Building earthquake resistance prediction analysis method and system

Abstract

This invention relates to the field of seismic design and analysis technology for building structures, and discloses a method and system for predictive analysis of building seismic resistance. The method includes: obtaining a set of foundation response parameters for the target through-floor column; constructing the foundation response vector of the through-floor column; constructing a comprehensive stability index for the through-floor column; adaptively correcting the weights; introducing a nonlinear state-space evolution model; outputting the stability degradation evolution characteristic vector of the through-floor column; performing instability prediction and judgment; and outputting the seismic prediction analysis results of the through-floor column. Compared to existing technologies that mainly rely on static verification under a single working condition or post-event stability checks, especially when the through-floor column is coupled with the podium structure, it is difficult to identify the instability evolution trend of the through-floor column in advance. This invention, by introducing stability evolution modeling and feedback correction mechanisms, achieves forward-looking predictive analysis of the stability degradation process of the through-floor column, improving the reliability of seismic prediction analysis of complex building structures in the design stage.

Description

Technical Field

[0001] This invention relates to the field of seismic design and analysis technology for building structures, and in particular to a method and system for predicting and analyzing seismic resistance of buildings. Background Technology

[0002] Currently, in the seismic design and review process of building structures, for structures with unfavorable structural conditions such as through-floor columns and large openings in the lower podium floor slab, the bearing capacity and stability of through-floor columns are typically verified using static calculations based on specifications or response analysis under a limited number of seismic loading conditions. These methods often use whether single or combined response parameters such as axial force ratio, bending moment, and inter-story drift angle meet the limit requirements as the criterion, focusing on ex-post verification of structural safety under a given design flood level or specific seismic loading.

[0003] However, the aforementioned existing technologies are mainly for judging discrete seismic conditions and lack the ability to characterize the evolution and degradation process of the stability of through-floor columns as the seismic load increases. Especially when the through-floor columns and large openings in the floor slabs work together and the local constraints of the structure are significantly weakened, the stability degradation of through-floor columns often has obvious nonlinear characteristics and path-dependent properties. It is difficult to reflect its potential instability risk by only verifying the results under a single working condition.

[0004] Furthermore, existing technologies typically fail to dynamically identify the dominant relationships among various stability response parameters and lack feedback correction mechanisms based on overall stability state deviations. This makes it difficult to identify early signs of the evolution of cross-story column stability from a controllable state to an unstable state during the structural design phase, thus hindering the provision of effective predictive basis for structural scheme optimization and seismic design adjustments.

[0005] Therefore, there is an urgent need for a seismic analysis method that can proactively analyze and predict the stability degradation process of through-floor columns during the structural design stage, especially under unfavorable structural conditions such as through-floor columns and large openings in floor slabs, in order to improve the safety, reliability, and rationality of seismic design for complex building structures. Summary of the Invention

[0006] To address the aforementioned technical shortcomings, the purpose of this invention is to propose a seismic prediction and analysis method for buildings. This method aims to solve the technical problem that existing technologies mainly rely on static calculations or post-event stability checks under a single working condition, especially when a through-floor column is coupled with the podium structure, making it difficult to identify the instability evolution trend of the through-floor column in advance.

[0007] To solve the above-mentioned technical problems, the present invention adopts the following technical solution: The present invention provides a method for predicting and analyzing the seismic resistance of buildings.

[0008] The building seismic resistance prediction and analysis method includes:

[0009] Step S10: Obtain the set of basic response parameters of the target through-layer column, and perform basic response correction of the through-layer column using an equivalent response reconstruction method based on local constraint weakening mapping according to the set of basic response parameters, and output the basic response vector of the through-layer column. ;

[0010] Step S20: Based on the response vector of the through-layer column foundation A non-uniform weighted modulation mechanism guided by instability sensitivity is used to construct a comprehensive stability index for trans-layered columns, and the comprehensive stability index of trans-layered columns is output. and modulation weight coefficient set ;

[0011] Step S30: For the modulation weighting coefficient set Based on the comprehensive stability index of trans-layer columns A feedback correction mechanism driven by the deviation of the main control index is used for weight correction processing, and an optimized set of modulation weight coefficients is output. ;

[0012] Step S40: Obtain the feature vector of the seismic intensity increasing path, and combine the feature vector of the seismic intensity increasing path with the response vector of the through-layer column foundation. and optimized modulation weight coefficient set The input is fed into a preset nonlinear state-space evolution model, which outputs a cross-layer column stability degradation evolution feature vector.

[0013] Step S50: Based on the stability degradation evolution feature vector of the through-layer column, the instability judgment mechanism based on the comparison of evolution index thresholds is used to perform the seismic design prediction analysis task and output the seismic prediction analysis results of the through-layer column.

[0014] Preferably, in step S10, the basic response parameter set of the target through-layer column is obtained, and the basic response of the through-layer column is corrected according to the basic response parameter set using an equivalent response reconstruction method based on local constraint weakening mapping, and the basic response vector of the through-layer column is output. The steps specifically include:

[0015] Step S101: During the structural design phase, based on the pre-set overall structural analysis model, obtain the set of foundation response parameters for the target through-story column under the design seismic load. The set of foundation response parameters includes the axial force ratio. Bending moment ratio Inter-story drift angle Floor slab opening coefficient ;

[0016] Step S102: Based on the floor slab opening coefficient Set the target cross-story column's lateral restraint capacity factor. , ,in, The floor slab constraint sensitivity coefficient has a value range of greater than 0.6 and less than 1.0.

[0017] Step S103: Based on the target through-layer column's lateral restraint capacity factor Inter-story drift angle Equivalent amplification correction is performed to obtain the equivalent inter-story drift angle. , ;

[0018] Step S104: Based on the equivalent inter-story drift angle With respect to bending moment ratio Second-order effect amplification correction is performed to obtain the equivalent bending moment ratio. , Where λ is the displacement-moment coupling amplification factor;

[0019] Step S105: Based on the axial force ratio Equivalent inter-story drift angle Equivalent bending moment ratio and floor slab opening coefficient Constructing the response vector of the through-layer column foundation , .

[0020] Preferably, in step S10, the axial force ratio The parameter calculation model includes: ;in, Design internal forces for the axial direction of the through-floor column. The cross-sectional area of ​​the column is... Design value of axial compressive strength of concrete; bending moment ratio The parameter calculation model includes: ,in, For the bending moment at the end of the through-floor column, Section modulus; interstory drift angle The parameter calculation model includes: ,in, This represents the inter-story drift of the floor where the through-floor column is located. For corresponding floor height; floor slab opening coefficient The parameter calculation model includes: ,in, This refers to the area of ​​the opening in the floor slab adjacent to the penetrating column. This represents the total floor area of ​​that floor.

[0021] Preferably, in step S20, the response vector of the through-layer column foundation is used. A non-uniform weighted modulation mechanism guided by instability sensitivity is used to construct a comprehensive stability index for trans-layered columns, and the comprehensive stability index of trans-layered columns is output. The steps specifically include:

[0022] Step S201: Obtain the preset stability control boundary template vector And based on the response vector of the through-layer column foundation and stability control boundary template vector The instability probability mapping is performed using the logistic regression principle, outputting a set of instability sensitivity factors, including the axial force ratio instability sensitivity factor. Moment ratio instability sensitivity factor Inter-story drift angle instability sensitivity factor and floor slab opening coefficient instability sensitivity factor ;in, ; The upper limit for stability control of the axial force ratio of the through-layer column; This is the upper limit for stability control of the bending moment ratio of columns that penetrate multiple floors; This is the upper limit for stability control of the inter-story drift angle of the through-story column; This serves as the upper limit for stability control of the floor slab opening coefficient;

[0023] Step S202: Based on the set of instability sensitivity factors, the initial weight coefficients are non-uniformly modulated using a power-law mapping method to obtain the set of modulated weight coefficients. Modulation weighting coefficient set Including axial force ratio weight Bending moment ratio weight Inter-story drift angle weight Weighting of floor slab opening coefficient ;

[0024] Step S203: Based on the axial force ratio weight Bending moment ratio weight Inter-story drift angle weight Weighting of floor slab opening coefficient Combining the response vector of the through-layer column foundation A linear weighted fusion calculation is used to output a comprehensive stability index for cross-layer columns. and modulation weight coefficient set .

[0025] Preferably, in step S30, the modulation weighting coefficient set is... Based on the comprehensive stability index of trans-layer columns A feedback correction mechanism driven by the deviation of the main control index is used for weight correction processing, and an optimized set of modulation weight coefficients is output. The steps specifically include:

[0026] Step S301: Introduce the standard value of the comprehensive stability index for cross-layer columns. According to the standard value of the comprehensive stability index of the trans-layer column Comprehensive index of stability of cross-layer columns Constructing the deviation of the comprehensive main control indicators , ;when When, determine that the current situation is within the safety margin zone; when When, determine that the current state is at the instability boundary; when At that time, it is determined that the current situation is in an unstable zone;

[0027] Step S302: If the current situation is in the instability zone, select the axial force ratio weight. As the first control factor, the inter-story drift angle weight is selected. As the second control factor; select the inter-story drift angle weight. As the third control factor; select the weight of the floor slab opening coefficient. It is the fourth control factor;

[0028] Step S303: For the first control factor, the second control factor, the third control factor, and the fourth control factor, perform a weight scaling process using an exponential mapping method. When the first occurrence of a certain condition during the weight scaling process of any control factor occurs... At this point, the weight scaling process is stopped, and the updated optimized modulation weight coefficient set is output. .

[0029] Preferably, in step S40, the nonlinear state-space evolution model includes an input layer for receiving the seismic intensity increasing path feature vector and the response vector of the through-layer column foundation. and optimized modulation weight coefficient set The system consists of: an intensity-driven mapping layer, which maps the received seismic intensity increasing path feature vector to stability degradation driving coefficients; a weighted modulation state evolution layer, which performs nonlinear recursive updates on the stability state of the trans-layer column based on the stability degradation driving coefficients and the optimized modulation weight coefficient set, and outputs multi-step evolution results; a degradation accumulation and constraint correction layer, which accumulates the multi-step evolution results and introduces stability control boundary constraints for correction; and an output layer, which outputs the stability degradation evolution feature vector of the trans-layer column.

[0030] Preferably, in step S50, the step of performing the seismic design prediction analysis task based on the instability judgment mechanism based on the evolution index threshold comparison of the stability degradation evolution feature vector of the through-layer column and outputting the seismic prediction analysis result of the through-layer column specifically includes:

[0031] Step S501: Using Python's NumPy numerical computing library, the maximum value extraction, first-order difference calculation, and local extremum identification are performed on the stability degradation evolution feature vector of the trans-layer column to obtain the set of stability evolution index threshold points. Among them, the set of threshold points for stability evolution index Including the peak threshold of evolutionary indicators Evolutionary indicators and the threshold point for accelerated degradation and the critical threshold point before evolutionary indicators tend to saturate or undergo a mutation. ;

[0032] Step S502: For the set of threshold points of stability evolution index The adjacent evolution growth rate *r* is calculated using differential normalization for any two adjacent threshold points. When the adjacent evolution growth rate *r* exceeds a preset evolution growth rate threshold, the adjacent threshold points are determined to be in a seismic instability zone. The mean evolution index within the seismic instability zone is statistically analyzed and used as the evolution index value of the seismic instability zone. Simultaneously, the seismic intensity index corresponding to the peak value of the evolution index within the seismic instability zone is obtained. ;

[0033] Step S503: When the corresponding earthquake intensity index Less than the preset design seismic intensity index, or the evolution index value of the seismic instability zone. When the preset stability control threshold is exceeded, the seismic capacity design corresponding to the set of foundation response parameters is deemed unqualified, and the seismic prediction analysis result of the through-floor column is output based on the judgment result.

[0034] This invention also provides a building seismic prediction and analysis system, comprising:

[0035] The basic response equivalent reconstruction module is used to obtain the basic response parameter set of the target through-layer column, and to perform basic response correction of the through-layer column using an equivalent response reconstruction method based on local constraint weakening mapping, based on the basic response parameter set, and output the basic response vector of the through-layer column. ;

[0036] The stability comprehensive index construction module is used to construct the response vector of the through-layer column foundation. A non-uniform weighted modulation mechanism guided by instability sensitivity is used to construct a comprehensive stability index for trans-layered columns, and the comprehensive stability index of trans-layered columns is output. and modulation weight coefficient set ;

[0037] The weighted feedback correction module is used for the set of modulation weighting coefficients. Based on the comprehensive stability index of trans-layer columns A feedback correction mechanism driven by the deviation of the main control index is used for weight correction processing, and an optimized set of modulation weight coefficients is output. ;

[0038] The stability degradation evolution prediction module is used to obtain the feature vector of the seismic intensity increase path, and to combine the seismic intensity increase path feature vector with the response vector of the through-layer column foundation. and optimized modulation weight coefficient set The input is fed into a preset nonlinear state-space evolution model, which outputs a cross-layer column stability degradation evolution feature vector.

[0039] The seismic prediction and design analysis module is used to perform seismic design prediction and analysis tasks based on the instability judgment mechanism based on the stability degradation evolution characteristic vector of through-layer columns and the comparison of evolution index thresholds, and outputs the seismic prediction and analysis results of through-layer columns.

[0040] The present invention also provides a building seismic prediction and analysis device, comprising: a memory, a processor, and a building seismic prediction and analysis program stored in the memory and executable on the processor, wherein the building seismic prediction and analysis program implements a building seismic prediction and analysis method when executed by the processor.

[0041] The present invention also provides a computer program product, including a building seismic prediction and analysis program, which, when executed by a processor, implements the building seismic prediction and analysis method.

[0042] The beneficial effects of this invention are as follows: By introducing a response reconstruction mechanism for through-layer column foundations based on local constraint weakening mapping, and combining it with a feedback correction mechanism driven by instability sensitivity-guided non-uniform weight modulation and main control index deviation, this invention can perform multi-parameter coupled modeling and adaptive correction of the stability of through-layer columns during the building structure design stage. This avoids the problem of insufficient safety margin assessment caused by relying solely on a single seismic condition or static calculation results for stability judgment in existing technologies, thereby improving the rationality and engineering applicability of the stability evaluation results of through-layer columns.

[0043] This invention further predicts the stability degradation process of trans-layer columns by constructing a nonlinear state-space evolution model that includes the characteristics of the seismic intensity increase path. Based on the threshold comparison mechanism of evolution index, it realizes the early identification of unstable sections and the prediction and analysis of seismic capacity. Compared with the traditional ex-post verification method, it can reveal the potential instability risk of trans-layer columns in the process of seismic action enhancement in advance, and provide a forward-looking decision basis for structural design optimization and seismic measure adjustment, thereby significantly improving the overall seismic safety and reliability of complex building structures in the design stage. Attached Figure Description

[0044] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0045] Figure 1 This is a flowchart illustrating the first embodiment of a seismic prediction and analysis method for buildings according to the present invention.

[0046] Figure 2 This is a schematic diagram of the equipment for a building seismic prediction and analysis method according to the present invention. Detailed Implementation

[0047] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0048] Example 1: As Figure 1 The diagram shown is a flowchart of the first embodiment of the seismic prediction and analysis method for buildings according to the present invention, which presents the first embodiment of the seismic prediction and analysis method for buildings according to the present invention.

[0049] In the first embodiment, the building seismic prediction and analysis method includes:

[0050] Step S10: Obtain the set of basic response parameters of the target through-layer column, and perform basic response correction of the through-layer column using an equivalent response reconstruction method based on local constraint weakening mapping according to the set of basic response parameters, and output the basic response vector of the through-layer column. ;

[0051] It should be noted that the "equivalent response reconstruction method based on local constraint weakening mapping" in this step refers to the equivalent correction of the foundation response parameters of the through-floor column output by the original structural analysis model, considering the actual structural characteristics where the local lateral constraints are weaker than those of the standard structural floor, such as large openings in the floor slabs above and below the through-floor column, interrupted connecting beams, and structural function conversion. This equivalent response reconstruction method does not change the overall structural calculation model, but rather, while keeping the overall force system unchanged, it introduces a mapping factor reflecting the degree of local constraint weakening to coordinately adjust the foundation response parameters such as axial force ratio, bending moment response, and inter-story drift angle, so that they can more realistically reflect the stress and deformation state of the through-floor column under unfavorable structural conditions.

[0052] Understandably, by performing an equivalent reconstruction of the foundation response of the through-floor column in this step, the adverse stability effects caused by insufficient local constraints of the through-floor column can be explicitly reflected in the foundation response vector during the structural design stage. This makes the input state on which the subsequent construction and evolution prediction analysis of comprehensive stability indices are based more closely resemble real engineering conditions. This approach helps avoid underestimating the stability requirements of the through-floor column by directly using the original calculation results of the overall model, thereby improving the effectiveness and reliability of this invention in conducting seismic prediction analysis under complex substructure conditions.

[0053] It should be understood that, compared to the traditional approach of directly using structural analysis software outputs to verify the bearing capacity or stability of through-floor columns, this step is not limited to checking a single response parameter. Instead, it considers the specific structural environment of the through-floor column and performs a comprehensive equivalent correction to multiple foundation response parameters. This approach can systematically introduce unfavorable local structural factors into the subsequent analysis process without relying on additional experiments or complex modeling. It is more suitable for proactively identifying potential instability risks of through-floor columns during the structural design phase, demonstrating a technical effect that is significantly different from traditional ex-post verification methods.

[0054] For example, in the commercial podium area of ​​a high-rise building, a target through-floor column extends from the first to the third floor. The adjacent floor slabs have large equipment and traffic openings due to commercial needs, resulting in significantly weaker lateral constraints at the column end compared to the upper standard floors. If the foundation response parameters output from the overall structural analysis model are directly used, the inter-story drift angle of this through-floor column under design seismic loading might still be within the code limits. However, by introducing local constraint weakening mapping in this step to reconstruct the equivalent response, the equivalent drift angle and bending moment response of the through-floor column are reasonably amplified. This allows for earlier reflection of its stability degradation trend during the subsequent construction and evolution prediction of comprehensive stability indicators, providing a basis for structural designers to adjust construction measures in a timely manner.

[0055] Step S20: Based on the response vector of the through-layer column foundation A non-uniform weighted modulation mechanism guided by instability sensitivity is used to construct a comprehensive stability index for trans-layered columns, and the comprehensive stability index of trans-layered columns is output. and modulation weight coefficient set ;

[0056] It should be noted that the "non-uniform weight modulation mechanism based on instability sensitivity" in this step refers to first identifying the differences in the sensitivity of each response parameter to the stability degradation of the cross-layer column, and then assigning unequal weights to different response parameters based on this sensitivity, thereby constructing a comprehensive stability index that can comprehensively reflect the overall stability state of the cross-layer column.

[0057] Understandably, by introducing a non-uniform weighting modulation mechanism guided by instability sensitivity, this step enables the comprehensive stability index to better highlight the key response parameters that play a dominant role in the stability of trans-layered columns, avoiding the situation where simple averaging or equal weighting obscures the controlling instability factors when multiple parameters are involved. The comprehensive stability index for trans-layered columns constructed in this way can more accurately reflect the overall stability level of trans-layered columns under current structural conditions and stress states, providing a reasonable initial evaluation benchmark for subsequent weighted feedback correction and evolution prediction analysis.

[0058] For example, in the seismic analysis of a column spanning multiple floors, although the axial force ratio and bending moment response did not significantly approach their control limits, the inter-story drift angle increased significantly due to the weakening of local lateral stiffness caused by the large opening in the floor slab. Through the instability sensitivity-guided analysis in this step, the weight corresponding to the inter-story drift angle is increased accordingly, while the weights of other response parameters are relatively reduced. This allows the final comprehensive stability index to focus on reflecting the dominant influence of this drift angle on the stability of the column spanning multiple floors, thus providing a more reasonable input basis for subsequent weight feedback correction and stability evolution prediction.

[0059] Step S30: For the modulation weighting coefficient set Based on the comprehensive stability index of trans-layer columns A feedback correction mechanism driven by the deviation of the main control index is used for weight correction processing, and an optimized set of modulation weight coefficients is output. ;

[0060] It should be noted that the "feedback correction mechanism driven by the deviation of the master control index" in this step refers to introducing the deviation between the comprehensive stability index and its corresponding reference standard as a feedback driving quantity, based on the already constructed comprehensive stability index of the trans-layer column, to further correct the modulation weight coefficient set obtained in the previous step. This feedback correction mechanism does not simply amplify or reduce all weights, but prioritizes the targeted correction of the weights corresponding to the master control response parameters that contribute significantly to the comprehensive stability index and whose deviation has a significant impact, thereby forming an optimized modulation weight coefficient set that matches the current stability state.

[0061] Understandably, through feedback correction driven by the deviation of the main control index, this step enables the set of modulation weight coefficients to move beyond the initial sensitivity allocation state and adaptively adjust according to the changing trend of the overall stability of the trans-layer column. As the comprehensive stability index gradually approaches the control boundary, the feedback correction mechanism automatically strengthens the weight of the main control instability parameters, allowing them to play a greater role in subsequent analysis; conversely, when the stability margin is large, it avoids excessive amplification of non-critical parameters, thereby improving the stability and rationality of the overall analysis results.

[0062] Step S40: Obtain the feature vector of the seismic intensity increasing path, and combine the feature vector of the seismic intensity increasing path with the response vector of the through-layer column foundation. and optimized modulation weight coefficient set The input is fed into a preset nonlinear state-space evolution model, which outputs a cross-layer column stability degradation evolution feature vector.

[0063] It should be noted that the "earthquake intensity increasing path feature vector" in this step refers to a set of parameters used to characterize the intensity change characteristics of seismic action as it gradually increases from low intensity to the target fortification level or rare level. It describes the order of seismic action application, intensity increment, and loading path characteristics. The nonlinear state-space evolution model uses the earthquake intensity increasing path feature vector, the equivalent reconstructed response vector of the through-layer column foundation, and the optimized modulation weight coefficient set as joint inputs. By characterizing the evolution relationship of the stability state of the through-layer column during the process of seismic action intensification, it outputs an evolution feature vector reflecting the trend of stability degradation.

[0064] Understandably, by explicitly incorporating the characteristics of the increasing seismic intensity path into the stability analysis process, this step is no longer limited to judging the stability of cross-layer columns under a single seismic condition. Instead, it can simulate the response accumulation and state evolution of cross-layer columns as the seismic load gradually intensifies, giving the stability degradation process continuity and directionality. The resulting characteristic vector of cross-layer column stability degradation evolution not only contains information on the stability level at a certain moment but also reflects the trend and rate of stability change, providing a more comprehensive basis for subsequent instability determination.

[0065] It should be understood that, compared to the traditional "single-point analysis—result judgment" approach, this step uses a nonlinear state-space evolution model to perform path-dependent modeling of the stability of trans-layer columns. This effectively characterizes the nonlinear degradation behavior of trans-layer columns under multi-level earthquakes caused by cumulative deformation, constraint weakening, and changes in the dominant response. This evolutionary modeling approach avoids the shortcomings of relying solely on single-condition analysis and ignoring the continuity of the degradation process. It better reflects the engineering reality of the gradual deterioration of the stability of trans-layer columns under actual earthquakes, demonstrating a technical effect that is significantly different from traditional ex-post verification methods.

[0066] Step S50: Based on the stability degradation evolution feature vector of the through-layer column, the instability judgment mechanism based on the comparison of evolution index thresholds is used to perform the seismic design prediction analysis task and output the seismic prediction analysis results of the through-layer column.

[0067] It should be noted that the "instability determination mechanism based on evolution index threshold comparison" in this step refers to using the stability degradation evolution characteristic vector of the through-layer column output in step S40 as the analysis object, comparing the key evolution indexes representing changes in stability state with pre-set stability control thresholds, thereby determining whether the through-layer column has entered an instability-sensitive section or an unstable section during the increasing seismic load. The stability control threshold is used to characterize the acceptable stability boundary of the through-layer column in the design stage, and its setting is determined based on structural design requirements and engineering experience.

[0068] Understandably, by comparing the stability degradation evolution characteristic vector with the control threshold, this step can transform the results of the preceding evolution analysis into clear seismic design judgments. This allows the stability evaluation of cross-story columns to move beyond abstract descriptions of evolutionary trends and instead generate predictive analysis results that can be used for engineering decision-making. This instability judgment mechanism not only focuses on whether stability indicators exceed the threshold but also on their changing trends during the process of increasing earthquake intensity, thus ensuring the forward-looking and continuous nature of the seismic design analysis results.

[0069] Example 2: Furthermore, the seismic prediction and analysis system for buildings provided by this invention, employing a seismic prediction and analysis method from the above embodiments, can solve a technical problem in seismic prediction and analysis of buildings. Compared with the prior art, the beneficial effects of the seismic prediction and analysis system for buildings provided by this invention are the same as those of the seismic prediction and analysis method for buildings provided in the above embodiments, and other technical features of the seismic prediction and analysis system are the same as those disclosed in the methods of the above embodiments, and will not be repeated here.

[0070] Example 3: This invention provides a building seismic prediction and analysis device. Please refer to... Figure 2A building seismic prediction and analysis device includes: at least one processor; and a memory communicatively connected to the at least one processor; wherein the memory stores instructions executable by the at least one processor, the instructions being executed by the at least one processor to enable the at least one processor to perform a building seismic prediction and analysis method as described in Embodiment 1 above. The building seismic prediction and analysis device in this embodiment may include, but is not limited to, mobile terminals such as mobile phones, laptops, digital radio receivers, PDAs (Personal Digital Assistants), PADs (Portable Application Descriptions), PMPs (Portable Media Players), vehicle terminals (e.g., vehicle navigation terminals), and fixed terminals such as digital TVs and desktop computers. This building seismic prediction and analysis device is merely an example and should not impose any limitations on the functionality and scope of use of the embodiments of this invention. A building seismic prediction and analysis device may include a processing device 1001 (e.g., a central processing unit, a graphics processing unit, etc.), which can perform various appropriate actions and processes according to a program stored in a read-only memory 1002 or a program loaded from a storage device 1003 into a random access memory 1004. Random access memory 1004 also stores various programs and data required for the operation of a building seismic prediction and analysis device. Processing device 1001, read-only memory 1002, and random access memory 1004 are interconnected via bus 1005. I / O interface 1006 is also connected to the bus. Typically, the following systems can be connected to I / O interface 1006: input devices 1007 including, for example, touchscreens, touchpads, keyboards, mice, image sensors, microphones, accelerometers, gyroscopes, etc.; output devices 1008 including, for example, liquid crystal displays (LCDs), speakers, vibrators, etc.; storage devices 1003 including, for example, magnetic tapes, hard disks, etc.; and communication devices 1009. Communication device 1009 allows a building seismic prediction and analysis device to communicate wirelessly or wiredly with other devices to exchange data. Although a building seismic prediction and analysis device with various systems is shown in the figure, it should be understood that it is not required to implement or possess all the systems shown. More or fewer systems may be implemented alternatively.

[0071] Example 4: This invention also provides a computer program product, including a computer program that, when executed by a processor, implements the steps of the building seismic prediction and analysis method described above. The computer program product provided by this invention can solve a technical problem in building seismic prediction and analysis. Compared with the prior art, the beneficial effects of the computer program product provided by this invention are the same as those of the building seismic prediction and analysis method provided in the above embodiments, and will not be repeated here.

[0072] In particular, according to the embodiments disclosed in this invention, the processes described above with reference to the flowcharts can be implemented as computer software programs. For example, embodiments of this invention include a computer program product comprising a computer program carried on a computer-readable medium, the computer program containing program code for performing the methods shown in the flowcharts. In such embodiments, the computer program can be downloaded and installed from a network via a communication device, or installed from storage device 1003, or installed from read-only memory 1002. When the computer program is executed by processing device 1001, it performs the functions defined in the methods of the embodiments disclosed in this invention.

[0073] It should be understood that the various parts disclosed in this invention can be implemented using hardware, software, firmware, or a combination thereof. In the description of the above embodiments, specific features, structures, materials, or characteristics may be combined in any suitable manner in one or more embodiments or examples.

[0074] Obviously, those skilled in the art can make various modifications and variations to this invention without departing from its spirit and scope. Therefore, if these modifications and variations fall within the scope of the claims of this invention and their equivalents, this invention also intends to include these modifications and variations.

Claims

1. A method for predicting and analyzing seismic resistance of buildings, characterized in that, The methods include: Step S10: Obtain the set of basic response parameters of the target through-layer column, and perform basic response correction of the through-layer column using an equivalent response reconstruction method based on local constraint weakening mapping according to the set of basic response parameters, and output the basic response vector of the through-layer column. ; Step S20: Based on the response vector of the through-layer column foundation A non-uniform weighted modulation mechanism guided by instability sensitivity is used to construct a comprehensive stability index for trans-layered columns, and the comprehensive stability index of trans-layered columns is output. and modulation weight coefficient set ; Step S30: For the modulation weighting coefficient set Based on the comprehensive stability index of trans-layer columns A feedback correction mechanism driven by the deviation of the main control index is used for weight correction processing, and an optimized set of modulation weight coefficients is output. ; Step S40: Obtain the feature vector of the seismic intensity increasing path, and combine the feature vector of the seismic intensity increasing path with the response vector of the through-layer column foundation. and optimized modulation weight coefficient set The input is fed into a preset nonlinear state-space evolution model, which outputs a cross-layer column stability degradation evolution feature vector. Step S50: Based on the stability degradation evolution feature vector of the through-layer column, the instability judgment mechanism based on the comparison of evolution index thresholds is used to perform the seismic design prediction analysis task and output the seismic prediction analysis results of the through-layer column.

2. The seismic prediction and analysis method for buildings as described in claim 1, characterized in that, In step S10, the basic response parameter set of the target through-layer column is obtained, and the basic response of the through-layer column is corrected according to the basic response parameter set using an equivalent response reconstruction method based on local constraint weakening mapping, and the basic response vector of the through-layer column is output. The steps specifically include: Step S101: During the structural design phase, based on the pre-set overall structural analysis model, obtain the set of foundation response parameters for the target through-story column under the design seismic load. The set of foundation response parameters includes the axial force ratio. Bending moment ratio Inter-story drift angle Floor slab opening coefficient ; Step S102: Based on the floor slab opening coefficient Set the target cross-story column's lateral restraint capacity factor. , ,in, The floor slab constraint sensitivity coefficient has a value range of greater than 0.6 and less than 1.

0. Step S103: Based on the target through-layer column's lateral restraint capacity factor Inter-story drift angle Equivalent amplification correction is performed to obtain the equivalent inter-story drift angle. , ; Step S104: Based on the equivalent inter-story drift angle With respect to bending moment ratio Second-order effect amplification correction is performed to obtain the equivalent bending moment ratio. , Where λ is the displacement-moment coupling amplification factor; Step S105: Based on the axial force ratio Equivalent inter-story drift angle Equivalent bending moment ratio and floor slab opening coefficient Constructing the response vector of the through-layer column foundation , .

3. The seismic prediction and analysis method for buildings as described in claim 2, characterized in that, In step S10, the axial force ratio The parameter calculation model includes: ;in, Design internal forces for the axial direction of the through-floor column. The cross-sectional area of ​​the column is... Design value of axial compressive strength of concrete; bending moment ratio The parameter calculation model includes: ,in, For the bending moment at the end of the through-floor column, Section modulus; interstory drift angle The parameter calculation model includes: ,in, This represents the inter-story drift of the floor where the through-floor column is located. For corresponding floor height; floor slab opening coefficient The parameter calculation model includes: ,in, This refers to the area of ​​the opening in the floor slab adjacent to the penetrating column. This represents the total floor area of ​​that floor.

4. The seismic prediction and analysis method for buildings as described in claim 1, characterized in that, In step S20, based on the response vector of the through-layer column foundation... A non-uniform weighted modulation mechanism guided by instability sensitivity is used to construct a comprehensive stability index for trans-layered columns, and the comprehensive stability index of trans-layered columns is output. The steps specifically include: Step S201: Obtain the preset stability control boundary template vector And based on the response vector of the through-layer column foundation and stability control boundary template vector The instability probability mapping is performed using the logistic regression principle, outputting a set of instability sensitivity factors, including the axial force ratio instability sensitivity factor. Moment ratio instability sensitivity factor Inter-story drift angle instability sensitivity factor and floor slab opening coefficient instability sensitivity factor ;in, ; The upper limit for stability control of the axial force ratio of the through-layer column; This is the upper limit for stability control of the bending moment ratio of columns that penetrate multiple floors; This is the upper limit for stability control of the inter-story drift angle of the through-story column; This serves as the upper limit for stability control of the floor slab opening coefficient; Step S202: Based on the set of instability sensitivity factors, the initial weight coefficients are non-uniformly modulated using a power-law mapping method to obtain the set of modulated weight coefficients. Modulation weighting coefficient set Including axial force ratio weight Bending moment ratio weight Inter-story drift angle weight Weighting of floor slab opening coefficient ; Step S203: Based on the axial force ratio weight Bending moment ratio weight Inter-story drift angle weight Weighting of floor slab opening coefficient Combining the response vector of the through-layer column foundation A linear weighted fusion calculation is used to output a comprehensive stability index for cross-layer columns. and modulation weight coefficient set .

5. The seismic prediction and analysis method for buildings as described in claim 4, characterized in that, In step S30, for the modulation weighting coefficient set Based on the comprehensive stability index of trans-layer columns A feedback correction mechanism driven by the deviation of the main control index is used for weight correction processing, and an optimized set of modulation weight coefficients is output. The steps specifically include: Step S301: Introduce the standard value of the comprehensive stability index for cross-layer columns. According to the standard value of the comprehensive stability index of the trans-layer column Comprehensive index of stability of cross-layer columns Constructing the deviation of the comprehensive main control indicators , ;when When, determine that the current situation is within the safety margin zone; when When, determine that the current state is at the instability boundary; when At that time, it is determined that the current situation is in an unstable zone; Step S302: If the current situation is in the instability zone, select the axial force ratio weight. As the first control factor, the inter-story drift angle weight is selected. As the second control factor; select the inter-story drift angle weight. As the third control factor; select the weight of the floor slab opening coefficient. It is the fourth control factor; Step S303: For the first control factor, the second control factor, the third control factor, and the fourth control factor, perform a weight scaling process using an exponential mapping method. When the first occurrence of a certain condition during the weight scaling process of any control factor occurs... At this point, the weight scaling process is stopped, and the updated optimized modulation weight coefficient set is output. .

6. The seismic prediction and analysis method for buildings as described in claim 1, characterized in that, In step S40, the nonlinear state-space evolution model includes an input layer, which receives the seismic intensity increasing path feature vector and the response vector of the through-layer column foundation. and optimized modulation weight coefficient set Intensity-driven mapping layer, used to map the received seismic intensity increasing path feature vector into stability degradation driving coefficients; The weighted modulation state evolution layer is used to perform nonlinear recursive updates on the stability state of the trans-layer column based on the stability degradation driving coefficient and the optimized modulation weight coefficient set, and outputs multi-step evolution results; the degradation accumulation and constraint correction layer is used to accumulate the multi-step evolution results and introduce stability control boundary constraints for correction; the output layer is used to output the stability degradation evolution feature vector of the trans-layer column.

7. The seismic prediction and analysis method for buildings as described in claim 1, characterized in that, Step S50, which involves performing seismic design prediction analysis based on the stability degradation evolution characteristic vector of the through-layer column and using an instability judgment mechanism based on the comparison of evolution index thresholds, and outputting the seismic prediction analysis results of the through-layer column, specifically includes: Step S501: Using Python's NumPy numerical computing library, the maximum value extraction, first-order difference calculation, and local extremum identification are performed on the stability degradation evolution feature vector of the trans-layer column to obtain the set of stability evolution index threshold points. Among them, the set of threshold points for stability evolution index Including the peak threshold of evolutionary indicators Evolutionary indicators and the threshold point for accelerated degradation and the critical threshold point before evolutionary indicators tend to saturate or undergo a mutation. ; Step S502: For the set of threshold points of stability evolution index The adjacent evolution growth rate *r* is calculated using differential normalization for any two adjacent threshold points. When the adjacent evolution growth rate *r* exceeds a preset evolution growth rate threshold, the adjacent threshold points are determined to be in a seismic instability zone. The mean evolution index within the seismic instability zone is statistically analyzed and used as the evolution index value of the seismic instability zone. Simultaneously, the seismic intensity index corresponding to the peak value of the evolution index within the seismic instability zone is obtained. ; Step S503: When the corresponding earthquake intensity index Less than the preset design seismic intensity index, or the evolution index value of the seismic instability zone. When the preset stability control threshold is exceeded, the seismic capacity design corresponding to the set of foundation response parameters is deemed unqualified, and the seismic prediction analysis result of the through-floor column is output based on the judgment result.

8. A building seismic prediction and analysis system, applied to the building seismic prediction and analysis method according to any one of claims 1 to 7, characterized in that, The building seismic prediction and analysis system includes: The basic response equivalent reconstruction module is used to obtain the basic response parameter set of the target through-layer column, and to perform basic response correction of the through-layer column using an equivalent response reconstruction method based on local constraint weakening mapping, based on the basic response parameter set, and output the basic response vector of the through-layer column. ; The stability comprehensive index construction module is used to construct the response vector of the through-layer column foundation. A non-uniform weighted modulation mechanism guided by instability sensitivity is used to construct a comprehensive stability index for trans-layered columns, and the comprehensive stability index of trans-layered columns is output. and modulation weight coefficient set ; The weighted feedback correction module is used for the set of modulation weighting coefficients. Based on the comprehensive stability index of trans-layer columns A feedback correction mechanism driven by the deviation of the main control index is used for weight correction processing, and an optimized set of modulation weight coefficients is output. ; The stability degradation evolution prediction module is used to obtain the feature vector of the seismic intensity increase path, and to combine the seismic intensity increase path feature vector with the response vector of the through-layer column foundation. and optimized modulation weight coefficient set The input is fed into a preset nonlinear state-space evolution model, which outputs a cross-layer column stability degradation evolution feature vector. The seismic prediction and design analysis module is used to perform seismic design prediction and analysis tasks based on the instability judgment mechanism based on the stability degradation evolution characteristic vector of through-layer columns and the comparison of evolution index thresholds, and outputs the seismic prediction and analysis results of through-layer columns.

9. A building seismic prediction and analysis device, characterized in that, The building seismic prediction and analysis device includes: a memory, a processor, and a building seismic prediction and analysis program stored in the memory and executable on the processor. When the building seismic prediction and analysis program is executed by the processor, it implements a building seismic prediction and analysis method according to any one of claims 1 to 7.

10. A computer program product, characterized in that, The computer program product includes a building seismic prediction and analysis program, which, when executed by a processor, implements a building seismic prediction and analysis method according to any one of claims 1 to 7.

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