the seismic data includes:

[0081] Based on the seismic data, a local soil-underground structure model of the underground structure is calculated to obtain target structural damage parameters;

[0082] Performing double logarithmic linear regression analysis on different earthquake intensity parameters and the target structure damage parameters, and determining the target earthquake intensity index based on the analysis results;

[0083] Based on the seismic intensity parameter corresponding to the target seismic intensity index and the target structural damage parameter, a target probabilistic seismic demand model of the underground structure is determined.

[0084] Specifically, after obtaining the multi-dimensional and multi-point seismic motion data, the local soil-underground structure model of the underground structure is calculated based on the multi-dimensional and multi-point seismic motion data to obtain the target structural damage parameter inter-storey drift ratio (IDR).

[0085] In the embodiment of the present application, the local soil-underground structure model, which may also be called the local soil-underground structure model or the local soil-underground structure, is a model that simulates the interaction between the underground structure and the local soil around it. The local refers to the soil within a preset size range around the underground structure extracted from the complete soil-underground structure model. The preset size range can be set according to different working conditions such as different burial depths, different structural types (such as rectangles, circles, etc.) and / or different site categories, as well as actual calculation requirements (such as calculation accuracy, calculation amount, etc.).

[0086] A double logarithmic linear regression analysis is performed on different earthquake intensity parameters (Intensity Measures, IMs) and the obtained target IDR, and the most suitable earthquake intensity index, i.e., the target earthquake intensity index, is determined based on the analysis results. The most suitable refers to the highest degree of double logarithmic linear regression. Among them, the earthquake intensity index includes peak ground acceleration (PeakGround Acceleration, PGA), peak ground velocity (Peak Ground Velocity, PGV) and peak ground displacement (Peak Ground Displacement, PGD). In some embodiments, the most suitable earthquake intensity index determined by the double logarithmic linear regression analysis is PGV.

[0087] After determining the target seismic intensity index, the seismic intensity parameters and structural damage parameters under the target seismic intensity index can be obtained, thereby obtaining a target probabilistic earthquake demand model based on these two parameters.

[0088] In some embodiments, a local soil-underground structure model of the underground structure can be established using finite element software OpenSees, and the local soil-underground structure model is used to simulate local soil layers, the underground structure, and soil layer-underground structure interaction (ie, SSI).

[0089] In some embodiments, the performing structural seismic response calculation on the local soil-underground structure model of the underground structure based on the seismic data to obtain target structural damage parameters includes:

[0090] Extracting an acceleration time history curve corresponding to each node based on the seismic data;

[0091] Acquire a node force time history curve based on the acceleration time history curve;

[0092] The nodal force time history curve corresponding to each node is input into the corresponding node of the local soil-underground structure model, and the structural seismic response calculation is performed to obtain the target structural damage parameters.

[0093] Specifically, the structural seismic response calculation is performed based on the seismic motion data. First, the acceleration time history curve corresponding to each node is extracted based on the seismic motion data. Then, the acceleration time history curve corresponding to each node is converted into a node force time history curve. The node force time history curve is input into the corresponding node of the local soil-underground structure model to perform the structural seismic response calculation and obtain the target structure damage parameters.

[0094] The underground structure vulnerability analysis method provided in the embodiment of the present application obtains multi-dimensional and multi-point seismic motion data that considers the entire physical process of source-propagation path-structure, and then extracts the acceleration time-history curve of the node corresponding to the data. It can be converted into a node force time-history curve through an independently developed program and input into multiple nodes corresponding to the local soil-underground structure model, thereby enabling accurate and comprehensive structural seismic response calculations to be performed and obtaining a more accurate underground structure vulnerability curve.

[0095] In the embodiment of the present application, before performing the structural seismic response calculation, it is also necessary to determine the initial stress state of the local soil-underground structure model. On the basis of the accurate initial stress state, the accuracy of the structural seismic response analysis results can be guaranteed.

[0096] In some embodiments, determining an initial stress state of a local soil-subsurface structure model includes:

[0097] Performing gravity analysis in elastic and plastic stages on the complete soil model after the first processing, and recording the normal displacement and tangential displacement at the boundary of the local soil-underground structure model at the end of the plastic gravity analysis; the first processing includes applying constraints on all degrees of freedom to the bottom of the complete soil model, and applying constraints on the translational degrees of freedom to the horizontal direction of the side of the complete soil model;

[0098] Performing a structural gravity analysis on the complete soil model after the second processing, and recording the incremental normal displacement and incremental tangential displacement at the boundary of the local soil-underground structure model at the end of the structural gravity analysis; the second processing includes: restoring the soil displacement field to a zero displacement field, keeping the stress field unchanged, removing the soil at the underground structure position, and adding the underground structure and the interaction between the soil and the underground structure;

[0099] The bottom of the local soil model is fixed, and the first relative value is gradually applied to the top surface and the remaining side surface of the local soil model according to the accumulation path of the first relative value to obtain the initial stress state of the local soil model; the first relative value is the relative value of the normal displacement and the tangential displacement relative to the bottom of the local soil model; the remaining side surface refers to the side surface that is not constrained;

[0100] Based on the initial stress state of the local soil model, a structural gravity analysis is performed on the local soil model after the second processing, and the second relative value is gradually applied to the top surface and the remaining side surfaces of the local soil-underground structure model according to the cumulative path of the second relative value to obtain the initial stress state of the local soil-underground structure model; the second relative value is the relative value of the incremental normal displacement and the incremental tangential displacement relative to the bottom of the local soil model.

[0101] In the embodiment of the present application, the complete soil model (or complete soil) is a larger-sized soil model established in accordance with relevant standards when calculating the response of the underground structure.

[0102] The local soil model (or local soil) is the soil within a preset size range around the underground structure extracted based on the complete soil model. Different size ranges need to be set for different working conditions such as different burial depths, different structure types (rectangular, circular, etc.) and different site categories, while meeting the calculation accuracy and minimizing the calculation amount.

[0103] After obtaining the initial stress state of the local soil-underground structure model, the constraints imposed on the bottom of the local soil model are removed, the damping layer is activated and fixed constraints of six degrees of freedom are imposed on the bottom and sides of the damping layer. Then, the nodal force time history curve corresponding to each node is input into the corresponding node of the local soil-underground structure model to calculate the structural seismic response.

[0104] Existing underground structure vulnerability analysis methods are usually based on a relatively large complete soil-underground structure model when calculating the seismic response of the structure. The complete soil-underground structure model has a large number of units and needs to calculate the structural response under a large number of earthquake inputs. The earthquake response calculation is time-consuming and requires a lot of computing resources. For deep underground structures, this phenomenon is more significant. The underground structure vulnerability analysis method provided in the embodiment of the present application first obtains a local soil-underground structure model that is consistent with the initial stress state of the complete soil-underground structure model, combines the extracted multi-dimensional and multi-point seismic motion data, and then performs a dynamic response calculation on it, which can greatly reduce the amount of calculation and calculate the structural probabilistic seismic demand model more quickly and accurately, especially for earthquake response calculations based on relatively large complete soil-underground structure models or based on deep underground structures, which can greatly reduce the time-consuming earthquake response calculation and save computing resources.

[0105] In some embodiments, the pushover analysis of the underground structure is performed to obtain the interlayer displacement angle limit values ​​at different performance levels, including:

[0106] Establishing a soil-underground structure Pushover numerical model corresponding to the underground structure;

[0107] Based on the soil-underground structure Pushover numerical model, a pushover analysis is performed considering the earthquake motion in the horizontal and vertical directions to obtain a pushover curve;

[0108] Based on the pushover curve, the interlayer displacement angle limit of the underground structure at different performance levels is obtained.

[0109] Specifically, a Pushover analysis method (i.e., static elastoplastic analysis method) is adopted to establish a soil-underground structure Pushover numerical model corresponding to the underground structure. Then, based on the soil-underground structure Pushover numerical model, a pushover analysis considering seismic motions in the horizontal and vertical directions is carried out. That is, seismic motions in the horizontal and vertical directions are simulated by applying forces in the horizontal and vertical directions, and the influence on the limit values ​​of different performance levels of the underground structure is analyzed to obtain the pushover curve. Based on the pushover curve, the interlayer displacement angle limit values ​​of the underground structure at different performance levels are obtained by the geometric construction method.

[0110] In some embodiments, the force applied in the vertical direction can be a fixed multiple (such as 2 / 3 times) of the force applied in the horizontal direction. This fixed multiple can be obtained based on statistics of an actual multi-dimensional and multi-point seismic motion data set, thereby being closer to reality and conducting a more accurate and realistic seismic motion pushover analysis.

[0111] The underground structure vulnerability analysis method provided in the embodiment of the present application takes into account the pushover analysis of horizontal and vertical seismic motions, improves the effectiveness and accuracy of the analysis, and thus improves the accuracy of subsequent underground structure vulnerability analysis.

[0112] The information transmission methods provided in the above embodiments are further described below through specific examples:

[0113] Figure 2 FIG. 2 is a flow chart of the underground structure vulnerability analysis method provided by the present invention. Figure 2 As shown in (a) in the figure, some basic model information is set, such as the size, reinforcement information, material properties and burial depth of the underground structure, the site category, soil layer distribution and soil layer properties of the soil, as well as the fault type, fault size and source properties.

[0114] like Figure 2 As shown in (b), a regional geophysical model is established using the seismic wave simulation software SW4. Damping layers are set at the bottom and around the outside of the model to absorb seismic waves propagating outward from the internal soil domain and prevent the influence of seismic wave reflection on the wave field of the internal soil domain. SW4 uses the finite difference method to calculate and solve multi-dimensional and multi-point seismic motion data.

[0115] In order to ensure the rationality of using the selected seismic data to analyze the vulnerability of underground structures, the top center point of the extracted multidimensional multi-point seismic data is selected as the reference point, and the PGA and PGV of this point are counted. At the same time, according to the distance from the fault and the fault type, multiple multidimensional multi-point seismic data are randomly selected to draw the PGA and PGV distribution of their top center points. The distribution needs to cover a large range of PGA and PGV, corresponding to small to severe ground vibrations. Figure 3 Schematic diagram of the amplitude distribution of the seismic data used for the vulnerability analysis of underground structures provided by the present invention. Figure 3 As shown in the figure, normal faults and strike-slip faults are used in Class C sites. Multiple ground motion data are randomly selected for each fault type and the corresponding PGA and PGV distributions are statistically analyzed, which correspond to small to severe ground vibrations. Such a distribution makes the subsequent calculation of the probabilistic seismic demand model for underground structures more reasonable and accurate.

[0116] like Figure 2As shown in (c), a local soil-underground structure model of the underground structure is established. The model includes a damping layer, an input layer, a local soil and an underground structure. The damping layer is realized by setting an energy absorbing boundary (ASDAbsorpingBoundary) on the outer surface of the input layer. Its function is to absorb the seismic waves propagating outward from the internal domain and prevent the seismic waves from reflecting into the internal domain and affecting the calculation results. The damping ratio of the input layer is 0%. Its function is to convert the seismic waves into equivalent node force time history data and input them into the local soil and underground structure for dynamic calculation. The soil is modeled using an 8-node hexahedral solid element (stdbrick element). The soil constitutive model uses the PressureIndependMultiYield (PIMY) material (an elastoplastic material) constitutive model to simulate the nonlinear mechanical behavior of the soil. The constitutive model is composed of multiple Von-Mises yield surfaces, and the mixed hardening criterion is used to describe the nonlinear and deformation accumulation characteristics of the soil under cyclic loads. The underground structure uses the displacement-based beam-column unit (dispBeamColumn) to model the columns and beams in the station. The concrete and steel bars are simulated using the uniaxial material constitutive models of Concrete02 and Steel02 respectively. For the modeling of wall and plate components, the high-performance quadrilateral flat shell unit for geometric nonlinear analysis is used. This layered shell unit divides a shell unit into several layers along the thickness direction. Each layer can be assigned the corresponding material (such as steel bars and concrete) and thickness according to the actual size and reinforcement of the component. It can more accurately consider the spatial variability of the nonlinear characteristics of the underground structure and its dynamic response, and the calculation efficiency is high. The soil-structure interaction (SSI) is considered by setting hard contact between the soil and the structure. The normal direction of the hard contact can consider compression and separation, and the friction force is considered in the tangential direction through Moore-Coulomb's law. The friction coefficient is set to 0.4.

[0117] like Figure 2 As shown in (d), based on the local soil-underground structure model, the acceleration time history curve data corresponding to each node in the multi-dimensional multi-point seismic motion data is converted into node force time history data through an independently developed program, and input to multiple nodes corresponding to the local soil-underground structure model through an input layer for structural seismic response analysis, thereby realizing structural seismic response analysis based on multi-dimensional multi-point seismic motion data. When performing structural seismic response analysis, the initial stress state is crucial to the accuracy of the results of the structural seismic response analysis. Figure 4 is a schematic diagram of the local soil-underground structure seismic response analysis process provided by the present invention, wherein Figure 4 (a) is the elastoplastic gravity analysis of the complete soil model. Figure 4 (b) is structural gravity analysis, Figure 4(c) is the calculation of the initial stress state of the local soil model, Figure 4 (d) is the calculation of the initial stress state of the local soil-underground structure model, Figure 4 (e) is the calculation of the seismic response of the local soil-underground structure model, such as Figure 4 As shown, the steps for determining the initial stress state of the local soil-underground structure model include:

[0118] First, if Figure 4 As shown in (a) in the figure, according to the relevant standards, a free field model of the complete soil model is established, all the degrees of freedom at the bottom are constrained, and only the horizontal translational degrees of freedom are constrained on the side. The soil gravity analysis of the complete soil model in the elastic stage and the plastic stage is performed, and the Recorder command in OpenSees is used to record the normal displacement at the boundary of the local soil-underground structure model at the end of the plastic gravity analysis. With tangential displacement .

[0119] Then, if Figure 4 As shown in (b), the InitialStateAnalysis off command in OpenSees is used to restore the soil displacement field to zero displacement field, keeping the stress field unchanged. At the same time, the Remove model subset command is used to remove the soil corresponding to the underground structure position (i.e., excavate the soil), and then the Model subset command is used to add the underground structure and its interaction with the soil (i.e., add the underground structure and hard contact), perform structural gravity analysis, and use the Recorder command to record the incremental normal displacement at the boundary of the local soil-underground structure model at the end of the structural gravity analysis. With incremental tangential displacement .

[0120] Then, if Figure 4 As shown in (c), the bottom of the local soil model is fixed, and the displacement loading command is used to load the soil gravity analysis results. and The relative value relative to the bottom of the local soil model is gradually applied to the boundary of the local soil model through the input layer according to its cumulative path. This boundary includes the top surface of the local soil model and the unconstrained side surface, and the initial stress state of the local soil model is obtained, where the initial stress of the local soil model includes self-weight (i.e., local soil gravity) stress, etc.

[0121] like Figure 4As shown in (d), based on the initial stress state of the local soil model, the InitialStateAnalysis off command is used to restore the soil displacement field to zero displacement field, keeping the stress field unchanged, and then the Remove model subset command is used to remove the corresponding soil at the structure position. The underground structure and its interaction with the soil are added through the Model subset command to perform structural gravity analysis. At the same time, the SP displacement loading command is used to and The relative value relative to the bottom of the model is gradually applied to the remaining side surfaces and top surface of the local soil-structure model according to its cumulative path to obtain the initial stress state of the local soil-underground structure model.

[0122] Finally, if Figure 4 As shown in (e), the constraints on the bottom boundary of the input layer are removed, and the damping layer outside the input layer is activated through the ASDAbsorbingBoundaryActivate command. Fixed constraints of six degrees of freedom are applied to the bottom and sides of the damping layer, and the structural seismic response analysis is then performed using the input layer input node force time history data.

[0123] like Figure 2 As shown in (e) in the figure, after using multi-dimensional and multi-point earthquake motion data for structural seismic response analysis, the optimal earthquake motion intensity index corresponding to the target damage parameter IDR may be different from the existing vulnerability analysis method. Therefore, it is necessary to perform double logarithmic linear regression analysis on different earthquake motion intensity parameters IM and target structural damage parameters IDR. The regression formula is: ,in and The value of is obtained by fitting, and finally the correlation coefficient is fitted The optimal earthquake intensity index is determined by the value of Figure 2 (e) is a regression analysis result of a specific example, and it can be seen that the correlation coefficient of PGV The value is the largest, which is 0.9766, and PGV is determined to be the most suitable earthquake intensity index, so the probabilistic earthquake demand model is established based on PGV.

[0124] like Figure 2As shown in (f), since the probabilistic earthquake demand model is calculated based on multi-dimensional and multi-point seismic data, and vertical seismic motion has an important influence on the seismic performance of underground structures, the Pushover analysis method is used to perform pushover analysis on underground structures considering seismic motion in the horizontal and vertical directions, and the pushover curve is obtained, so as to obtain the interlayer displacement angle limit of underground structures under different performance levels. Among them, the specific implementation method of considering seismic motion in the horizontal and vertical directions is to apply horizontal node forces and vertical node forces to the entire soil, and the horizontal node forces are distributed in an inverted triangle along the height direction of the model. There is a fixed multiple relationship between the vertical node forces and the horizontal node forces. The specific multiple value is obtained by statistics based on the relationship between the horizontal seismic amplitude and the vertical seismic amplitude of multiple multi-dimensional and multi-point seismic motion data. During the pushover analysis, the bottom of the model is regarded as bedrock, and its three horizontal and vertical translational degrees of freedom are constrained. The left and right sides are constrained with equal degrees of freedom to keep the same movement in the horizontal direction to simulate the shear behavior of the soil. Figure 5 Schematic diagram of determining the interlayer displacement angle limit of underground structures at different performance levels based on the pushover curve provided by the present invention, such as Figure 5 As shown, the damage parameter IDR and shear force corresponding to the elastic limit point, yield limit point, peak bearing capacity point and failure point are displayed respectively.

[0125] like Figure 2 As shown in (g) in the figure, the formula is established based on vulnerability ,in For a certain earthquake intensity IM The structural response LS Exceeding a given limit state The conditional probability of is the standard normal distribution function, The limit state The corresponding median earthquake intensity is is the total lognormal standard deviation. According to the obtained probabilistic seismic demand model of underground structures and the inter-story displacement angle limit, the fragility curve is drawn to analyze the seismic performance of underground structures. Figure 2 (g) in the figure gives the result of establishing a fragility curve for a specific example.

[0126] The vulnerability analysis method of underground structures provided in the embodiment of the present application establishes a regional geophysical model by setting the attributes of the earthquake source, the attributes of the underground structure, the attributes of the soil layer, and the finite fault type, and uses the finite difference method to calculate the seismic motion data corresponding to multiple nodes of different dimensions of the regional geophysical model; then the target probability seismic demand model of the underground structure is determined based on the seismic motion data, and the interlayer displacement angle limit under different performance levels is obtained by performing a push-over analysis on the underground structure; finally, the vulnerability curve of the underground structure is drawn based on the target probability seismic demand model and the interlayer displacement angle limit. A large-scale site model that can reflect the real geological environment of the underground structure is established, and the fault earthquake source information is customized in it. Based on the finite difference method, multi-dimensional and multi-point earthquake motion data that considers the full physical process of earthquake source-propagation path-structure are obtained, and the structural seismic response calculation is performed based on the multi-dimensional and multi-point earthquake motion data to obtain a more accurate underground structure vulnerability curve, so that the seismic performance of the underground structure can be analyzed more accurately and reasonably.

[0127] Figure 6 Schematic diagram of the structure of the underground structure vulnerability analysis device provided by the present invention. Figure 6 As shown, the present invention provides an underground structure vulnerability analysis device, including a regional geophysical model building module 601, a seismic data acquisition module 602, a probabilistic seismic demand model determination and overthrow analysis module 603 and a vulnerability curve acquisition module 604.

[0128] The regional geophysical model building module 601 is used to build a regional geophysical model by setting the properties of the earthquake source, the properties of the underground structure, the properties of the soil layer and the finite fault type;

[0129] The seismic data acquisition module 602 is used to calculate the seismic data corresponding to multiple nodes of different dimensions of the regional geophysical model;

[0130] The probabilistic seismic demand model determination and pushover analysis module 603 is used to determine the target probabilistic seismic demand model of the underground structure based on the seismic motion data, and obtain the inter-layer displacement angle limit values ​​under different performance levels by performing pushover analysis on the underground structure;

[0131] The fragility curve acquisition module 604 is used to draw the fragility curve of the underground structure based on the target probabilistic seismic demand model and the interlayer displacement angle limit.

[0132] In some embodiments, the probabilistic seismic demand model determination and pushover analysis module includes:

[0133] A first acquisition unit is used to calculate the structural seismic response of a local soil-underground structure model of the underground structure based on the seismic data to obtain target structural damage parameters;

[0134] A first determination unit is used to perform a double logarithmic linear regression analysis on different earthquake intensity parameters and the target structure damage parameter, and determine a target earthquake intensity index based on the analysis result;

[0135] The second determination unit is used to determine a target probabilistic seismic demand model of the underground structure based on the seismic intensity parameter corresponding to the target seismic intensity index and the target structural damage parameter.

[0136] In some embodiments, the first acquisition unit includes:

[0137] An extraction subunit, used for extracting an acceleration time history curve corresponding to each node based on the seismic data;

[0138] A first acquisition subunit, configured to acquire a node force time history curve based on the acceleration time history curve;

[0139] The second acquisition subunit is used to input the node force time history curve corresponding to each node into the corresponding node of the local soil-underground structure model, and perform structural seismic response calculation to obtain the target structural damage parameters.

[0140] In some embodiments, the first acquisition unit further includes:

[0141] The third acquisition subunit is used to perform gravity analysis in the elastic stage and the plastic stage on the complete soil model after the first processing, and record the normal displacement and tangential displacement at the boundary of the local soil-underground structure model at the end of the plastic gravity analysis; the first processing includes applying constraints on all degrees of freedom to the bottom of the complete soil model, and applying constraints on the translational degrees of freedom to the horizontal direction of the side of the complete soil model;

[0142] The fourth acquisition subunit is used to perform a structural gravity analysis on the complete soil model after the second processing, and record the incremental normal displacement and incremental tangential displacement at the boundary of the local soil-underground structure model at the end of the structural gravity analysis; the second processing includes: restoring the soil displacement field to a zero displacement field, keeping the stress field unchanged, removing the soil at the underground structure position, and adding the underground structure and the interaction between the soil and the underground structure;

[0143] a fifth acquisition subunit, for fixing the bottom of the local soil model, and gradually applying the first relative value to the top surface and the remaining side surfaces of the local soil model according to the accumulation path of the first relative value, so as to obtain the initial stress state of the local soil model; the first relative value is the relative value of the normal displacement and the tangential displacement relative to the bottom of the local soil model; the remaining side surfaces refer to the unconstrained side surfaces;

[0144] The sixth acquisition subunit is used to perform a structural gravity analysis on the local soil model after the second processing based on the initial stress state of the local soil model, and gradually apply the second relative value to the top surface and the remaining side surfaces of the local soil-underground structure model according to the cumulative path of the second relative value to obtain the initial stress state of the local soil-underground structure model; the second relative value is the relative value of the incremental normal displacement and the incremental tangential displacement relative to the bottom of the local soil model.

[0145] In some embodiments, it also includes:

[0146] The second acquisition unit is used to establish a local soil-underground structure model of the underground structure based on the finite element software OpenSees; the local soil-underground structure model is used to simulate the local soil layer, the underground structure and the interaction between the soil layer and the underground structure.

[0147] In some embodiments, the probabilistic seismic demand model determination and pushover analysis module further includes:

[0148] A third acquisition unit is used to establish a soil-underground structure Pushover numerical model corresponding to the underground structure;

[0149] A fourth acquisition unit is used to perform a pushover analysis taking into account the seismic motion in the horizontal direction and the vertical direction based on the soil-underground structure Pushover numerical model to obtain a pushover curve;

[0150] A fifth acquisition unit is used to acquire the interlayer displacement angle limit value of the underground structure at different performance levels based on the overthrow curve.

[0151] In some embodiments, the properties of the underground structure include one or more of the following:

[0152] Dimensions of underground structures;

[0153] Reinforcement information of underground structures;

[0154] Material properties of underground structures;

[0155] The depth of underground structures.

[0156] In some embodiments, the soil layer attributes include site classification and / or soil layer type.

[0157] Specifically, the underground structure vulnerability analysis device provided by the present invention can implement all the method steps implemented by the underground structure vulnerability analysis method embodiment, and can achieve the same technical effects. The parts and beneficial effects that are the same as the method embodiment in this embodiment will not be described in detail here.

[0158] It should be noted that the division of units / modules in the above-mentioned embodiments of the present invention is schematic and is only a logical function division. There may be other division methods in actual implementation. In addition, the functional units in the various embodiments of the present application may be integrated into a processing unit, or each unit may exist physically separately, or two or more units may be integrated into one unit. The above-mentioned integrated units may be implemented in the form of hardware or in the form of software functional units.

[0159] Figure 7 is a schematic diagram of the structure of the electronic device provided by the present invention, such as Figure 7 As shown, the electronic device may include: a processor 701, a communications interface 702, a memory 703 and a communication bus 704, wherein the processor 701, the communications interface 702 and the memory 703 communicate with each other via the communication bus 704. The processor 701 may call the logic instructions in the memory 703 to execute the underground structure vulnerability analysis method, which includes:

[0160] Establish a regional geophysical model by setting the properties of the earthquake source, the properties of the underground structure, the properties of the soil layer and the types of limited faults;

[0161] Calculating the seismic data corresponding to a plurality of nodes of different dimensions of the regional geophysical model by using a finite difference method;

[0162] determining a target probabilistic seismic demand model of the underground structure based on the seismic data, and obtaining inter-story displacement angle limits under different performance levels by performing a pushover analysis on the underground structure;

[0163] A fragility curve of the underground structure is drawn based on the target probabilistic seismic demand model and the inter-story displacement angle limit.

[0164] Specifically, the processor 701 may be a central processing unit (CPU), an application specific integrated circuit (ASIC), a field programmable gate array (FPGA) or a complex programmable logic device (CPLD), and the processor may also adopt a multi-core architecture.

[0165] The logic instructions in the memory 703 can be implemented in the form of software functional units and can be stored in a processor-readable storage medium when sold or used as an independent product. Based on this understanding, the technical solution of the present application is essentially or the part that contributes to the prior art or all or part of the technical solution can be embodied in the form of a software product. The computer software product is stored in a storage medium, including several instructions to enable a computer device (which can be a personal computer, server, or network device, etc.) or a processor to perform all or part of the steps of the method described in each embodiment of the present application. The aforementioned storage medium includes: U disk, mobile hard disk, read-only memory (ROM), random access memory (RAM), disk or optical disk and other media that can store program code.

[0166] In some embodiments, a computer program product is further provided, the computer program product comprising a computer program, the computer program may be stored on a non-transitory computer-readable storage medium, and when the computer program is executed by a processor, the computer can execute the underground structure vulnerability analysis method provided by the above-mentioned method embodiments, the method comprising:

[0167] Establish a regional geophysical model by setting the properties of the earthquake source, the properties of the underground structure, the properties of the soil layer and the types of limited faults;

[0168] Calculating the seismic data corresponding to a plurality of nodes of different dimensions of the regional geophysical model by using a finite difference method;

[0169] determining a target probabilistic seismic demand model of the underground structure based on the seismic data, and obtaining inter-story displacement angle limits under different performance levels by performing a pushover analysis on the underground structure;

[0170] A fragility curve of the underground structure is drawn based on the target probabilistic seismic demand model and the inter-story displacement angle limit.

[0171] Specifically, the above-mentioned computer program product provided in the embodiment of the present application can implement all the method steps implemented by the above-mentioned method embodiments, and can achieve the same technical effect. The parts and beneficial effects of this embodiment that are the same as the method embodiment will not be described in detail here.

[0172] In some embodiments, a computer-readable storage medium is further provided, wherein the computer-readable storage medium stores a computer program, wherein the computer program is used to enable a computer to execute the underground structure vulnerability analysis method provided by each of the above method embodiments, the method comprising:

[0173] Establish a regional geophysical model by setting the properties of the earthquake source, the properties of the underground structure, the properties of the soil layer and the types of limited faults;

[0174] Calculating the seismic data corresponding to a plurality of nodes of different dimensions of the regional geophysical model by using a finite difference method;

[0175] determining a target probabilistic seismic demand model of the underground structure based on the seismic data, and obtaining inter-story displacement angle limits under different performance levels by performing a pushover analysis on the underground structure;

[0176] A fragility curve of the underground structure is drawn based on the target probabilistic seismic demand model and the inter-story displacement angle limit.

[0177] Specifically, the above-mentioned computer-readable storage medium provided by the present invention can implement all the method steps implemented by the above-mentioned method embodiments, and can achieve the same technical effects. The parts and beneficial effects that are the same as the method embodiments in this embodiment will not be described in detail here.

[0178] It should be noted that the computer-readable storage medium can be any available medium or data storage device that can be accessed by the processor, including but not limited to magnetic storage (such as floppy disks, hard disks, magnetic tapes, magneto-optical disks (MO), etc.), optical storage (such as CD, DVD, BD, HVD, etc.), and semiconductor storage (such as ROM, EPROM, EEPROM, non-volatile memory (NAND FLASH), solid-state drive (SSD)), etc.

[0179] It should also be noted that the terms "first", "second", etc. in the present invention are used to distinguish similar objects, and are not used to describe a specific order or sequence. It should be understood that the terms used in this way can be interchangeable under appropriate circumstances, so that the embodiments of the present invention can be implemented in an order other than those illustrated or described herein, and the objects distinguished by "first" and "second" are usually of the same type, and the number of objects is not limited. For example, the first object can be one or more.

[0180] In the present invention, the term "and / or" describes the association relationship of associated objects, indicating that three relationships may exist. For example, A and / or B may represent: A exists alone, A and B exist at the same time, and B exists alone. The character " / " generally indicates that the associated objects before and after are in an "or" relationship.

[0181] In the present invention, the term "plurality" refers to two or more than two, and other quantifiers are similar to them.

[0182] In the present invention, "determine B based on A" means that the factor A should be considered when determining B. It is not limited to "B can be determined based on A alone", but should also include: "determine B based on A and C", "determine B based on A, C and E", "determine C based on A, and further determine B based on C", etc. In addition, it can also include taking A as a condition for determining B, for example, "when A meets the first condition, use the first method to determine B"; for another example, "when A meets the second condition, determine B", etc.; for another example, "when A meets the third condition, determine B based on the first parameter", etc. Of course, it can also be a condition that takes A as a factor for determining B, for example, "when A meets the first condition, use the first method to determine C, and further determine B based on C", etc.

[0183] Those skilled in the art will appreciate that the embodiments of the present application may be provided as methods, systems, or computer program products. Therefore, the present application may take the form of a complete hardware embodiment, a complete software embodiment, or an embodiment combining software and hardware. Moreover, the present application may take the form of a computer program product implemented on one or more computer-usable storage media (including but not limited to disk storage and optical storage, etc.) containing computer-usable program codes.

[0184] The present application is described with reference to the flowcharts and / or block diagrams of the methods, devices (systems), and computer program products according to the embodiments of the present application. It should be understood that each process and / or box in the flowchart and / or block diagram, as well as the combination of the processes and / or boxes in the flowchart and / or block diagram, can be implemented by computer executable instructions. These computer executable instructions can be provided to a processor of a general-purpose computer, a special-purpose computer, an embedded processor, or other programmable data processing device to generate a machine, so that the instructions executed by the processor of the computer or other programmable data processing device generate instructions for implementing the processes in the flowchart and / or block diagram. Figure 1 A process or multiple processes and / or boxes Figure 1 A device that provides the functions specified in a block or multiple blocks.

[0185] These processor executable instructions may also be stored in a processor readable memory that can direct a computer or other programmable data processing device to operate in a specific manner, so that the instructions stored in the processor readable memory produce an article of manufacture including an instruction device, which implements the process Figure 1 A process or multiple processes and / or boxes Figure 1 A function specified in one or more boxes.

[0186] These processor-executable instructions may also be loaded onto a computer or other programmable data processing device so that a series of operational steps are executed on the computer or other programmable device to produce a computer-implemented process, thereby providing instructions for executing on the computer or other programmable device to implement the process. Figure 1 A process or multiple processes and / or boxes Figure 1 The steps for the functions specified in one or more boxes.

[0187] Obviously, those skilled in the art can make various changes and modifications to the present invention without departing from the spirit and scope of the present invention. Thus, if these modifications and variations of the present invention fall within the scope of the claims of the present invention and their equivalents, the present invention is also intended to include these modifications and variations.

Claims

1. A method for analyzing the vulnerability of underground structures, characterized in that: include: Establish a regional geophysical model by setting the properties of the earthquake source, the properties of the underground structure, the properties of the soil layer and the types of limited faults; Calculating the seismic data corresponding to a plurality of nodes of different dimensions of the regional geophysical model by using a finite difference method; Based on the seismic data, a local soil-underground structure model of the underground structure is calculated to obtain target structural damage parameters; Determine the target probabilistic seismic demand model of the underground structure based on the seismic intensity parameter corresponding to the target seismic intensity index and the target structural damage parameter; obtain the inter-story displacement angle limit under different performance levels by performing pushover analysis on the underground structure; Drawing a fragility curve of the underground structure based on the target probabilistic seismic demand model and the inter-layer displacement angle limit; Before performing the structural seismic response calculation, the method further includes: performing gravity analysis in the elastic stage and the plastic stage on the complete soil model after the first processing, and recording the normal displacement and tangential displacement at the boundary of the local soil-underground structure model at the end of the plastic gravity analysis; the first processing includes applying constraints on all degrees of freedom to the bottom of the complete soil model, and applying constraints on the translational degrees of freedom to the horizontal direction of the side of the complete soil model; Performing a structural gravity analysis on the complete soil model after the second processing, and recording the incremental normal displacement and incremental tangential displacement at the boundary of the local soil-underground structure model at the end of the structural gravity analysis; the second processing includes: restoring the soil displacement field to a zero displacement field, keeping the stress field unchanged, removing the soil at the underground structure position, and adding the underground structure and the interaction between the soil and the underground structure; The bottom of the local soil model is fixed, and the first relative value is gradually applied to the top surface and the remaining side surface of the local soil model according to the accumulation path of the first relative value to obtain the initial stress state of the local soil model; the first relative value is the relative value of the normal displacement and the tangential displacement relative to the bottom of the local soil model; the remaining side surface refers to the side surface that is not constrained; Based on the initial stress state of the local soil model, a structural gravity analysis is performed on the local soil model after the second processing, and the second relative value is gradually applied to the top surface and the remaining side surfaces of the local soil-underground structure model according to the cumulative path of the second relative value to obtain the initial stress state of the local soil-underground structure model; the second relative value is the relative value of the incremental normal displacement and the incremental tangential displacement relative to the bottom of the local soil model.

2. The underground structure vulnerability analysis method according to claim 1, characterized in that: The performing structural seismic response calculation on the local soil-underground structure model of the underground structure based on the seismic data to obtain target structural damage parameters includes: Extracting the acceleration time history curve corresponding to each node based on the seismic data; Acquire a node force time history curve based on the acceleration time history curve; The nodal force time history curve corresponding to each node is input into the corresponding node of the local soil-underground structure model, and the structural seismic response calculation is performed to obtain the target structural damage parameters.

3. The underground structure vulnerability analysis method according to claim 1, characterized in that: The method further comprises: A local soil-underground structure model of the underground structure is established based on the finite element software OpenSees; the local soil-underground structure model is used to simulate the local soil layer, the underground structure and the interaction between the soil layer and the underground structure.

4. The underground structure vulnerability analysis method according to claim 1, characterized in that: The pushover analysis of the underground structure is performed to obtain the interlayer displacement angle limit values ​​under different performance levels, including: Establishing a soil-underground structure static elastoplastic Pushover numerical model corresponding to the underground structure; Based on the soil-underground structure static elastoplastic Pushover numerical model, a pushover analysis is performed considering the earthquake motion in the horizontal and vertical directions to obtain a pushover curve; Based on the pushover curve, the interlayer displacement angle limit of the underground structure at different performance levels is obtained.

5. The underground structure vulnerability analysis method according to claim 1, characterized in that: The properties of the underground structure include one or more of the following: Dimensions of underground structures; Reinforcement information of underground structures; Material properties of underground structures; The depth of underground structures.

6. An underground structure vulnerability analysis device, characterized in that: include: A regional geophysical model building module is used to build a regional geophysical model by setting the properties of the earthquake source, the properties of the underground structure, the properties of the soil layer and the limited fault type; A seismic data acquisition module, used for calculating seismic data corresponding to a plurality of nodes of different dimensions of the regional geophysical model by using a finite difference method; A probabilistic seismic demand model determination and pushover analysis module is used to calculate the structural seismic response of the local soil-underground structure model of the underground structure based on the seismic motion data to obtain target structural damage parameters; Determine the target probabilistic seismic demand model of the underground structure based on the seismic intensity parameter corresponding to the target seismic intensity index and the target structural damage parameter; obtain the inter-story displacement angle limit under different performance levels by performing pushover analysis on the underground structure; A fragility curve acquisition module, used for drawing a fragility curve of the underground structure based on the target probabilistic seismic demand model and the interlayer displacement angle limit; Before the structural seismic response calculation is performed, the method further includes: performing gravity analysis in the elastic stage and the plastic stage on the complete soil model after the first processing, and recording the normal displacement and the tangential displacement at the boundary of the local soil-underground structure model at the end of the plastic gravity analysis; the first processing includes applying constraints on all degrees of freedom to the bottom of the complete soil model, and applying constraints on the translational degrees of freedom to the horizontal direction of the side of the complete soil model; Performing a structural gravity analysis on the complete soil model after the second processing, and recording the incremental normal displacement and incremental tangential displacement at the boundary of the local soil-underground structure model at the end of the structural gravity analysis; the second processing includes: restoring the soil displacement field to a zero displacement field, keeping the stress field unchanged, removing the soil at the underground structure position, and adding the underground structure and the interaction between the soil and the underground structure; The bottom of the local soil model is fixed, and the first relative value is gradually applied to the top surface and the remaining side surface of the local soil model according to the accumulation path of the first relative value to obtain the initial stress state of the local soil model; the first relative value is the relative value of the normal displacement and the tangential displacement relative to the bottom of the local soil model; the remaining side surface refers to the side surface that is not constrained; Based on the initial stress state of the local soil model, a structural gravity analysis is performed on the local soil model after the second processing, and the second relative value is gradually applied to the top surface and the remaining side surfaces of the local soil-underground structure model according to the cumulative path of the second relative value to obtain the initial stress state of the local soil-underground structure model; the second relative value is the relative value of the incremental normal displacement and the incremental tangential displacement relative to the bottom of the local soil model.

7. An electronic device comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, characterized in that: When the processor executes the computer program, the underground structure vulnerability analysis method according to any one of claims 1 to 5 is implemented.

8. A non-transitory computer-readable storage medium, characterized in that: The non-transitory computer-readable storage medium stores a computer program, and when the computer program is executed by a processor, the underground structure vulnerability analysis method according to any one of claims 1 to 5 is implemented.

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