A method and system for seismic analysis of a concrete modular building structure

Abstract

The present application relates to the technical field of modular building structure, and particularly relates to a concrete modular building structure seismic analysis method and system. The concrete modular building structure seismic analysis method comprises determining characteristic parameters corresponding to core cast-in-situ concrete force members at different spatial positions; inputting the characteristic parameters into a stiffness correction factor prediction model to obtain a stiffness correction factor; correcting the stiffness of a concrete modular building structure model based on the stiffness correction factor; performing elastic design and elastic time-history analysis under frequent earthquake action based on the stiffness-corrected concrete modular building structure model, obtaining overall structure indexes and determining whether the elastic design meets design requirements; determining that the elastic design meets design requirements, and then performing elastic-plastic time-history analysis under rare earthquake action to evaluate the seismic performance of the concrete modular building structure. The present application can solve the problem of distorted earthquake action evaluation caused by neglecting interface slip and spatial position differences in the prior art.

Description

Technical Field

[0001] This invention relates to the field of modular building structure technology, and in particular to a seismic analysis method and system for concrete modular building structures. Background Technology

[0002] In recent years, the country has vigorously promoted new building industrialization and green construction. Modular buildings, due to their advantages such as factory prefabrication, on-site assembly, and environmental friendliness, have been widely used in the rapid construction of multi-story and high-rise buildings. A typical approach involves prefabricating concrete modules in a factory, with each module having its own formwork as a permanent template. After on-site assembly, the core concrete is poured to form modular composite load-bearing components. However, existing seismic analysis methods have the following technical shortcomings.

[0003] Current designs typically establish pure cast-in-place cross-section models directly, completely ignoring the stiffness contribution of the formwork shell and only considering the influence of non-structural components such as infill walls through a single overall periodicity reduction factor (e.g., 0.7~0.9). Furthermore, existing methods cannot distinguish the different stiffness contributions at different locations such as central columns, edge columns, and corner columns due to variations in the number of sides enclosed by the formwork shell (four sides, three sides, two sides), nor can they reflect the stiffness reduction effect of interfacial slip between the formwork shell and the post-cast concrete. Studies show that interfacial slip causes the actual stiffness of the composite section to be significantly lower than the ideal bond condition, with the stiffness reduction being more pronounced in weakly constrained components such as corner columns. The current single periodicity reduction factor for traditional cast-in-place structures cannot capture the unique spatial differences inherent in modular buildings and the influence of interfacial bond slip between the formwork shell and the post-cast concrete.

[0004] For modular buildings using prefabricated formwork, completely ignoring the contribution of formwork stiffness leads to an excessively long calculation period, thus underestimating seismic forces and making the design unsafe. Conversely, overestimating formwork stiffness (e.g., assuming complete co-operation) results in an excessively short period, overestimating seismic forces, making the design conservative, and further reducing the economic viability of modular buildings. Existing methods lack reasonable consideration and precise quantification of formwork stiffness, failing to guarantee either economy or safety.

[0005] In summary, existing technologies cannot accurately assess the actual seismic effects on multi-story and high-rise modular buildings, nor can they precisely reflect the true stress state of key components. There is an urgent need for a seismic analysis method that can reflect the spatial differences in the stress positions of modular composite components to ensure the seismic safety of modular building structures. Summary of the Invention

[0006] To address, or at least partially address, the aforementioned technical problems, this invention provides a seismic analysis method and system for modular concrete building structures. By correcting the stiffness of the modular concrete building structure model and performing elastoplastic time history analysis under rare earthquake conditions, the seismic performance of the modular concrete building structure can be evaluated. This method solves the problems of distortion in seismic action calculation and inaccurate seismic performance evaluation caused by neglecting interfacial bond slip and spatial location differences in existing technologies.

[0007] In a first aspect, the present invention provides a seismic analysis method for modular concrete building structures, comprising: Based on the modular concrete building structure model, the characteristic parameters of the core cast-in-place concrete load-bearing components in different spatial locations are determined according to the module splitting scheme. The characteristic parameters corresponding to the core cast-in-place concrete load-bearing components are input into the stiffness correction factor prediction model to obtain the stiffness correction factor, which includes a first directional stiffness correction factor u1 and a second directional stiffness correction factor u2. The stiffness of the concrete modular building structure model is corrected based on the first directional stiffness correction factor u1 and the second directional stiffness correction factor u2. Based on the stiffness-corrected concrete modular building structure model, elastic design and elastic time history analysis are carried out under frequent earthquakes to obtain the overall structural indicators. Compare the overall structural indicators with the standard limits to determine whether the elastic design meets the design requirements. After confirming that the elastic design meets the design requirements, an elastoplastic time history analysis is performed under rare earthquake conditions to evaluate the seismic performance of the concrete modular building structure. If it is determined that the seismic performance of the concrete modular building structure does not meet the performance requirements, then the weak components of the concrete modular building structure should be strengthened.

[0008] In some embodiments, determining the characteristic parameters corresponding to the core cast-in-place concrete load-bearing members at different spatial locations includes: Based on the modular concrete building structure model and the module splitting scheme, the formwork enclosure of the core cast-in-place concrete load-bearing components in different spatial locations is determined. Based on the form of the mold enclosure, determine the precast mold corresponding to the core cast-in-place concrete load-bearing component; Based on the precast formwork and the core cast-in-place concrete load-bearing component, a non-fully co-working finite element model of the modular combined load-bearing component is established; the modular combined load-bearing component is formed by the precast formwork and the core cast-in-place concrete load-bearing component. Based on the aforementioned incomplete co-working finite element model, interface contact elements are set between the precast mold shell and the core cast-in-place concrete load-bearing component, and interface contact characteristic parameters are determined. The basic design parameters of the core cast-in-place concrete load-bearing member and the basic design parameters of the precast formwork are determined, and the basic design parameters of the core cast-in-place concrete load-bearing member, the basic design parameters of the precast formwork, and the interface contact characteristic parameters are used as the characteristic parameters. The basic design parameters of the core cast-in-place concrete load-bearing member include at least: the strength grade of the core cast-in-place concrete, the elastic modulus of the core cast-in-place concrete, and the cross-sectional dimensions of the core cast-in-place concrete load-bearing member; the cross-sectional dimensions of the member include the cross-sectional width and the cross-sectional height. The basic design parameters of the precast formwork include at least: the concrete strength grade of the formwork, the elastic modulus of the concrete, the thickness of the formwork, and the enclosure method of the formwork. The interface contact characteristic parameters include tangential behavior contact characteristic parameters and normal behavior contact characteristic parameters.

[0009] In some embodiments, determining interface contact characteristic parameters includes: Determine the baseline values ​​for the interface contact characteristic parameters; The interface reduction coefficient is determined based on the aforementioned shell enclosure method; The product of the baseline value of the interface contact feature parameter and the interface reduction coefficient is used as the interface contact feature parameter.

[0010] In some embodiments, when performing elastoplastic time history analysis under rare earthquake conditions, the stiffness of the modular combined load-bearing components is updated in real time according to a pre-established stiffness attenuation function.

[0011] In some embodiments, establishing the shell stiffness attenuation function includes: Low-cycle reciprocating loading tests were conducted on the modular combined load-bearing components to obtain the secant stiffness under different displacement angles, thus forming loading test data. An elastic-plastic finite element model of the interfacial bond between the precast mold shell and the cast-in-place concrete was established, and the finite element model was calibrated and verified based on the loading test data. Based on the calibrated and verified elastoplastic finite element model, the ratio of the secant stiffness to the initial elastic stiffness of the modular combined stress member under different displacement angles under various parameter combinations is obtained. Based on the ratio of secant stiffness to initial elastic stiffness under different displacement angles, a stiffness decay function under varying displacement angles is obtained through piecewise linear fitting.

[0012] In some embodiments, the stiffness attenuation function is: α(θ) = Kdeg(θ) / Kini; Where θ is the component displacement angle, Kdeg(θ) is the secant stiffness corresponding to the component displacement angle θ, Kini is the initial elastic stiffness, and α(θ) is the stiffness attenuation coefficient. When the inter-story drift angle θ ≤ θcr, the stiffness attenuation coefficient α(θ) = 1.0; When θcr < θ ≤ θu, the stiffness attenuation coefficient α(θ) = 1 - λ·(θ - θcr) / (θu - θcr); When θ > θu, the stiffness attenuation coefficient α(θ) = αres; Where θcr is the cracking displacement angle, θu is the ultimate displacement angle, λ is the stiffness attenuation rate, and αres is the residual stiffness coefficient.

[0013] In some embodiments, the modification of the concrete modular building structure model includes component-level modification, component category-level modification, and overall structure-level modification. The component-level correction is as follows: assign a corresponding first directional stiffness correction factor u1 and a second directional stiffness correction factor u2 to each core cast-in-place concrete load-bearing component to correct the stiffness of each core cast-in-place concrete load-bearing component. The component category-level correction is as follows: Based on the first directional stiffness correction factor u1 and the second directional stiffness correction factor u2 of each core cast-in-place concrete load-bearing component, the stiffness correction factors of components with the same formwork enclosure method and the same stress type are averaged or maximized to obtain the category correction factor. The stiffness of components with the same enclosure type and the same stress type is corrected using the category correction factor. The overall structural correction is as follows: based on the first directional stiffness correction factor u1 and the second directional stiffness correction factor u2 of each core cast-in-place concrete load-bearing member, the stiffness correction factors of members with the same load type are averaged or maximized to obtain an overall correction factor, and the stiffness of members with the same load type is corrected using the overall correction factor.

[0014] In some embodiments, the correction factor prediction model is obtained through the following method: The key characteristic parameters are determined by ranking them according to their influence on the stiffness correction factor. Determine the value range of the key feature parameters; Multiple component working conditions are generated based on the value range of the key characteristic parameters, and a non-fully co-working finite element model of the modular combined load-bearing component is established for each component working condition; the modular combined load-bearing component is formed by a precast mold shell and a core cast-in-place concrete load-bearing component. Based on the incomplete co-working finite element model, the stiffness correction factor corresponding to each component working condition is obtained, and the characteristic parameters and stiffness correction factor corresponding to each component working condition form a dataset. A prediction model is established, taking the feature parameters in the dataset as input and the stiffness correction factor as output, and the regression model is trained to obtain the correction factor prediction model.

[0015] In some embodiments, obtaining the stiffness correction factor corresponding to each component working condition includes: Based on the aforementioned incomplete co-working finite element model, the actual equivalent stiffness E1 in the first direction and the actual equivalent stiffness E2 in the second direction of the modular combined stressed component section are calculated. Calculate the first directional stiffness E11 and the second directional stiffness E22 of the core cast-in-place concrete load-bearing member section; The first directional stiffness correction factor u1 and the second directional stiffness correction factor u2 are calculated using the formulas u1=E1 / E11 and u2=E2 / E22. The first direction is the X-direction of the coordinate system in the modular concrete building structure model; the second direction is the Y-direction of the coordinate system, and the X-direction and the Y-direction form the XOY plane.

[0016] Secondly, the present invention also provides a seismic analysis system for modular concrete building structures, comprising: The feature parameter determination module is used to determine the feature parameters corresponding to the core cast-in-place concrete load-bearing components in different spatial locations based on the modular concrete building structure model and the module splitting scheme. The correction factor acquisition module is used to input the characteristic parameters corresponding to the core cast-in-place concrete load-bearing member into the stiffness correction factor prediction model to obtain the stiffness correction factor, which includes a first directional stiffness correction factor u1 and a second directional stiffness correction factor u2. The stiffness correction module is used to correct the stiffness of the concrete modular building structure model based on the first directional stiffness correction factor u1 and the second directional stiffness correction factor u2. The minor earthquake analysis module is used to perform elastic design and elastic time history analysis on a stiffness-corrected concrete modular building structure model under frequent earthquakes to obtain the overall structural indicators. The minor earthquake judgment module is used to compare the overall structural indicators with the standard limits to determine whether the elastic design meets the design requirements. The earthquake analysis module is used to perform elastoplastic time history analysis under rare earthquakes after determining that the elastic design meets the design requirements, and to evaluate the seismic performance of the concrete modular building structure. The earthquake assessment module is used to strengthen weak components of a modular concrete building structure if it is determined that the seismic performance of the modular concrete building structure does not meet the performance requirements.

[0017] The technical solution provided by the embodiments of the present invention has the following advantages compared with the prior art: The seismic analysis method for modular concrete building structures provided in this invention corrects the stiffness of the modular concrete building structure model and performs elastoplastic time history analysis under rare earthquakes to evaluate the seismic performance of the modular concrete building structure. This method can solve the problems of distortion in seismic action calculation and inaccurate seismic performance evaluation caused by neglecting interface bond slip and spatial location differences in existing technologies. Attached Figure Description

[0018] The accompanying drawings, which are incorporated in and form part of this specification, illustrate embodiments consistent with the invention and, together with the description, serve to explain the principles of the invention.

[0019] 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, for those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0020] Figure 1 A flowchart illustrating a seismic analysis method for modular concrete building structures provided for the implementation of this invention; Figure 2 This is a schematic diagram of a mold shell enclosure form at different positions provided in an embodiment of the present invention; Figure 3 This is a schematic diagram of an interface contact element in a non-fully co-working finite element model provided in an embodiment of the present invention; Figure 4 A multi-segmented model diagram of stiffness attenuation provided in an embodiment of the present invention; Figure 5 This is a structural schematic diagram of a seismic analysis system for modular concrete building structures provided in an embodiment of the present invention; Figure 6 This is a schematic diagram of the structure of an electronic device provided in an embodiment of the present invention. Detailed Implementation

[0021] To better understand the above-mentioned objectives, features, and advantages of the present invention, the solutions of the present invention will be further described below. It should be noted that, unless otherwise specified, the embodiments of the present invention and the features thereof can be combined with each other.

[0022] Many specific details are set forth in the following description in order to provide a full understanding of the invention, but the invention may also be practiced in other ways different from those described herein; obviously, the embodiments in the specification are only some embodiments of the invention, and not all embodiments.

[0023] The following is in conjunction with the appendix Figure 1-6 The seismic analysis method and system for modular concrete building structures provided in this embodiment of the invention will be described by way of example.

[0024] Figure 1 This is a flowchart illustrating a seismic analysis method for modular concrete building structures provided in an embodiment of the present invention. Figure 1 As shown, the seismic analysis method for modular concrete building structures includes the following steps: S101. Based on the modular concrete building structure model, determine the characteristic parameters corresponding to the core cast-in-place concrete load-bearing components in different spatial locations according to the module splitting scheme.

[0025] Specifically, in this step, the modular concrete building structure model is divided according to the module decomposition scheme, and the characteristic parameters of the core cast-in-place concrete load-bearing components (corner columns / edge columns / middle columns, edge beams / middle beams) in different spatial locations are determined. Details on how to determine the characteristic parameters are provided below.

[0026] In some embodiments, determining the characteristic parameters corresponding to the core cast-in-place concrete load-bearing members at different spatial locations includes: Based on the modular concrete building structure model and the module splitting scheme, the formwork enclosure of the core cast-in-place concrete load-bearing components in different spatial locations is determined. Based on the formwork enclosure, determine the precast formwork corresponding to the core cast-in-place concrete load-bearing component; Based on the precast formwork and the core cast-in-place concrete load-bearing component, a non-fully co-working finite element model of the modular combined load-bearing component is established; the modular combined load-bearing component is formed by the precast formwork and the core cast-in-place concrete load-bearing component. Based on the incomplete co-working finite element model, interface contact elements are set between the precast mold shell and the core cast-in-place concrete load-bearing components, and the interface contact characteristic parameters are determined. Determine the basic design parameters of the core cast-in-place concrete load-bearing member and the basic design parameters of the precast formwork, and use the basic design parameters of the core cast-in-place concrete load-bearing member, the basic design parameters of the precast formwork, and the interface contact characteristic parameters as characteristic parameters.

[0027] The basic design parameters of the core cast-in-place concrete load-bearing member include at least: the strength grade of the core cast-in-place concrete, the elastic modulus of the core cast-in-place concrete, and the cross-sectional dimensions of the core cast-in-place concrete load-bearing member; the cross-sectional dimensions of the member include the cross-sectional width and the cross-sectional height. The basic design parameters of the precast formwork include at least: the concrete strength grade of the formwork, the elastic modulus of the concrete, the thickness of the formwork, and the enclosure method of the formwork. The interface contact characteristic parameters include tangential behavior contact characteristic parameters and normal behavior contact characteristic parameters.

[0028] Specifically, based on the building's floor plan and structural stress characteristics, according to Figure 2 The formwork enclosure form is determined to define the spatial arrangement and boundary constraints of the formwork for each core cast-in-place concrete load-bearing member: Central column (internal column): Enclosed on four sides, with a mold shell on each of the four sides, such as... Figure 2 (a); Side pillars (external pillars, not corner pillars): enclosed on three sides (concave), with a mold shell on three sides, such as... Figure 2 (b); Corner pillars (external pillars, four corners): enclosed on two sides (L-shaped), with molded shells on two adjacent sides, such as... Figure 2 (c); Middle beam (internal beam): bottom mold shell plus two side mold shells (concave), such as Figure 2 (d); Side beam (peripheral beam): bottom formwork shell plus one side side formwork shell (L-shaped), such as Figure 2 (e).

[0029] In finite element software (such as ABAQUS), typical central columns, typical edge columns, typical corner columns, typical central beams, and typical edge beams are modeled separately. Both the formwork shell and the core concrete are modeled using eight-node hexahedral solid elements.

[0030] like Figure 3 As shown, an interface contact unit 33 is set between the inner surface of the precast formwork 22 and the outer surface of the core cast-in-place concrete load-bearing member 21. The interface contact characteristic parameters include tangential behavior contact characteristic parameters and normal behavior contact characteristic parameters. The tangential behavior contact characteristic parameters are the tangential friction mode and the friction coefficient. The tangential friction mode adopts penalty friction, and the friction coefficient can be taken as 0.6. The normal behavior contact characteristic parameters are the normal contact mode, and the normal contact mode adopts hard contact. According to the above definition, the interface slippage and bond degradation behavior between the formwork and the core cast-in-place concrete can be simulated.

[0031] Among them, the precast mold shell 22 and the core cast-in-place concrete load-bearing component 21 constitute a modular combined load-bearing component.

[0032] In some embodiments, determining interface contact characteristic parameters includes: Determine the baseline values ​​for the interface contact characteristic parameters; The interface reduction coefficient is determined based on the aforementioned shell enclosure method; The product of the baseline value of the interface contact feature parameter and the interface reduction coefficient is used as the interface contact feature parameter.

[0033] Specifically, based on the components with different numbers of enclosed sides, the baseline values ​​of the interface contact characteristic parameters are determined. These baseline values ​​are then multiplied by the corresponding interface reduction coefficients to obtain the interface contact characteristic parameters. Through interface shear tests, the following reduction coefficients are determined: 0.8 for corner columns, 0.9 for edge columns, and 1.0 for middle columns; 0.8 for edge beams and 0.9 for middle beams.

[0034] For example, for a component enclosed on four sides (central column), a finite element model is calibrated and verified based on existing experimental data to determine the baseline values ​​of interface contact characteristic parameters.

[0035] For example, the friction coefficient among the interface contact characteristic parameters is used as an example for illustration. Specifically, the baseline value of the friction coefficient can be 0.6, then the friction coefficient of the corner column is 0.6 × 0.8 = 0.48, the friction coefficient of the middle column is 0.6 × 1.0 = 0.6, and so on.

[0036] S102. Input the characteristic parameters corresponding to the core cast-in-place concrete load-bearing member into the stiffness correction factor prediction model to obtain the stiffness correction factor. The stiffness correction factor includes the first direction stiffness correction factor u1 and the second direction stiffness correction factor u2.

[0037] Specifically, in this step, the characteristic parameters of the determined core cast-in-place concrete load-bearing member are used as input parameters to the stiffness correction factor prediction model. Then, the stiffness correction factor prediction model directly outputs the first direction stiffness correction factor u1 and the second direction stiffness correction factor u2 corresponding to the two orthogonal directions of the member.

[0038] In some embodiments, the correction factor prediction model is obtained through the following method: The key characteristic parameters are determined by ranking them according to their influence on the stiffness correction factor. Determine the value range of the key feature parameters; Based on the value range of the key feature parameters, multiple component working conditions are generated, and a non-fully co-working finite element model of modular combined stress components is established for each component working condition. Based on the incomplete co-working finite element model, the stiffness correction factor corresponding to each component working condition is obtained, and the characteristic parameters and stiffness correction factor corresponding to each component working condition form a dataset. A prediction model is established, and the feature parameters in the dataset are used as inputs and the stiffness correction factor is used as outputs to train and evaluate the prediction model to obtain the correction factor prediction model.

[0039] Specifically, the key design parameters affecting the stiffness correction factor of the core cast-in-place concrete load-bearing member are selected, and the value ranges of each parameter are shown in Table 1: Table 1 Based on the parameter values ​​in Table 1 above, multiple component working conditions are generated. For each component working condition, a non-fully co-working finite element model of the modular combined load-bearing component is established. Based on the non-fully co-working finite element model, the stiffness correction factor corresponding to each component working condition is obtained. The characteristic parameters and stiffness correction factor corresponding to each component working condition form a dataset.

[0040] A prediction model is built based on the dataset: 80% of the working condition data is used as the training set, and 20% as the test set. The input parameters are the variables mentioned above (shell thickness, relative shell thickness, concrete strength, number of enclosing sides, aspect ratio, friction coefficient, etc.), and the output parameters are stiffness correction factors u1 and u2.

[0041] The prediction model is built using a backpropagation (BP) neural network: the number of neurons in the input layer equals the number of variables (e.g., 8), there are 2 hidden layers with 16 neurons each, the activation function is ReLU, and the output layer has 2 neurons (corresponding to u1 and u2 respectively). The Adam optimizer is used for training with a learning rate of 0.001, and the training objective is to achieve a mean absolute error of less than 0.05 on the test set.

[0042] After training, the model performance was evaluated using a test set. The results showed that the mean absolute error between the test set and the finite element calculations was 0.043, and the coefficient of determination R0 was [value missing]. 2 = 0.93, which meets the engineering accuracy requirements. In actual engineering, for a given component, only its design parameters (shell thickness, relative shell thickness, concrete strength, number of enclosing sides, height-to-width ratio, friction coefficient, etc.) need to be input, and the stiffness correction factors u1 and u2 can be quickly obtained by substituting them into the prediction model.

[0043] In some embodiments, obtaining the stiffness correction factor corresponding to each component working condition includes: Based on the aforementioned incomplete co-working finite element model, the actual equivalent stiffness E1 in the first direction and the actual equivalent stiffness E2 in the second direction of the modular composite load-bearing component section are calculated; the modular composite load-bearing component is formed by a precast mold shell and a core cast-in-place concrete load-bearing component. Establish the first directional stiffness E11 and the second directional stiffness E22 of the core cast-in-place concrete load-bearing member section; The first directional stiffness correction factor u1 and the second directional stiffness correction factor u2 are calculated using the formulas u1=E1 / E11 and u2=E2 / E22. The first direction is the X-direction of the coordinate system in the modular concrete building structure model; the second direction is the Y-direction of the coordinate system, and the X-direction and the Y-direction form the XOY plane.

[0044] Specifically, in conjunction with the above embodiments, a corresponding core cast-in-place concrete load-bearing component (without formwork) is simultaneously established for each component's working condition.

[0045] Subsequently, for each component condition, the following calculations were performed on the modular combined load-bearing components and the core cast-in-place concrete load-bearing components: the actual equivalent stiffness E1 in the first direction, the actual equivalent stiffness E2 in the second direction, the stiffness E11 in the first direction, and the stiffness E22 in the second direction. The formulas u1=E1 / E11 and u2=E2 / E22 were used to calculate the stiffness correction factor u1 in the first direction and the stiffness correction factor u2 in the second direction.

[0046] For example, taking a column with a cross-sectional size of 500mm×500mm, a formwork thickness of 60mm, a core concrete strength grade of C30, and a formwork concrete strength grade of C30 as an example, the stiffness correction factors of the middle column, side column, and corner column are calculated.

[0047] For the central pillar Pure cast-in-place: Stiffness E11 = 1.56 × 10 14 N•mm 2 The same as E22.

[0048] Incomplete co-operation: Stiffness E1 = 2.61 × 10 14 N•mm 2 E2 is the same.

[0049] Stiffness correction factor u1=u2= 2.61×10 14 / (1.56×10 14 = 1.67.

[0050] For the edge columns, the cast-in-place cross-section is the same as that of the middle columns, and the calculated stiffness correction factor u1 = 2.41 × 10⁻⁶. 14 / (1.56×10 14 = 1.54, u2 = 2.08 × 10 14 / (1.56×10 14 = 1.33.

[0051] For corner columns, the cast-in-place cross-section is the same as that of the middle columns, and the calculated stiffness correction factor is u1=u2= 1.97×10 14 / (1.56×10 14= 1.26.

[0052] For example, taking a beam with a cross-sectional size of 200mm×500mm, a formwork thickness of 60mm, a core concrete strength grade of C30, and a formwork concrete strength grade of C30 as an example, the calculated first direction stiffness correction factors for the beam are: 1.56 for the middle beam and 1.32 for the edge beam; for the beam, the second direction is not the main stress direction, so the second direction stiffness correction factor is taken as 1.0.

[0053] S103. Based on the first directional stiffness correction factor u1 and the second directional stiffness correction factor u2, the stiffness of the concrete modular building structure model is corrected.

[0054] In some embodiments, the modification of the concrete modular building structure model includes component-level modification, component category-level modification, and overall structure-level modification. The component-level correction is as follows: each core cast-in-place concrete load-bearing component is assigned a corresponding first directional stiffness correction factor u1 and a second directional stiffness correction factor u2 to correct the stiffness of each component. The component category-level correction is as follows: Based on the first directional stiffness correction factor u1 and the second directional stiffness correction factor u2 of each core cast-in-place concrete load-bearing component, the stiffness correction factors of components with the same formwork enclosure method and the same stress type are averaged or maximized to obtain the category correction factor. The stiffness of components with the same enclosure type and the same stress type is corrected using the category correction factor. The overall structural correction is as follows: based on the first directional stiffness correction factor u1 and the second directional stiffness correction factor u2 of each core cast-in-place concrete load-bearing member, the stiffness correction factors of members with the same load type are averaged or maximized to obtain an overall correction factor, and the stiffness of members with the same load type is corrected using the overall correction factor.

[0055] Therefore, this embodiment can use any one of the following correction methods—component-level correction, component category-level correction, and overall structural correction—to correct the stiffness of the concrete modular building structure model.

[0056] For example, taking the component category level as an example, in structural design software (such as YJK), the direct stiffness modification method is used to modify the stiffness of different categories of components in the "Special Component Definition".

[0057] For the central column, the stiffness correction factor in both directions is set to 1.67; For the edge column, the stiffness correction factors in the two directions are set to 1.54 and 1.33, respectively; For the corner column, the stiffness correction factor in both directions is set to 1.26; For the central beam, the stiffness correction factor in the principal force direction, i.e., the first direction, is 1.56; For the edge beam, the stiffness correction factor in the principal force direction, i.e., the first direction, is 1.32.

[0058] S104. Based on the stiffness-corrected concrete modular building structure model, elastic design and elastic time history analysis are performed under frequent earthquakes to obtain the overall structural indicators.

[0059] Specifically, a stiffness-corrected modular concrete building structure model is used to carry out structural elastic design and elastic time history analysis under frequent earthquake conditions, and to extract overall structural indicators such as structural period and inter-story drift angle, providing reference indicators for determining whether the elastic design meets the design requirements in S105.

[0060] S105. Compare the overall structural indicators with the standard limits to determine whether the elastic design meets the design requirements.

[0061] Specifically, the various overall structural indicators obtained from the elasticity analysis are compared and verified against the limits given in the current national standard "Code for Seismic Design of Buildings" (GB50011). Based on the comparison results, it is determined whether the elastic design of the structure meets the code and design requirements.

[0062] S106. After confirming that the elastic design meets the design requirements, conduct elastoplastic time history analysis under rare earthquake conditions to evaluate the seismic performance of the concrete modular building structure.

[0063] Specifically, in conjunction with the aforementioned embodiments, after the minor earthquake (frequent earthquake) verification is passed, the action of a major earthquake (rare earthquake) is simulated. The structural components crack and enter the plastic stage, with stiffness gradually decreasing. Elastoplastic time history analysis is used to evaluate whether the modular concrete building structure can meet the seismic design objective of not collapsing under a major earthquake. Specifically, elastoplastic time history analysis under a rare earthquake is conducted, and the seismic performance of the structure under a major earthquake (rare earthquake) is comprehensively evaluated based on inter-story drift angles and component damage results.

[0064] For example, an elastoplastic time history analysis was performed in OpenSees software for a rare earthquake (7 degrees, 0.10g, peak ground acceleration 220 cm / s²). Three seismic waves (two natural waves and one artificial wave) were used for dynamic elastoplastic analysis.

[0065] For example, the elastoplastic analysis results show that the maximum inter-story drift angle of the structure is 1 / 108, which is less than the code limit of 1 / 50. The seismic performance evaluation method based on component deformation is used to quantify component damage. Referring to the "Code for Seismic Performance Design of Concrete Structures in Building Engineering" (DBJ / T 15-151-2019), based on the component deformation presented by the elastoplastic analysis, the degree of component damage is divided into no damage, slight damage, mild damage, moderate damage, relatively severe damage, severe damage, and failure. It can be seen that some corner columns have entered a moderate damage state (but have not collapsed); some middle and edge columns have entered a slight damage state; and some middle and edge beams have entered a slight damage state.

[0066] In some embodiments, when performing elastoplastic time history analysis under rare earthquake conditions, the stiffness of the modular composite load-bearing components is updated in real time according to a pre-established stiffness attenuation function.

[0067] Specifically, in the elastoplastic time history analysis of rare earthquakes, the stiffness of each modular combined stress member is updated in real time according to the pre-calibrated stiffness attenuation function as the displacement angle of the member changes during the calculation process, so as to realize the dynamic simulation of the performance degradation of the mold shell and the bond performance degradation between the mold shell and the post-cast concrete.

[0068] For example, a stiffness attenuation function is established, including: Low-cycle reciprocating loading tests were conducted on modular combined load-bearing components to obtain secant stiffness under different displacement angles and generate loading test data. An elastoplastic finite element model of the interfacial bond between the precast formwork and the cast-in-place concrete was established, and the finite element model was calibrated and verified based on loading test data. Based on the calibrated elastoplastic finite element model, the ratio of the secant stiffness to the initial elastic stiffness of the modular combined stress member under different displacement angles under various parameter combinations is obtained. Based on the ratio of secant stiffness to initial elastic stiffness under different displacement angles, a stiffness decay function under varying displacement angles is obtained through piecewise linear fitting.

[0069] Specifically, key parameters affecting the stiffness of modular composite load-bearing components are selected for parameter combination, and the value ranges of each parameter are shown in Table 2: Table 2 Based on the parameter values ​​in Table 2 above, multiple parameter combination working conditions are generated. On the basis of the calibrated elastoplastic finite element model, elastoplastic finite element models of modular combined load-bearing components under multiple parameter combination working conditions are established. Parametric finite element analysis is performed on the elastoplastic finite element models of the modular combined load-bearing components established above, so as to obtain the ratio of secant stiffness to initial elastic stiffness of the modular combined load-bearing components under different displacement angles under multiple parameter combination working conditions.

[0070] Based on the ratio of secant stiffness to initial elastic stiffness at different displacement angles, a stiffness attenuation function for the shell under varying displacement angles is obtained through piecewise linear fitting. Therefore, a stiffness attenuation function can be established.

[0071] In some embodiments, the stiffness attenuation function is: α(θ) = Kdeg(θ) / Kini; Where θ is the component displacement angle, Kdeg(θ) is the secant stiffness corresponding to the component displacement angle θ, Kini is the initial elastic stiffness, and α(θ) is the stiffness attenuation coefficient. When the inter-story drift angle θ ≤ θcr, the stiffness attenuation coefficient α(θ) = 1.0; When θcr < θ ≤ θu, the stiffness attenuation coefficient α(θ) = 1 - λ·(θ - θcr) / (θu - θcr); When θ > θu, the stiffness attenuation coefficient α(θ) = αres; Where θcr is the cracking displacement angle, θu is the ultimate displacement angle, λ is the stiffness attenuation rate, and αres is the residual stiffness coefficient.

[0072] Specifically, in the elastoplastic analysis model, considering the stiffness attenuation law of modular combined load-bearing components, the stiffness attenuation function adopts a multi-segmented model, such as... Figure 4 As shown. The parameters were calibrated by low-cycle reciprocating tests on the modular composite load-bearing components: cracking displacement angle θcr = 1 / 300, ultimate displacement angle θu = 1 / 50, stiffness attenuation rate λ = 0.8, and residual stiffness coefficient αres = 0.2.

[0073] S107. If it is determined that the seismic performance of the concrete modular building structure does not meet the performance requirements, then the weak components of the concrete modular building structure shall be strengthened.

[0074] Specifically, the large earthquake elastoplastic analysis determined that the structure did not meet the seismic requirements, identified weak components with large deformation and severe damage, and strengthened them by increasing the cross-section of the core concrete load-bearing components and increasing the amount of reinforcement.

[0075] Elastoplastic analysis results show that the maximum inter-story drift angle of the structure is 1 / 108, which is less than the code limit of 1 / 50. The seismic performance evaluation method based on component deformation was used to quantify component damage. Referring to the "Code for Seismic Performance Design of Concrete Structures" (DBJ / T 15-151-2019), based on the component deformation presented by the elastoplastic analysis, the degree of component damage was classified into no damage, slight damage, mild damage, moderate damage, relatively severe damage, severe damage, and failure. It can be seen that some corner columns have entered a moderate damage state (but have not collapsed); some central and edge columns have entered a slight damage state; and some central and edge beams have entered a slight damage state. Therefore, the assessment concludes that the modular building meets the performance target of "not collapsing under a major earthquake," and the corner columns, as weak points in seismic resistance, can be appropriately strengthened according to the performance target.

[0076] In summary, this invention, through a non-fully co-working model and spatially differentiated modeling, quantifies the contribution of shell stiffness and the stiffness degradation law in the seismic analysis model, ensuring the seismic safety of the structure and achieving a balance between safety and economy. Compared with the prior art, this invention has the following beneficial effects: (1) Safety and controllability: By setting up a non-completely co-working model of interface contact units, the contribution of shell stiffness to seismic action is not exaggerated, and the reduction effect of interface contact characteristics on component stiffness is accurately reflected. Through differentiated modeling of spatial location, the influence law of the number of shell enclosure sides on stiffness contribution is revealed for the first time, avoiding misestimation of the seismic action of key components such as corner columns and reducing safety hazards.

[0077] (2) Economic optimization: Accurately quantify the contribution of shell stiffness, avoid material waste caused by overly conservative design, achieve the optimal balance between safety and economy, and effectively reduce the construction cost of large-scale modular building projects.

[0078] (3) Applicable to engineering: It provides three correction levels: component level, component category level, and overall structure level. Designers can choose flexibly according to the accuracy requirements of the project and the computing resources, taking into account both precision and efficiency.

[0079] (4) Easy to operate: It provides prediction models, empirical value tables and software implementation methods to avoid the need for detailed finite element analysis for each project and lower the threshold for engineering applications; it introduces stiffness attenuation function to realistically assess the collapse reserve and component damage degree of the structure under a major earthquake.

[0080] Figure 5 This is a structural schematic diagram of a seismic analysis system for modular concrete building structures provided in an embodiment of the present invention. Figure 5 As shown, the analysis system includes: The feature parameter determination module 51 is used to determine the feature parameters corresponding to the core cast-in-place concrete load-bearing components in different spatial locations based on the modular concrete building structure model and the module splitting scheme. The correction factor acquisition module 52 is used to input the characteristic parameters corresponding to the core cast-in-place concrete load-bearing member into the stiffness correction factor prediction model to obtain the stiffness correction factor, wherein the stiffness correction factor includes a first direction stiffness correction factor u1 and a second direction stiffness correction factor u2. The stiffness correction module 53 is used to correct the stiffness of the concrete modular building structure model based on the first directional stiffness correction factor u1 and the second directional stiffness correction factor u2. The minor earthquake analysis module 54 is used to perform elastic design and elastic time history analysis on a stiffness-corrected concrete modular building structure model under frequent earthquakes to obtain the overall structural indicators. The minor earthquake judgment module 55 is used to compare the overall structural indicators with the specification limits to determine whether the elastic design meets the design requirements. The earthquake analysis module 56 is used to perform elastoplastic time history analysis under rare earthquake action after determining that the elastic design meets the design requirements, and to evaluate the seismic performance of the concrete modular building structure. The earthquake assessment module 57 is used to strengthen the weak components of the concrete modular building structure if it is determined that the seismic performance of the concrete modular building structure does not meet the performance requirements.

[0081] The seismic analysis system for modular concrete building structures provided in the above embodiments can perform the seismic analysis methods for modular concrete building structures provided in the above embodiments, and has the same or corresponding beneficial effects, which will not be elaborated here.

[0082] This invention also provides a storage medium that stores a program or instructions that cause a computer to execute the steps of the seismic analysis method for modular concrete building structures provided in the above embodiments.

[0083] Based on the above description of the implementation methods, those skilled in the art can clearly understand that the present invention can be implemented using software and necessary general-purpose hardware, and of course, it can also be implemented using hardware, but in many cases the former is a better implementation method. Based on this understanding, the technical solution of the present invention, or the part that contributes to the prior art, can be embodied in the form of a software product. This computer software product can be stored in a computer-readable storage medium, such as a computer floppy disk, read-only memory (ROM), random access memory (RAM), flash memory, hard disk, or optical disk, etc., including several instructions to cause a computer device (which may be a personal computer, server, or network device, etc.) to execute the methods of the various embodiments of the present invention.

[0084] Based on the above embodiments, this invention also provides an electronic device. Figure 6 This is a schematic diagram of the structure of an electronic device provided in an embodiment of the present invention. Figure 6 As shown, the electronic device includes a processor 401 and a memory 402. The processor 401 executes programs or instructions stored in the memory, such as... Figure 6 The steps of the seismic analysis method for modular concrete building structures described herein have the same beneficial effects as those in the above embodiments, and will not be repeated here.

[0085] like Figure 6 As shown, an electronic device may include at least one processor 401, at least one memory 402, and at least one communication interface 403. The various components in the electronic device are coupled together via a bus system 404. The communication interface 403 is used for information transmission with external devices. It is understood that the bus system 404 is used to implement communication between these components. In addition to a data bus, the bus system 404 also includes a power bus, a control bus, and a status signal bus. However, for clarity, in… Figure 6 The general designated all buses as Bus System 404.

[0086] It is understood that the memory 402 in this embodiment can be volatile memory or non-volatile memory, or may include both volatile and non-volatile memory. In some embodiments, the memory 402 stores the following elements: executable units or data structures, or subsets thereof, or extended sets thereof, operating systems, and applications. In this embodiment of the invention, the processor 401 executes the steps of the various embodiments of the method provided in this embodiment of the invention by calling the programs or instructions stored in the memory 402.

[0087] The method provided in this embodiment of the invention can be applied to processor 401, or implemented by processor 401. Processor 401 can be an integrated circuit chip with signal processing capabilities. During implementation, each step of the above method can be completed by integrated logic circuits in the hardware of processor 401 or by instructions in software form. The processor 401 can be a general-purpose processor, a digital signal processor (DSP), an application-specific integrated circuit (ASIC), a field-programmable gate array (FPGA), or other programmable logic devices, discrete gate or transistor logic devices, or discrete hardware components. The general-purpose processor can be a microprocessor or any conventional processor.

[0088] The steps of the method provided in this embodiment of the invention can be directly implemented by a hardware decoding processor, or implemented by a combination of hardware and software units in the decoding processor. The software units can reside in random access memory, flash memory, read-only memory, programmable read-only memory, electrically erasable programmable memory, registers, or other mature storage media in the art. This storage medium is located in memory 402, and processor 401 reads the information in memory 402 and combines it with its hardware to complete the steps of the method.

[0089] The electronic device may also include one or more physical components to execute instructions generated by the processor 401 when performing the methods provided in this embodiment of the invention. Different physical components may be located within the electronic device or outside the electronic device, such as in a cloud server. Each physical component, together with the processor 401 and the memory 402, works to realize the functions of the electronic device in this embodiment.

[0090] The terms “comprising,” “including,” or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such process, method, article, or apparatus.

[0091] The above description is merely a preferred embodiment of the present invention and an explanation of the technical principles employed. Those skilled in the art should understand that the scope of the invention is not limited to the specific combination of the above-described technical features, but also includes other technical solutions formed by arbitrary combinations of the above-described technical features or their equivalents without departing from the foregoing inventive concept. For example, technical solutions formed by substituting the above-described features with (but not limited to) technical features with similar functions as those in the present invention.

Claims

1. A seismic analysis method for modular concrete building structures, characterized in that, include: Based on the modular concrete building structure model, the characteristic parameters of the core cast-in-place concrete load-bearing components in different spatial locations are determined according to the module splitting scheme. The characteristic parameters corresponding to the core cast-in-place concrete load-bearing components are input into the stiffness correction factor prediction model to obtain the stiffness correction factor, which includes a first directional stiffness correction factor u1 and a second directional stiffness correction factor u2. The stiffness of the concrete modular building structure model is corrected based on the first directional stiffness correction factor u1 and the second directional stiffness correction factor u2. Based on the stiffness-corrected concrete modular building structure model, elastic design and elastic time history analysis are carried out under frequent earthquakes to obtain the overall structural indicators. Compare the overall structural indicators with the standard limits to determine whether the elastic design meets the design requirements. After confirming that the elastic design meets the design requirements, an elastoplastic time history analysis is performed under rare earthquake conditions to evaluate the seismic performance of the concrete modular building structure. If it is determined that the seismic performance of the concrete modular building structure does not meet the performance requirements, then the weak components of the concrete modular building structure should be strengthened.

2. The seismic analysis method for modular concrete building structures according to claim 1, characterized in that, Determine the characteristic parameters corresponding to the core cast-in-place concrete load-bearing members at different spatial locations, including: Based on the modular concrete building structure model and the module splitting scheme, the formwork enclosure of the core cast-in-place concrete load-bearing components in different spatial locations is determined. Based on the form of the mold enclosure, determine the precast mold corresponding to the core cast-in-place concrete load-bearing component; Based on the precast formwork and the core cast-in-place concrete load-bearing component, a non-fully co-working finite element model of the modular combined load-bearing component is established; the modular combined load-bearing component is formed by the precast formwork and the core cast-in-place concrete load-bearing component. Based on the aforementioned incomplete co-working finite element model, interface contact elements are set between the precast mold shell and the core cast-in-place concrete load-bearing component, and interface contact characteristic parameters are determined. The basic design parameters of the core cast-in-place concrete load-bearing member and the basic design parameters of the precast formwork are determined, and the basic design parameters of the core cast-in-place concrete load-bearing member, the basic design parameters of the precast formwork, and the interface contact characteristic parameters are used as the characteristic parameters. The basic design parameters of the core cast-in-place concrete load-bearing member include at least: the strength grade of the core cast-in-place concrete, the elastic modulus of the core cast-in-place concrete, and the cross-sectional dimensions of the core cast-in-place concrete load-bearing member; the cross-sectional dimensions of the member include the cross-sectional width and the cross-sectional height. The basic design parameters of the precast formwork include at least: the concrete strength grade of the formwork, the elastic modulus of the concrete, the thickness of the formwork, and the enclosure method of the formwork. The interface contact characteristic parameters include tangential behavior contact characteristic parameters and normal behavior contact characteristic parameters.

3. The seismic analysis method for modular concrete building structures according to claim 2, characterized in that, Determine the interface contact characteristic parameters, including: Determine the baseline values ​​for the interface contact characteristic parameters; The interface reduction coefficient is determined based on the aforementioned shell enclosure method; The product of the baseline value of the interface contact feature parameter and the interface reduction coefficient is used as the interface contact feature parameter.

4. The seismic analysis method for modular concrete building structures according to claim 2, characterized in that, When performing elastoplastic time history analysis under rare earthquake conditions, the stiffness of the modular combined load-bearing components is updated in real time according to a pre-established stiffness attenuation function.

5. The seismic analysis method for modular concrete building structures according to claim 4, characterized in that, Establishing the stiffness attenuation function includes: Low-cycle reciprocating loading tests were conducted on the modular combined load-bearing components to obtain the secant stiffness under different displacement angles, thus forming loading test data. An elastic-plastic finite element model of the interfacial bond between the precast mold shell and the cast-in-place concrete was established, and the finite element model was calibrated and verified based on the loading test data. Based on the calibrated and verified elastoplastic finite element model, the ratio of the secant stiffness to the initial elastic stiffness of the modular combined stress member under different displacement angles under various parameter combinations is obtained. Based on the ratio of secant stiffness to initial elastic stiffness under different displacement angles, a stiffness decay function under varying displacement angles is obtained through piecewise linear fitting.

6. The seismic analysis method for modular concrete building structures according to claim 5, characterized in that, The stiffness attenuation function is: α(θ) = Kdeg(θ) / Kini; Where θ is the component displacement angle, Kdeg(θ) is the secant stiffness corresponding to the component displacement angle θ, Kini is the initial elastic stiffness, and α(θ) is the stiffness attenuation coefficient. When the inter-story drift angle θ ≤ θcr, the stiffness attenuation coefficient α(θ) = 1.0; When θcr < θ ≤ θu, the stiffness attenuation coefficient α(θ) = 1 - λ·(θ - θcr) / (θu - θcr); When θ > θu, the stiffness attenuation coefficient α(θ) = αres; Where θcr is the cracking displacement angle, θu is the ultimate displacement angle, λ is the stiffness attenuation rate, and αres is the residual stiffness coefficient.

7. The seismic analysis method for modular concrete building structures according to claim 1, characterized in that, The modification of the concrete modular building structure model includes component-level modification, component category-level modification, and overall structure-level modification. The component-level correction is as follows: each core cast-in-place concrete load-bearing component is assigned a corresponding first directional stiffness correction factor u1 and a second directional stiffness correction factor u2 to correct the stiffness of each component. The component category-level correction is as follows: Based on the first directional stiffness correction factor u1 and the second directional stiffness correction factor u2 of each core cast-in-place concrete load-bearing component, the stiffness correction factors of components with the same formwork enclosure method and the same stress type are averaged or maximized to obtain the category correction factor. The stiffness of components with the same enclosure type and the same stress type is corrected using the category correction factor. The overall structural correction is as follows: based on the first directional stiffness correction factor u1 and the second directional stiffness correction factor u2 of each core cast-in-place concrete load-bearing member, the stiffness correction factors of members with the same load type are averaged or maximized to obtain an overall correction factor, and the stiffness of members with the same load type is corrected using the overall correction factor.

8. The seismic analysis method for modular concrete building structures according to claim 1, characterized in that, The correction factor prediction model is obtained through the following method: The key characteristic parameters are determined by ranking them according to their influence on the stiffness correction factor. Determine the value range of the key feature parameters; Multiple component working conditions are generated based on the value range of the key characteristic parameters, and a non-fully co-working finite element model of the modular combined load-bearing component is established for each component working condition; the modular combined load-bearing component is formed by a precast mold shell and a core cast-in-place concrete load-bearing component. Based on the incomplete co-working finite element model, the stiffness correction factor corresponding to each component working condition is obtained, and the characteristic parameters and stiffness correction factor corresponding to each component working condition form a dataset. A prediction model is established, with the feature parameters in the dataset as input and the stiffness correction factor as output. The prediction model is then trained to obtain the correction factor prediction model.

9. The seismic analysis method for modular concrete building structures according to claim 8, characterized in that, Obtain the stiffness correction factor for each component's operating condition, including: Based on the aforementioned incomplete co-working finite element model, the actual equivalent stiffness E1 in the first direction and the actual equivalent stiffness E2 in the second direction of the modular combined stressed component section are calculated. Calculate the first directional stiffness E11 and the second directional stiffness E22 of the core cast-in-place concrete load-bearing member section; The first directional stiffness correction factor u1 and the second directional stiffness correction factor u2 are calculated using the formulas u1=E1 / E11 and u2=E2 / E22. The first direction is the X-direction of the coordinate system in the modular concrete building structure model; the second direction is the Y-direction of the coordinate system, and the X-direction and the Y-direction form the XOY plane.

10. A seismic analysis system for modular concrete building structures, characterized in that, include: The feature parameter determination module is used to determine the feature parameters corresponding to the core cast-in-place concrete load-bearing components in different spatial locations based on the modular concrete building structure model and the module splitting scheme. The correction factor acquisition module is used to input the characteristic parameters corresponding to the core cast-in-place concrete load-bearing member into the stiffness correction factor prediction model to obtain the stiffness correction factor, which includes a first directional stiffness correction factor u1 and a second directional stiffness correction factor u2. The stiffness correction module is used to correct the stiffness of the concrete modular building structure model based on the first directional stiffness correction factor u1 and the second directional stiffness correction factor u2. The minor earthquake analysis module is used to perform elastic design and elastic time history analysis on a stiffness-corrected concrete modular building structure model under frequent earthquakes to obtain the overall structural indicators. The minor earthquake judgment module is used to compare the overall structural indicators with the standard limits to determine whether the elastic design meets the design requirements. The earthquake analysis module is used to perform elastoplastic time history analysis under rare earthquakes after determining that the elastic design meets the design requirements, and to evaluate the seismic performance of the concrete modular building structure. The earthquake assessment module is used to strengthen weak components of a modular concrete building structure if it is determined that the seismic performance of the modular concrete building structure does not meet the performance requirements.

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