Method and device for establishing a shear wall shear capacity prediction model

Abstract

The application discloses a method and device for establishing a shear wall shear bearing capacity prediction model, which comprises the following steps: performing a pushover test on a shear wall test piece, recording actual pushover test phenomena and obtaining the displacement of the shear wall test piece under corresponding loads, and drawing a first lateral force-displacement curve; determining actual typical characteristic loads of the shear wall based on the actual pushover test phenomena and / or the first lateral force-displacement curve, wherein the actual typical characteristic loads comprise an actual cracking load, an actual yielding load and an actual ultimate load; establishing a finite element model corresponding to the shear wall test piece; expanding the finite element model by using preset shear wall parameters to generate an expanded finite element model; performing simulation analysis on the shear wall test piece by using the expanded finite element model, and respectively establishing a cracking load prediction model, a yielding load prediction model and an ultimate load prediction model based on simulation analysis results and the actual typical characteristic loads.

Description

Technical Field

[0001] This invention relates to the field of seismic design of buildings, specifically to a method and apparatus for establishing a predictive model of shear wall shear bearing capacity. Background Technology

[0002] Currently, my country lacks theoretical formulas for low-profile reinforced concrete shear walls that can be applied to engineering practice. Domestic research on the vulnerability analysis of large-scale low-profile reinforced concrete shear walls based on seismic performance is also limited, and there is a scarcity of experimental and theoretical analysis references at multiple performance levels. To ensure that low-profile reinforced concrete shear walls meet engineering requirements, it is urgent to conduct relevant experimental and theoretical analyses to obtain their performance indicators.

[0003] Existing patent CN106446334B discloses a method for predicting the lateral bearing capacity of buckling-restrained steel plate shear walls. This method involves the following steps: proposing stress assumptions for the shear stress field of the buckling-restrained steel plate shear wall, and conducting analysis based on experiments and numerical simulations; proposing stress assumptions for the shear stress field of the buckling-restrained steel plate shear wall, and performing internal force analysis based on the bearing capacity analysis model of the buckling-restrained steel plate shear wall, deriving a general analysis model and theoretical calculation formula for the shear bearing capacity of buckling-restrained steel plate shear walls with different wall-column connection forms for engineering design. This scheme establishes a bearing capacity analysis model for buckling-restrained steel plate shear walls with different connection forms, and the bearing capacity calculation formula derived from this model is not applicable to reinforced concrete shear wall components, thus having a narrow scope of application.

[0004] Existing patent CN115221581A discloses a method for determining damage parameters of shear walls based on different bearing capacity indices. Through finite element analysis of the entire shear wall, it equates the state of material design values ​​and ultimate limits to the damage state of a standard value model based on energy equivalence. The method includes the following steps: establishing a finite element model of the component performance state corresponding to the material design values ​​or ultimate limits; analyzing and obtaining the wall's bearing capacity-displacement curve; using the area enclosed by the force and displacement as the energy value of this state; and determining the displacement value in the bearing capacity-displacement curve based on the energy equivalence principle, thereby determining the damage state and damage parameters of the wall segment. This scheme is used to determine the damage state and damage parameters of the wall segment based on displacement values, but it does not achieve performance-based prediction of the shear bearing capacity of the shear wall.

[0005] In summary, neither of the two existing patents mentioned above solves the problem of the inability to quantitatively evaluate the seismic performance of shear walls in the prior art. Summary of the Invention

[0006] Based on the above-mentioned technical problems, this invention proposes a method and apparatus for establishing a predictive model of shear wall shear bearing capacity, thereby solving the problem that the existing technology cannot quantitatively evaluate the seismic performance of shear walls.

[0007] A method for establishing a prediction model for the shear bearing capacity of a shear wall, comprising:

[0008] Pushover tests were conducted on shear wall specimens, the actual pushover test phenomena were recorded, the displacement of the shear wall specimens under the corresponding loads was obtained, and the first lateral force-displacement curve was plotted.

[0009] Based on the recorded actual pushover test phenomena and / or the first lateral force-displacement curve, the actual typical characteristic loads of the shear wall are determined. The actual typical characteristic loads include the actual cracking load, the actual yield load, and the actual ultimate load.

[0010] Establish the finite element model corresponding to the shear wall specimen;

[0011] The finite element model is extended using preset shear wall parameters to generate an extended finite element model.

[0012] The shear wall specimen was simulated and analyzed using the extended finite element model. Based on the simulation analysis results and the actual cracking load, actual yield load and actual ultimate load, the corresponding cracking load prediction model, yield load prediction model and ultimate load prediction model were established respectively.

[0013] Furthermore, a finite element model corresponding to the shear wall specimen is established, including:

[0014] An initial finite element model is established, which includes initial material constitutive model parameters, initial contact setting parameters, and initial mesh parameters.

[0015] The push-over test of the shear wall specimen was simulated using finite element analysis software. The simulated push-over test phenomena were recorded and the second lateral force-displacement curve was obtained.

[0016] Based on the first lateral force-displacement curve, adjust the initial material constitutive model parameters, initial contact setting parameters, and initial mesh parameters so that the data values ​​corresponding to the second lateral force-displacement curve are consistent with the data values ​​corresponding to the first lateral force-displacement curve, or the error between the data values ​​corresponding to the two curves is within the preset error range.

[0017] And / or, based on the actual shear wall failure state, adjust the initial material constitutive model parameters, initial contact setting parameters, and initial mesh parameters to make the simulated shear wall failure state consistent with the actual shear wall failure state;

[0018] And / or, based on the actual shear wall cracking damage distribution, adjust the initial material constitutive model parameters, initial contact setting parameters, and initial mesh parameters to make the simulated shear wall cracking damage distribution consistent with the actual shear wall cracking damage distribution.

[0019] Furthermore, the preset shear wall parameters include: the similarity ratio of the finite element model specimen and the prototype wall dimensions, the shear span ratio, the axial compression ratio, the reinforcement ratio, the axial compressive strength of concrete, and the yield strength of steel reinforcement. The preset shear wall parameters are used to extend the finite element model, generating an extended finite element model, including:

[0020] Adjust at least one of the preset shear wall parameters to extend the finite element model, and determine the cracking load, yield load, and ultimate load of the extended finite element model.

[0021] Furthermore, the extended finite element model was used to simulate and analyze the shear wall specimens. Based on the simulation analysis results and the actual cracking load, a corresponding cracking load prediction model was established, including:

[0022] Based on the cracking load of the extended finite element model and the actual cracking load, a prediction model for the cracking load of the shear wall is established using a multivariate nonlinear regression fitting method and based on the least squares method.

[0023]

[0024] Among them, F 开裂 For cracking load, f cu,k λ is the axial compressive strength of concrete, λ is the shear span ratio, and l w Let t be the length of the wall. n N is the wall thickness. A For axial forces, the values ​​of α and β range from 0.1 to 1.

[0025] Furthermore, the extended finite element model was used to simulate and analyze the shear wall specimens. Based on the simulation analysis results and the actual yield load, a corresponding yield load prediction model was established, including:

[0026] Based on the yield load of the extended finite element model and the actual yield load, a prediction model for the yield load of the shear wall is established using a multivariate nonlinear regression fitting method and based on the least squares method.

[0027]

[0028] Among them, F 屈服 For yield load, f cu,k λ is the axial compressive strength of concrete, λ is the shear span ratio, and f is the shear strength of concrete. y ρ is the yield strength of the steel reinforcement. se For the steel reinforcement ratio, l wLet t be the length of the wall. n N is the wall thickness. A For axial force, γ and ε range from 0.1 to 1.

[0029] Furthermore, the extended finite element model was used to simulate and analyze the shear wall specimens. Based on the simulation analysis results and the actual ultimate load, a corresponding ultimate load prediction model was established, including:

[0030] Based on the ultimate load of the extended finite element model and the actual ultimate load, a prediction model for the ultimate load of the shear wall is established using a multivariate nonlinear regression fitting method and based on the least squares method.

[0031]

[0032] Among them, F 极限 For the ultimate load, f cu,k λ is the axial compressive strength of concrete, λ is the shear span ratio, and f is the shear strength of concrete. y ρ is the yield strength of the steel reinforcement. se For the steel reinforcement ratio, l w Let t be the length of the wall. n N is the wall thickness. A For axial force, μ ranges from 0.1 to 1, and δ ranges from 0.1 to 0.5.

[0033] To achieve the same objective as the methods described above, this invention also proposes a device for establishing a predictive model for the shear bearing capacity of shear walls.

[0034] An apparatus for establishing a predictive model of shear wall shear bearing capacity, the apparatus comprising:

[0035] The acquisition module is used to conduct pushover tests on shear wall specimens, record the actual pushover test phenomena, obtain the displacement of shear wall specimens under corresponding loads, and plot the first lateral force-displacement curve.

[0036] The first determination module is used to determine the actual typical characteristic load of the shear wall based on the actual pushover test phenomena and / or the first lateral force-displacement curve. The actual typical characteristic load includes the actual cracking load, the actual yield load and the actual ultimate load.

[0037] A module is created to build the finite element model corresponding to the shear wall specimen;

[0038] The extension module is used to extend the finite element model using preset shear wall parameters to generate an extended finite element model.

[0039] The simulation module is used to perform simulation analysis on shear wall specimens using an extended finite element model. Based on the simulation analysis results and the actual cracking load, actual yield load, and actual ultimate load, corresponding cracking load prediction models, yield load prediction models, and ultimate load prediction models are established respectively.

[0040] Furthermore, modules are created for:

[0041] Establish an initial finite element model, which includes initial material constitutive model parameters, initial contact setting parameters, and initial mesh parameters;

[0042] The push-over test of the shear wall specimen was simulated using finite element analysis software. The simulated push-over test phenomena were recorded and the second lateral force-displacement curve was obtained.

[0043] Based on the first lateral force-displacement curve, adjust the initial material constitutive model parameters, initial contact setting parameters, and initial mesh parameters so that the data values ​​corresponding to the second lateral force-displacement curve are consistent with the data values ​​corresponding to the first lateral force-displacement curve, or the error between the data values ​​corresponding to the two curves is within the preset error range.

[0044] And / or, based on the actual shear wall failure state, adjust the initial material constitutive model parameters, initial contact setting parameters, and initial mesh parameters to make the simulated shear wall failure state consistent with the actual shear wall failure state;

[0045] And / or, based on the actual shear wall cracking damage distribution, adjust the initial material constitutive model parameters, initial contact setting parameters, and initial mesh parameters to make the simulated shear wall cracking damage distribution consistent with the actual shear wall cracking damage distribution.

[0046] Furthermore, the preset shear wall parameters include: the similarity ratio of the finite element model specimen and the prototype wall dimensions, the shear span ratio, the axial compression ratio, the reinforcement ratio, the axial compressive strength of concrete, and the yield strength of steel reinforcement. The extended module is used for:

[0047] Adjust at least one of the preset shear wall parameters to extend the finite element model, and determine the cracking load, yield load, and ultimate load of the extended finite element model.

[0048] Furthermore, the simulation module is used for:

[0049] Based on the cracking load of the extended finite element model and the actual cracking load, a prediction model for the cracking load of the shear wall is established using a multivariate nonlinear regression fitting method and based on the least squares method.

[0050]

[0051] Among them, F 开裂For cracking load, f cu,k λ is the axial compressive strength of concrete, λ is the shear span ratio, and l w Let t be the length of the wall. n N is the wall thickness. A For axial forces, the values ​​of α and β range from 0.1 to 1.

[0052] Furthermore, the extended finite element model was used to simulate and analyze the shear wall specimens. Based on the simulation analysis results and the actual yield load, a corresponding yield load prediction model was established, including:

[0053] Based on the yield load of the extended finite element model and the actual yield load, a prediction model for the yield load of the shear wall is established using a multivariate nonlinear regression fitting method and based on the least squares method.

[0054]

[0055] Among them, F 屈服 For yield load, f cu,k λ is the axial compressive strength of concrete, λ is the shear span ratio, and f is the shear strength of concrete. y ρ is the yield strength of the steel reinforcement. se For the steel reinforcement ratio, l w Let t be the length of the wall. n N is the wall thickness. A For axial force, γ and ε range from 0.1 to 1.

[0056] Furthermore, the simulation module is used for:

[0057] Based on the ultimate load of the extended finite element model and the actual ultimate load, a prediction model for the ultimate load of the shear wall is established using a multivariate nonlinear regression fitting method and based on the least squares method.

[0058]

[0059] Among them, F 极限 For the ultimate load, f cu,k λ is the axial compressive strength of concrete, λ is the shear span ratio, and f is the shear strength of concrete. y ρ is the yield strength of the steel reinforcement. se For the steel reinforcement ratio, l w Let t be the length of the wall. n N is the wall thickness. A For axial force, μ ranges from 0.1 to 1, and δ ranges from 0.1 to 0.5.

[0060] Based on the above technical solution, the present invention has at least the following beneficial effects:

[0061] 1. Based on multiple physical tests and finite element numerical simulation studies of shear walls, this invention uses multivariate nonlinear regression fitting and least squares fitting to obtain the corresponding shear wall shear bearing capacity prediction model. From three performance indicators—cracking load, yield load, and ultimate load—it achieves quantitative prediction of the shear bearing capacity of shear walls, which can be used for quantitative evaluation of the shear performance of shear walls.

[0062] 2. This invention extends the finite element model by adjusting the shear wall parameters and determines the cracking load, yield load, and ultimate load of the extended finite element model. Finally, the bearing capacity obtained from the model and the bearing capacity obtained from physical experiments are combined to fit the corresponding bearing capacity prediction model, so that the bearing capacity prediction model proposed in this invention has high accuracy. Attached Figure Description

[0063] The accompanying drawings, which form part of this specification, are used to provide a further understanding of the invention. The illustrative embodiments of the invention and their descriptions are used to explain the invention and do not constitute an undue limitation of the invention. In the drawings:

[0064] Figure 1 This is a flowchart illustrating a method for establishing a predictive model for the shear bearing capacity of a shear wall according to an embodiment of the present invention.

[0065] Figure 2 This is a shear wall lateral force-displacement curve in one embodiment of the present invention;

[0066] Figure 3 This is a schematic diagram illustrating the influence of the similarity ratio parameter of the finite element model specimen and the prototype wall size on the shear bearing capacity of a low shear wall in a specific embodiment of the present invention.

[0067] Figure 4 This is a schematic diagram illustrating the influence of the similarity ratio parameter of the finite element model specimen and the prototype wall size on the shear bearing capacity of a low shear wall after adjusting the shear span ratio in a specific embodiment of the present invention.

[0068] Figure 5 This is a schematic diagram illustrating the influence of the similarity ratio parameter of the finite element model specimen and the prototype wall size on the shear bearing capacity of a low shear wall after adjusting the shear span ratio, as shown in another specific embodiment of the present invention.

[0069] Figure 6 This is a graph showing the effect of axial compression ratio on the shear bearing capacity of a low-rise shear wall in a specific embodiment of the present invention.

[0070] Figure 7 This is a graph showing the change in shear capacity of a low shear wall with axial compression ratio after adjusting the reinforcement ratio and specimen size in a specific embodiment of the present invention.

[0071] Figure 8This is a graph showing the change in shear capacity of a low shear wall with axial compression ratio after adjusting the reinforcement ratio and specimen size in another specific embodiment of the present invention.

[0072] Figure 9 This is a graph showing the influence of longitudinal and transverse reinforcement ratios on the shear bearing capacity of a low-rise shear wall when the longitudinal and transverse reinforcement ratios are equal in a specific embodiment of the present invention.

[0073] Figure 10 This is a graph showing the change in shear capacity of a low-rise shear wall with longitudinal and transverse reinforcement ratios after adjusting the shear span ratio and axial compression ratio in a specific embodiment of the present invention.

[0074] Figure 11 This is a graph showing the variation of shear capacity of a low-rise shear wall with longitudinal and transverse reinforcement ratios after adjusting the shear span ratio and axial compression ratio in another specific embodiment of the present invention.

[0075] Figure 12 This is a graph showing the influence of longitudinal and transverse reinforcement ratios on the shear bearing capacity of a low-rise shear wall when the longitudinal and transverse reinforcement ratios are not equal in a specific embodiment of the present invention.

[0076] Figure 13 This is a graph showing the effect of adjusting the longitudinal and transverse reinforcement ratios on the shear bearing capacity of a low-rise shear wall in a specific embodiment of the present invention.

[0077] Figure 14 This is a graph showing the effect of adjusting the longitudinal and transverse reinforcement ratios on the shear bearing capacity of a low-rise shear wall in another specific embodiment of the present invention.

[0078] Figure 15 This is a graph showing the influence of the axial compressive strength of concrete on the shear bearing capacity of a low shear wall in a specific embodiment of the present invention.

[0079] Figure 16 This is a graph showing the effect of the axial compressive strength of concrete on the shear bearing capacity of a low shear wall after adjusting the shear span ratio and axial compression ratio in a specific embodiment of the present invention.

[0080] Figure 17 This is a graph showing the effect of the axial compressive strength of concrete on the shear bearing capacity of a low shear wall after adjusting the shear span ratio and axial compression ratio in another specific embodiment of the present invention.

[0081] Figure 18 This is a graph showing the influence of the yield strength of steel bars on the shear bearing capacity of a low shear wall in a specific embodiment of the present invention.

[0082] Figure 19 This is a graph showing the effect of the yield strength of the steel bars on the shear bearing capacity of a low shear wall after adjusting the yield strength of the steel bars, the shear span ratio, and the axial compression ratio in a specific embodiment of the present invention.

[0083] Figure 20 This is a graph showing the effect of the yield strength of the steel bars on the shear bearing capacity of the low shear wall after adjusting the yield strength of the steel bars, the shear span ratio, and the axial compression ratio in another specific embodiment of the present invention.

[0084] Figure 21 This is a graph showing the influence of shear span ratio on the shear bearing capacity of a low-rise shear wall in a specific embodiment of the present invention.

[0085] Figure 22 This is a graph showing the effect of adjusting the reinforcement ratio and axial compression ratio on the shear capacity of a low shear wall in a specific embodiment of the present invention.

[0086] Figure 23 This is a graph showing the effect of adjusting the reinforcement ratio and axial compression ratio on the shear capacity of a low shear wall in another specific embodiment of the present invention.

[0087] Figure 24 This is a fitting curve comparing the predicted and experimental values ​​of the shear cracking load of a low-rise shear wall in a specific embodiment of the present invention.

[0088] Figure 25 This is a fitting curve comparing the predicted and experimental values ​​of the shear yield load of a low-rise shear wall in a specific embodiment of the present invention.

[0089] Figure 26 This is a comparison chart of the prediction effects of the ultimate load prediction model and other prediction models in a specific embodiment of the present invention.

[0090] Figure 27 This is a schematic diagram of a device for establishing a predictive model of shear wall shear bearing capacity according to an embodiment of the present invention. Detailed Implementation

[0091] It should be noted that, unless otherwise specified, the embodiments and features described in the present invention can be combined with each other. The present invention will now be described in detail with reference to the accompanying drawings and embodiments.

[0092] The present invention will be further described in detail below with reference to specific embodiments, which should not be construed as limiting the scope of protection claimed by the present invention.

[0093] Example

[0094] To address the problem of the inability to quantitatively evaluate the seismic performance of shear walls in existing technologies, this invention proposes a method and apparatus for establishing a predictive model for the shear bearing capacity of shear walls. Based on multiple sets of physical tests and finite element numerical tests of shear walls, a corresponding predictive model for shear bearing capacity is proposed using a multivariate nonlinear regression fitting method. Compared with relevant studies in the United States and other countries, this invention proposes performance indices for cracking load, yield load, and ultimate load, thus better realizing performance-based prediction of the shear bearing capacity of shear walls and achieving the goal of correctly guiding relevant engineering practices.

[0095] To achieve the above objectives, this invention proposes a method for establishing a predictive model for the shear bearing capacity of shear walls.

[0096] like Figure 1 The diagram shows a flowchart of a method for establishing a predictive model for the shear bearing capacity of a shear wall according to an embodiment of the present invention. The method includes the following steps:

[0097] S1. Conduct pushover tests on shear wall specimens, record the actual pushover test phenomena, obtain the displacement of shear wall specimens under corresponding loads, and plot the first lateral force-displacement curve.

[0098] Specifically, in this embodiment, push-over tests were conducted on 16 groups of low-rise reinforced concrete shear wall specimens. During the push-over tests, a preset horizontal reciprocating load was applied to the shear wall specimens, and the displacements of the 16 groups of low-rise reinforced concrete shear wall specimens under the corresponding loads were recorded. The first lateral force-displacement curve is shown in the figure below. Figure 2 As shown. The actual pushover test phenomena include the distribution of shear wall cracking damage and the failure state of the shear wall.

[0099] S2. Based on actual pushover test phenomena and / or the first lateral force-displacement curve, determine the actual typical characteristic loads of the shear wall.

[0100] The actual typical characteristic loads include the actual cracking load, the actual yield load, and the actual ultimate load. In this embodiment, the load corresponding to the occurrence of the first crack in the shear wall is defined as the cracking load; the load corresponding to the shear wall reaching the yield state is defined as the yield load; and the load corresponding to the shear wall reaching the peak bearing capacity ultimate limit state is defined as the ultimate load. The cracking load can be determined by observing actual pushover test phenomena and combining them with the first lateral force-load curve; the yield load can be determined using the energy method based on the first lateral force-load curve; and the ultimate load corresponds to the highest point of the first lateral force-load curve.

[0101] S3, Establish the finite element model corresponding to the shear wall specimen.

[0102] Furthermore, the finite element model corresponding to the shear wall specimen is established, including the following three sub-steps:

[0103] S301, Establish the initial finite element model.

[0104] The initial finite element model includes the initial shear wall reinforced concrete model, initial material constitutive model parameters, initial contact setting parameters, and initial mesh parameters.

[0105] S302, using finite element analysis software to simulate the push-over test of shear wall specimens, record the simulated push-over test phenomena and obtain the second lateral force-displacement curve.

[0106] S303, based on the first lateral force-displacement curve, adjust the initial material constitutive model parameters, initial contact setting parameters, and initial mesh parameters to make the similarity between the second lateral force-displacement curve and the first lateral force-displacement curve within a preset similarity range; and / or, based on the actual shear wall failure state, adjust the initial material constitutive model parameters, initial contact setting parameters, and initial mesh parameters to make the simulated shear wall failure state consistent with the actual shear wall failure state; and / or, based on the actual shear wall crack damage distribution, adjust the initial material constitutive model parameters, initial contact setting parameters, and initial mesh parameters to make the simulated shear wall crack damage distribution consistent with the actual shear wall crack damage distribution.

[0107] Specifically, the finite element analysis software used in this embodiment is Abaqus. When simulating the push-over test of the shear wall specimen, the same preset horizontal reciprocating load as in step S1 is applied to the shear wall specimen for the push-over test. A second lateral force-displacement curve is obtained, and the simulated push-over test phenomena are recorded. The simulated push-over test phenomena include the simulated shear wall failure state and the simulated shear wall crack damage distribution. It should be understood that one dimension—the shear wall failure state, the shear wall crack damage distribution, or the lateral force-displacement curve—can be selected for comparative evaluation of the finite element model, or multiple dimensions can be combined for comparative evaluation. In this embodiment, the finite element model is comprehensively evaluated using the above three dimensions: First, based on the actual shear wall cracking damage distribution, the material constitutive model parameters, contact setting parameters, and mesh parameters are adjusted to make the simulated shear wall cracking damage distribution consistent with the actual shear wall cracking damage distribution. Second, based on the actual shear wall failure state, the material constitutive model parameters, contact setting parameters, and mesh parameters are adjusted to make the simulated shear wall failure state consistent with the actual shear wall failure state. Third, based on the first lateral force-displacement curve, the material constitutive model parameters, contact setting parameters, and mesh parameters are adjusted to ensure that the similarity between the second lateral force-displacement curve and the first lateral force-displacement curve is within a preset similarity range.

[0108] S4 extends the finite element model using preset shear wall parameters to generate an extended finite element model.

[0109] Furthermore, the preset shear wall parameters include: the similarity ratio of the finite element model specimen and the prototype wall size, the shear span ratio, the axial compression ratio, the reinforcement ratio, the axial compressive strength of concrete, and the yield strength of steel reinforcement. The reinforcement ratio includes the transverse reinforcement ratio and the longitudinal reinforcement ratio.

[0110] The finite element model is extended using preset shear wall parameters to generate an extended finite element model. This includes adjusting at least one of the preset shear wall parameters to extend the finite element model and determining the cracking load, yield load, and ultimate load of the extended finite element model. Specifically, this embodiment, based on the finite element model established in S3, establishes 123 corresponding finite element models by adjusting the shear wall parameters in the finite element model, and then determines the cracking load, yield load, and ultimate load corresponding to the extended finite element model.

[0111] like Figures 3 to 5 The figure shows the influence curves of the similarity ratio parameter of the finite element model specimen and the prototype wall size on the shear bearing capacity of the low shear wall in a specific embodiment of the present invention. Figure 3 To maintain a shear span ratio of 0.5, an axial compression ratio of 0.2, and a steel reinforcement ratio of 1.6%, the curves showing the changes in cracking load, yield load, and ultimate load with the similarity ratio are presented. Figure 4 , Figure 5 The graph shows the changes in cracking load, yield load, and ultimate load with similarity ratio after adjusting the shear span ratio to 0.4 and 0.3, respectively.

[0112] Similarly, Figures 6 to 8 This is a graph showing the influence of axial compression ratio and specimen size on the shear bearing capacity of a low-profile shear wall in a specific embodiment of the present invention. Specifically, Figure 6 The curves showing the changes in cracking load, yield load, and ultimate load with axial compression ratio when the steel reinforcement ratio is 1.2% and the specimen size is 0.9*3*0.185. Figure 7 , Figure 8 The figures show the changes in cracking load, yield load, and ultimate load after adjusting the steel reinforcement ratio to 1.6% and 2.4% and increasing the specimen size, respectively.

[0113] Figures 9 to 11 This is a graph showing the influence of longitudinal and transverse reinforcement ratios on the shear capacity of a low-rise shear wall when the longitudinal and transverse reinforcement ratios are equal in a specific embodiment of the present invention. Specifically, Figure 9 , Figure 10 , Figure 11 The graphs show the changes in cracking load, yield load, and ultimate load with longitudinal and transverse reinforcement ratios when the shear span ratio is set to 0.3, 0.4, and 0.5, and the axial compression ratio is set to 0.1, 0.2, and 0.3, respectively.

[0114] Figures 12 to 14 This is a graph illustrating the influence of longitudinal and transverse reinforcement ratios on the shear capacity of a low-rise shear wall in a specific embodiment of the present invention, where the longitudinal and transverse reinforcement ratios are unequal. Figure 12 , Figure 13 , Figure 14 The figures show the curves of cracking load, yield load, and ultimate load as a function of longitudinal and transverse reinforcement ratios when the total longitudinal and transverse reinforcement ratios are 2.4%, 3.2%, and 4.8%, respectively.

[0115] like Figures 15 to 17 This is a graph showing the influence of the axial compressive strength of concrete on the shear bearing capacity of a low shear wall in a specific embodiment of the present invention. Figure 15 , Figure 16 , Figure 17 The figures show the curves of cracking load, yield load, and ultimate load as a function of the axial compressive strength of concrete when the shear span ratio is set to 0.5, 0.4, and 0.3, and the axial compression ratio is set to 0.3, 0.2, and 0.1, respectively.

[0116] like Figures 18 to 20 This is a graph showing the influence of the yield strength of steel bars on the shear bearing capacity of a low shear wall in a specific embodiment of the present invention. Figure 18 , Figure 19 , Figure 20 The curves showing the changes in cracking load, yield load, and ultimate load with the yield strength of the steel bars are given when the yield strength of the steel bars is 2.4%, 1.8%, and 1.2%, the shear span ratio is set to 0.5, 0.4, and 0.3, and the axial compression ratio is set to 0.3, 0.2, and 0.1, respectively.

[0117] like Figures 21 to 23 This is a graph showing the influence of shear span ratio on the shear bearing capacity of a low-rise shear wall in a specific embodiment of the present invention. Figure 21 , Figure 22 , Figure 23 The curves showing the changes in cracking load, yield load, and ultimate load with shear span ratio when the steel reinforcement ratio is 1.2, 1.6, and 2.4, and the axial compression ratio is 0.1, 0.2, and 0.3, respectively.

[0118] Based on the above Figures 3 to 23 The corresponding finite element models are established according to the parameter settings, that is, the extended finite element models are generated, and then the cracking load, yield load and ultimate load corresponding to the extended finite element models are determined.

[0119] S5. The extended finite element model is used to simulate and analyze the shear wall specimen. Based on the simulation analysis results and the actual cracking load, actual yield load and actual ultimate load, the corresponding cracking load prediction model, yield load prediction model and ultimate load prediction model are established respectively.

[0120] The following sections will describe the process of establishing the cracking load prediction model, the yield load prediction model, and the ultimate load prediction model.

[0121] S501, Establish a cracking load prediction model.

[0122] Based on the cracking load of the expanded finite element model in step S4 and the actual cracking load determined in step S2, a prediction model for the cracking load of the shear wall is established using a multivariate nonlinear regression fitting method and based on the least squares method.

[0123]

[0124] Among them, F 开裂 For cracking load, f cu,k λ is the axial compressive strength of concrete, λ is the shear span ratio, and l w Let t be the length of the wall. n N is the wall thickness. A For axial forces, the values ​​of α and β range from 0.1 to 1.

[0125] In a specific embodiment of the present invention, based on the cracking load of the extended finite element model and the actual cracking load, a multivariate nonlinear regression fitting method and based on the least squares method are used to obtain the coefficients α of the cracking load prediction model as 0.1788 and β as 0.3384.

[0126] S502, Establish a yield load prediction model.

[0127] Based on the yield load of the extended finite element model in step S4 and the actual yield load determined in step S2, a prediction model for the yield load of the shear wall is established using a multivariate nonlinear regression fitting method and based on the least squares method.

[0128]

[0129] Among them, F 屈服 For yield load, f cu,k λ is the axial compressive strength of concrete, λ is the shear span ratio, and f is the shear strength of concrete. y ρ is the yield strength of the steel reinforcement. se For the steel reinforcement ratio, l w Let t be the length of the wall. n N is the wall thickness. A For axial force, γ and ε range from 0.1 to 1.

[0130] In a specific embodiment of the present invention, based on the yield load of the extended finite element model and the actual yield load, a multivariate nonlinear regression fitting method and based on the least squares method are used to obtain the parameters γ as 0.2717 and ε as 0.7001 in the shear wall yield load prediction model.

[0131] S503, Establish the ultimate load prediction model.

[0132] Based on the ultimate load of the finite element model expanded in step S4 and the actual ultimate load determined in step S2, a prediction model for the ultimate load of the shear wall is established using a multivariate nonlinear regression fitting method and based on the least squares method.

[0133]

[0134] Among them, F 极限 For the ultimate load, f cu,k λ is the axial compressive strength of concrete, λ is the shear span ratio, and f is the shear strength of concrete. y ρ is the yield strength of the steel reinforcement. se For the steel reinforcement ratio, l w Let t be the length of the wall. n N is the wall thickness. A For axial force, μ ranges from 0.1 to 1, and δ ranges from 0.1 to 0.5.

[0135] In a specific embodiment of the present invention, based on the ultimate load of the extended finite element model and the actual ultimate load, a multivariate nonlinear regression fitting method and based on the least squares method are used to obtain the parameters μ as 0.3096 and δ as 0.4673 in the shear wall ultimate load prediction model.

[0136] like Figure 24 , Figure 25 The figures show the comparison and fitting curves between the predicted and experimental values ​​of the cracking load, yield load, and ultimate load of the low-rise shear wall in a specific embodiment of the present invention. It can be seen from the figures that the predicted values ​​of the load prediction model of the low-rise shear wall proposed in the present invention have a good fit with the actual values, which can verify that the corresponding prediction model proposed in the present invention has high accuracy. Figure 26 To compare the prediction performance of the ultimate load prediction model established in this invention with the US EPRI prediction model and the prediction model of my country's nuclear facility structure based on performance-based seismic design method, the analysis of the actual value x and the predicted value y shows that when the predicted value y approaches the actual value x, the intercept a is 0, the slope b is 1, the Pearson value is 1, and R... 2 =1, from Figure 26 As can be seen, the model has high prediction accuracy for these four parameters, demonstrating the high accuracy of the ultimate load prediction model proposed in this invention. After determining the corresponding cracking load, yield load, and ultimate load prediction model, it can be used for quantitative prediction of the shear bearing capacity of shear walls.

[0137] To achieve the same objective as the methods described above, this invention also proposes a device for establishing a predictive model for the shear bearing capacity of shear walls.

[0138] like Figure 27 The diagram shows a schematic of an apparatus for establishing a predictive model of shear wall shear bearing capacity according to an embodiment of the present invention. The apparatus includes: an acquisition module 100, a first determination module 101, an establishment module 102, an extension module 103, and a simulation module 104.

[0139] The acquisition module 100 is used to conduct pushover tests on shear wall specimens, record the actual pushover test phenomena, obtain the displacement of the shear wall specimens under the corresponding loads, and plot the first lateral force-displacement curve.

[0140] The first determining module 101 is used to determine the actual typical characteristic load of the shear wall based on the actual pushover test phenomena and / or the first lateral force-displacement curve. The actual typical characteristic load includes the actual cracking load, the actual yield load and the actual ultimate load.

[0141] Module 102 is used to create the finite element model corresponding to the shear wall specimen.

[0142] Furthermore, module 102 is established for:

[0143] An initial finite element model is established, which includes initial material constitutive model parameters, initial contact setting parameters, and initial mesh parameters.

[0144] The push-over test of the shear wall specimen was simulated using finite element analysis software. The simulated push-over test phenomena were recorded and the second lateral force-displacement curve was obtained.

[0145] Based on the first lateral force-displacement curve, adjust the initial material constitutive model parameters, the initial contact setting parameters, and the initial mesh parameters so that the data value corresponding to the second lateral force-displacement curve is consistent with the data value corresponding to the first lateral force-displacement curve or the error between the data values ​​corresponding to the two curves is within a preset error range.

[0146] And / or, based on the actual shear wall failure state, adjust the initial material constitutive model parameters, the initial contact setting parameters, and the initial mesh parameters to make the simulated shear wall failure state consistent with the actual shear wall failure state;

[0147] And / or, based on the actual shear wall cracking damage distribution, adjust the initial material constitutive model parameters, the initial contact setting parameters, and the initial mesh parameters to make the simulated shear wall cracking damage distribution consistent with the actual shear wall cracking damage distribution.

[0148] The extension module 103 is used to extend the finite element model using preset shear wall parameters to generate an extended finite element model.

[0149] Furthermore, the preset shear wall parameters include: the similarity ratio of the finite element model specimen and the prototype wall size, the shear span ratio, the axial compression ratio, the reinforcement ratio, the axial compressive strength of concrete, and the yield strength of steel reinforcement.

[0150] Extension module 103 is used for:

[0151] Adjust at least one of the preset shear wall parameters to extend the finite element model, and determine the cracking load, yield load, and ultimate load of the extended finite element model.

[0152] Simulation module 104 is used to perform simulation analysis on shear wall specimens using the extended finite element model. Based on the simulation analysis results and the actual cracking load, actual yield load and actual ultimate load, corresponding cracking load prediction models, yield load prediction models and ultimate load prediction models are established respectively.

[0153] Furthermore, the simulation module 104 is used for:

[0154] Based on the cracking load of the extended finite element model and the actual cracking load, a prediction model for the cracking load of the shear wall is established using a multivariate nonlinear regression fitting method and based on the least squares method.

[0155]

[0156] Among them, F 开裂 For cracking load, f cu,k λ is the axial compressive strength of concrete, λ is the shear span ratio, and l w Let t be the length of the wall. n N is the wall thickness. A For axial forces, the values ​​of α and β range from 0.1 to 1.

[0157] Furthermore, the simulation module 104 is used for:

[0158] Based on the yield load of the extended finite element model and the actual yield load, a prediction model for the yield load of the shear wall is established using a multivariate nonlinear regression fitting method and based on the least squares method.

[0159]

[0160] Among them, F 屈服 For yield load, f cu,k λ is the axial compressive strength of concrete, λ is the shear span ratio, and f is the shear strength of concrete. y ρ is the yield strength of the steel reinforcement. se For the steel reinforcement ratio, l w Let t be the length of the wall. n N is the wall thickness. A For axial force, γ and ε range from 0.1 to 1.

[0161] Furthermore, the simulation module 104 is used for:

[0162] Based on the ultimate load of the extended finite element model and the actual ultimate load, a prediction model for the ultimate load of the shear wall is established using a multivariate nonlinear regression fitting method and based on the least squares method.

[0163]

[0164] Among them, F 极限 For the ultimate load, f cu,k λ is the axial compressive strength of concrete, λ is the shear span ratio, and f is the shear strength of concrete. y ρ is the yield strength of the steel reinforcement. se For the steel reinforcement ratio, l w Let t be the length of the wall. n N is the wall thickness. A For axial force, μ ranges from 0.1 to 1, and δ ranges from 0.1 to 0.5.

[0165] It should be understood that the apparatus for establishing a shear wall shear bearing capacity prediction model is consistent with the corresponding method for establishing a shear wall shear bearing capacity prediction model, so this embodiment will not repeat it.

[0166] In summary, as can be seen from the above description, the embodiments of the present invention achieve the following technical effects:

[0167] 1. Based on multiple physical tests and finite element numerical simulation studies of shear walls, this invention uses multivariate nonlinear regression fitting and least squares fitting to obtain the corresponding shear wall shear bearing capacity prediction model. From three performance indicators—cracking load, yield load, and ultimate load—it achieves quantitative prediction of the shear bearing capacity of shear walls, which can be used for quantitative evaluation of the shear performance of shear walls.

[0168] 2. This invention extends the finite element model by adjusting the shear wall parameters and determines the cracking load, yield load, and ultimate load of the extended finite element model. Finally, the bearing capacity obtained from the model and the bearing capacity obtained from physical experiments are combined to fit the corresponding bearing capacity prediction model, so that the bearing capacity prediction model proposed in this invention has high accuracy.

[0169] The above description is merely a preferred embodiment of the present invention and is not intended to limit the invention. Various modifications and variations can be made to the present invention by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

[0170] It should be noted that, in this document, relational terms such as "first" and "second" are used merely to distinguish one entity or operation from another, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Furthermore, 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 a process, method, article, or apparatus. Without further limitations, an element defined by the phrase "comprising one..." does not exclude the presence of other identical elements in the process, method, article, or apparatus that includes the element.

[0171] The logic and / or steps represented in the flowchart or otherwise described herein, for example, can be considered as a sequenced list of executable instructions for implementing logical functions, and can be embodied in any computer-readable medium for use by, or in conjunction with, an instruction execution system, apparatus or device (such as a computer-based system, a processor-included system or other system that can fetch and execute instructions from, an instruction execution system, apparatus or device).

[0172] It should be understood that various parts of the present invention can be implemented in hardware, software, firmware, or a combination thereof. In the above embodiments, multiple steps or methods can be implemented in software or firmware stored in memory and executed by a suitable instruction execution system. For example, if implemented in hardware, as in another embodiment, it can be implemented using any one or a combination of the following techniques known in the art: discrete logic circuits having logic gates for implementing logical functions on data signals, application-specific integrated circuits (ASICs) having suitable combinational logic gates, programmable gate arrays (PGAs), field-programmable gate arrays (FPGAs), etc.

[0173] It should be noted that, in the description of this specification, the references to terms such as "one embodiment," "some embodiments," "example," "specific example," or "some examples," etc., indicate that a specific feature, structure, material, or characteristic described in connection with that embodiment or example is included in at least one embodiment or example of the present invention. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples. Moreover, without contradiction, those skilled in the art can combine and integrate the different embodiments or examples described in this specification, as well as the features of different embodiments or examples.

Claims

1. A method for establishing a predictive model for the shear bearing capacity of a shear wall, characterized in that, include: Push-over tests were conducted on shear wall specimens, the actual push-over test phenomena were recorded, and the displacement of the shear wall specimens under the corresponding loads was obtained. The push-over test phenomena included the cracking damage distribution and failure state of the shear wall. The first lateral force-displacement curve was plotted. Based on the actual pushover test phenomena and the first lateral force-displacement curve, the actual typical characteristic loads of the shear wall are determined. The actual typical characteristic loads include the actual cracking load, the actual yield load, and the actual ultimate load. Establishing the finite element model corresponding to the shear wall specimen includes establishing an initial finite element model, which includes initial material constitutive model parameters, initial contact setting parameters, and initial mesh parameters. The push-over test of the shear wall specimen was simulated using finite element analysis software. The simulated push-over test phenomena were recorded and the second lateral force-displacement curve was obtained. Based on the first lateral force-displacement curve, adjust the initial material constitutive model parameters, the initial contact setting parameters, and the initial mesh parameters so that the data values ​​corresponding to the second lateral force-displacement curve are consistent with the data values ​​corresponding to the first lateral force-displacement curve, or the error between the data values ​​corresponding to the two curves is within a preset error range; based on the actual shear wall failure state, adjust the initial material constitutive model parameters, the initial contact setting parameters, and the initial mesh parameters so that the simulated shear wall failure state is consistent with the actual shear wall failure state; Based on the actual shear wall cracking damage distribution, the initial material constitutive model parameters, the initial contact setting parameters, and the initial mesh parameters are adjusted to make the simulated shear wall cracking damage distribution consistent with the actual shear wall cracking damage distribution. The finite element model is extended using preset shear wall parameters, which include the similarity ratio of the finite element model specimen and the prototype wall size, shear span ratio, axial compression ratio, reinforcement ratio, axial compressive strength of concrete, and yield strength of steel reinforcement. An extended finite element model is generated, and at least one of the preset shear wall parameters is adjusted to further extend the finite element model. The cracking load, yield load, and ultimate load of the extended finite element model are then determined. The shear wall specimen was simulated and analyzed using the extended finite element model. Based on the simulation analysis results and the actual cracking load, the actual yield load, and the actual ultimate load, corresponding cracking load prediction models, yield load prediction models, and ultimate load prediction models were established respectively.

2. The method according to claim 1, characterized in that, The shear wall specimen was simulated and analyzed using the extended finite element model. Based on the simulation results and the actual cracking load, a corresponding cracking load prediction model was established, including: Based on the cracking load of the extended finite element model and the actual cracking load, a prediction model for the cracking load of the shear wall is established using a multivariate nonlinear regression fitting method and based on the least squares method. Among them, F 开裂 For cracking load, f cu,k λ is the axial compressive strength of concrete, λ is the shear span ratio, and l w Let t be the length of the wall. n N is the wall thickness. A For axial forces, the values ​​of α and β range from 0.1 to 1.

3. The method according to claim 1, characterized in that, The shear wall specimen was simulated and analyzed using the extended finite element model. Based on the simulation results and the actual yield load, a corresponding yield load prediction model was established, including: Based on the yield load of the extended finite element model and the actual yield load, a prediction model for the yield load of the shear wall is established using a multivariate nonlinear regression fitting method and based on the least squares method. Among them, F 屈服 For yield load, f cu,k λ is the axial compressive strength of concrete, λ is the shear span ratio, and f is the shear strength of concrete. y ρ is the yield strength of the steel reinforcement. se For the steel reinforcement ratio, l w Let t be the length of the wall. n N is the wall thickness. A For axial force, γ and ε range from 0.1 to 1.

4. The method according to claim 1, characterized in that, The shear wall specimen is simulated and analyzed using the extended finite element model. Based on the simulation results and the actual ultimate load, a corresponding ultimate load prediction model is established, including: Based on the ultimate load of the extended finite element model and the actual ultimate load, a prediction model for the ultimate load of the shear wall is established using a multivariate nonlinear regression fitting method and based on the least squares method. Among them, F 极限 For the ultimate load, f cu,k λ is the axial compressive strength of concrete, λ is the shear span ratio, and f is the shear strength of concrete. y ρ is the yield strength of the steel reinforcement. se For the steel reinforcement ratio, l w Let t be the length of the wall. n N is the wall thickness. A For axial force, μ ranges from 0.1 to 1, and δ ranges from 0.1 to 0.

5.

5. A device for establishing a predictive model of shear wall shear bearing capacity, characterized in that, include: The acquisition module is used to conduct push-over tests on shear wall specimens, record the actual push-over test phenomena, and acquire the displacement of the shear wall specimens under the corresponding loads. The push-over test phenomena include the cracking damage distribution and failure state of the shear wall, and plot the first lateral force-displacement curve. The first determining module is used to determine the actual typical characteristic load of the shear wall based on the actual pushover test phenomenon and the first lateral force-displacement curve. The actual typical characteristic load includes the actual cracking load, the actual yield load and the actual ultimate load. A module is established to establish the finite element model corresponding to the shear wall specimen, including the establishment of an initial finite element model, which includes initial material constitutive model parameters, initial contact setting parameters, and initial mesh parameters. The push-over test of the shear wall specimen was simulated using finite element analysis software. The simulated push-over test phenomena were recorded and the second lateral force-displacement curve was obtained. Based on the first lateral force-displacement curve, adjust the initial material constitutive model parameters, the initial contact setting parameters, and the initial mesh parameters so that the data values ​​corresponding to the second lateral force-displacement curve are consistent with the data values ​​corresponding to the first lateral force-displacement curve, or the error between the data values ​​corresponding to the two curves is within a preset error range; based on the actual shear wall failure state, adjust the initial material constitutive model parameters, the initial contact setting parameters, and the initial mesh parameters so that the simulated shear wall failure state is consistent with the actual shear wall failure state; Based on the actual shear wall cracking damage distribution, the initial material constitutive model parameters, the initial contact setting parameters, and the initial mesh parameters are adjusted to make the simulated shear wall cracking damage distribution consistent with the actual shear wall cracking damage distribution. An extension module is used to extend the finite element model using preset shear wall parameters, including the similarity ratio of the finite element model specimen and the prototype wall size, shear span ratio, axial compression ratio, reinforcement ratio, axial compressive strength of concrete, and yield strength of steel reinforcement; to generate an extended finite element model, adjust at least one of the preset shear wall parameters, extend the finite element model, and determine the cracking load, yield load, and ultimate load of the extended finite element model; The simulation module is used to perform simulation analysis on the shear wall specimen using the extended finite element model. Based on the simulation analysis results and the actual cracking load, the actual yield load, and the actual ultimate load, corresponding cracking load prediction models, yield load prediction models, and ultimate load prediction models are established respectively.

6. The apparatus according to claim 5, characterized in that, The simulation module is used for: Based on the cracking load of the extended finite element model and the actual cracking load, a prediction model for the cracking load of the shear wall is established using a multivariate nonlinear regression fitting method and based on the least squares method. Among them, F 开裂 For cracking load, f cu,k λ is the axial compressive strength of concrete, λ is the shear span ratio, and l w Let t be the length of the wall. n N is the wall thickness. A For axial forces, the values ​​of α and β range from 0.1 to 1.

7. The apparatus according to claim 5, characterized in that, The shear wall specimen was simulated and analyzed using the extended finite element model. Based on the simulation results and the actual yield load, a corresponding yield load prediction model was established, including: Based on the yield load of the extended finite element model and the actual yield load, a prediction model for the yield load of the shear wall is established using a multivariate nonlinear regression fitting method and based on the least squares method. Among them, F 屈服 For yield load, f cu,k λ is the axial compressive strength of concrete, λ is the shear span ratio, and f is the shear strength of concrete. y ρ is the yield strength of the steel reinforcement. se For the steel reinforcement ratio, l w Let t be the length of the wall. n N is the wall thickness. A For axial force, γ and ε range from 0.1 to 1.

8. The apparatus according to claim 5, characterized in that, The simulation module is used for: Based on the ultimate load of the extended finite element model and the actual ultimate load, a prediction model for the ultimate load of the shear wall is established using a multivariate nonlinear regression fitting method and based on the least squares method. Among them, F 极限 For the ultimate load, f cu,k λ is the axial compressive strength of concrete, λ is the shear span ratio, and f is the shear strength of concrete. y ρ is the yield strength of the steel reinforcement. se For the steel reinforcement ratio, l w Let t be the length of the wall. n N is the wall thickness. A For axial force, μ ranges from 0.1 to 1, and δ ranges from 0.1 to 0.5.

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