Method and device for establishing shear wall anti-seismic interlayer displacement angle prediction model

Abstract

The invention discloses a method and device for establishing a shear wall anti-seismic interlayer displacement angle prediction model, and the method comprises the following steps: carrying out a pushing and covering test on a shear wall test piece, recording an actual pushing and covering test phenomenon, and obtaining the actual test piece height and the actual top displacement of the shear wall test piece under a corresponding load; according to the actual test piece height and the actual top end displacement, determining a corresponding actual shear wall interlayer displacement angle, and drawing a first lateral force resistance-interlayer displacement angle curve; based on the pushing and covering test phenomenon and / or the first lateral force resistance-interlayer displacement angle curve, the actual interlayer displacement angle corresponding to the typical characteristic load of the shear wall is determined; 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; and performing simulation analysis on the shear wall test piece by using the expanded finite element model, and establishing a corresponding interlayer displacement angle prediction model based on a simulation analysis result and an actual interlayer displacement angle.

Description

Technical Field

[0001] The invention relates to the field of earthquake-resistant design of buildings, and in particular to a method and a device for establishing an earthquake-resistant inter-story displacement angle prediction model of a shear wall. Background Art

[0002] At present, the international community still uses a design method based on seismic (shear) bearing capacity for the seismic design of low-rise reinforced concrete shear walls. This method cannot achieve the seismic design of low-rise reinforced concrete shear walls based on displacement and performance, nor can it achieve the quantitative prediction of the seismic inter-story displacement angle of low-rise reinforced concrete shear walls and the quantitative evaluation of the seismic performance of shear walls.

[0003] The existing patent CN107085640A discloses a simulation algorithm for a circular arc-shaped cutout non-stiffened steel plate shear wall, which includes the following steps: designing a plurality of circular arc-shaped cutout non-stiffened steel plate shear wall specimens of different sizes; establishing a specimen model in a finite element software; analyzing and obtaining the vertical load ratio borne by the embedded steel plate of the steel plate shear wall specimen under the vertical load, the lateral bearing capacity of the embedded steel plate under the horizontal load, and the lateral bearing capacity of the embedded steel plate under the horizontal load and the vertical load, drawing a relationship curve between the vertical load ratio and the deflection of the frame beam, drawing a relationship curve between the lateral bearing capacity of the embedded steel plate and the inter-story displacement angle, and drawing a relationship curve between the lateral bearing capacity of the embedded steel plate and the inter-story displacement angle under the vertical load; calculating the reduction rate of the elastic lateral bearing capacity of the embedded steel plate under the vertical load based on the elastic lateral bearing capacity; and obtaining the ratio range of the arc length of the circular arc-shaped cutout to its span and the value range of the arc height.

[0004] The existing patent CN115017591A discloses a method for evaluating the seismic performance of a building structure group. The method obtains structural geometric information through remote sensing measurement technology, inputs the appearance picture of the building into a structure type recognition model to identify the structural type of the building; converts the surveyable information into hidden information inside the structure through fuzzy reasoning; generates seismic motion according to the site category, and constructs a seismic motion field model of the target area; performs seismic response analysis on the individual buildings in the target area, inputs the obtained seismic response into a trained maximum inter-story displacement angle prediction model, predicts the maximum inter-story displacement angle of each individual building, and then evaluates the structural damage level in combination with the damage index of the individual building, and finally realizes the prediction of seismic damage distribution of the building structure group in the target area.

[0005] From the above content, it can be seen that the above two existing patents have not achieved the quantitative prediction of the seismic inter-story displacement angle of the shear wall and the quantitative evaluation of the seismic performance of the shear wall. Summary of the invention

[0006] Based on the above technical problems, the present invention proposes a method and device for establishing a shear wall seismic interlayer displacement angle prediction model to solve the problem that the design method based on seismic bearing capacity in the prior art cannot achieve quantitative prediction of the shear wall seismic interlayer displacement angle and quantitative evaluation of the shear wall seismic performance.

[0007] To achieve the above object, the present invention proposes a method for establishing a shear wall seismic inter-story displacement angle prediction model.

[0008] A method for establishing a shear wall seismic inter-story displacement angle prediction model, the method comprising:

[0009] Performing a pushover test on the shear wall specimen, recording the actual pushover test phenomenon and obtaining the actual specimen height and actual top displacement of the shear wall specimen under the corresponding load;

[0010] According to the actual specimen height and the actual top displacement, the corresponding actual shear wall inter-story displacement angle is determined, and the first lateral resistance-inter-story displacement angle curve is drawn;

[0011] Based on the actual pushover test phenomenon and / or the first lateral resistance-inter-story displacement angle curve, the actual inter-story displacement angle corresponding to the typical characteristic load of the shear wall is determined. The actual inter-story displacement angle includes the actual cracking inter-story displacement angle, the actual yielding inter-story displacement angle and the actual limit inter-story displacement angle;

[0012] Establish the finite element model corresponding to the shear wall specimen;

[0013] The finite element model is expanded using the preset shear wall parameters to generate an expanded finite element model;

[0014] The shear wall specimens were simulated and analyzed using the extended finite element model. Based on the simulation analysis results and the actual cracking interlayer displacement angle, the actual yielding interlayer displacement angle and the actual ultimate interlayer displacement angle, the corresponding cracking interlayer displacement angle prediction model, the yielding interlayer displacement angle prediction model and the ultimate interlayer displacement angle prediction model were established respectively.

[0015] Furthermore, a pushover test is conducted on the shear wall specimen, the actual pushover test phenomenon is recorded, and the actual specimen height and actual top displacement of the shear wall specimen under the corresponding load are obtained, including: applying a preset horizontal reciprocating load to the shear wall specimen, and recording the actual specimen height and actual top displacement of the shear wall specimen under the corresponding load.

[0016] Furthermore, according to the actual specimen height and the actual top displacement, the corresponding actual shear wall inter-story displacement angle is determined, and the first lateral resistance-inter-story displacement angle curve is drawn, including:

[0017] According to the actual specimen height and the actual top displacement, the actual shear wall interlayer displacement angle under the corresponding load is determined by formula 1. Formula 1: Among them, θ is the inter-story displacement angle of the shear wall, Δu is the top displacement, and h is the specimen height;

[0018] Based on the actual inter-story displacement angle of the shear wall under the corresponding load, the first lateral resistance-inter-story displacement angle curve is drawn.

[0019] Furthermore, the pushover test phenomena include the shear wall crack damage distribution and shear wall failure state, and the finite element model corresponding to the shear wall specimen is established, including:

[0020] Establishing an initial finite element model, the initial finite element model includes initial material constitutive model parameters, initial contact setting parameters and initial mesh parameters;

[0021] Finite element analysis software was used to simulate the pushover test of the shear wall specimen, the simulated pushover test phenomenon was recorded and the second lateral resistance-inter-story displacement angle curve was obtained;

[0022] Based on the first lateral force resistance-inter-story displacement angle curve, initial material constitutive model parameters, initial contact setting parameters and initial mesh parameters are adjusted so that the similarity between the second lateral force resistance-inter-story displacement angle curve and the first lateral force resistance-inter-story displacement angle curve is within a preset similarity range;

[0023] and / or, based on the actual shear wall failure state, adjusting initial material constitutive model parameters, initial contact setting parameters and initial mesh parameters so that the simulated shear wall failure state is consistent with the actual shear wall failure state;

[0024] And / or, based on the actual shear wall cracking damage distribution, adjusting the initial material constitutive model parameters, initial contact setting parameters and initial mesh parameters so that the simulated shear wall cracking damage distribution is consistent with the actual shear wall cracking damage distribution.

[0025] Furthermore, the preset shear wall parameters include: similarity ratio between the finite element model specimen and the prototype wall size, shear span ratio, axial compression ratio, steel reinforcement ratio, concrete axial compressive strength and steel yield strength. The finite element model is expanded using the preset shear wall parameters to generate an expanded finite element model, including:

[0026] At least one of the preset shear wall parameters is adjusted to expand the finite element model, and the cracking inter-layer displacement angle, the yielding inter-layer displacement angle and the limit inter-layer displacement angle of the expanded finite element model are determined.

[0027] Furthermore, the shear wall specimens were simulated and analyzed using the extended finite element model. Based on the simulation analysis results and the actual cracking interlayer displacement angle, a corresponding cracking interlayer displacement angle prediction model was established, including:

[0028] According to the crack interlayer displacement angle of the expanded finite element model and the actual crack interlayer displacement angle, a prediction model for the crack interlayer displacement angle of the shear wall is established by using the multivariate nonlinear regression fitting method and based on the least squares method.

[0029]

[0030] Among them, θ x is the crack interlayer displacement angle, f cu,k is the axial compressive strength of concrete, λ is the shear span ratio, l w is the wall length, t n is the wall thickness, N A is the axial force, the value range of α is 0.1~1, and the value range of β is 0.01~0.1.

[0031] Furthermore, the shear wall specimens were simulated and analyzed using the extended finite element model. Based on the simulation analysis results and the actual yield interlayer displacement angle, a yield interlayer displacement angle prediction model was established, including:

[0032] According to the displacement angle between yield layers of the extended finite element model and the actual displacement angle between yield layers, a prediction model for the displacement angle between yield layers of shear walls was established using the multivariate nonlinear regression fitting method and the least squares method.

[0033]

[0034] Among them, θ y is the displacement angle between yield layers, f cu,k is the axial compressive strength of concrete, λ is the shear span ratio, l w is the wall length, t n is the wall thickness, N A is the axial force, f y is the steel bar yield strength, ρ se is the reinforcement ratio of steel bars, the value range of γ is 1 to 2, and the value range of ε is 0.1 to 1.

[0035] Furthermore, the shear wall specimens were simulated and analyzed using the extended finite element model. Based on the simulation analysis results and the actual limit inter-story displacement angle, a corresponding limit inter-story displacement angle prediction model was established, including:

[0036] According to the ultimate inter-story displacement angle of the extended finite element model and the actual ultimate inter-story displacement angle, a prediction model for the ultimate inter-story displacement angle of the shear wall is established by using the multivariate nonlinear regression fitting method and based on the least squares method.

[0037]

[0038] Among them, θ u is the limiting inter-story displacement angle, f cu,kis the axial compressive strength of concrete, λ is the shear span ratio, l w is the wall length, t n is the wall thickness, N A is the axial force, f y is the steel bar yield strength, ρ se is the reinforcement ratio of steel bars, the value range of μ is 2 to 3, and the value range of δ is 0.1 to 1.

[0039] In order to achieve the same purpose as the above method, the present invention also proposes a device for establishing a shear wall seismic inter-story displacement angle prediction model.

[0040] A device for establishing a shear wall seismic inter-story displacement angle prediction model, the device comprising:

[0041] The test module is used to perform pushover tests on shear wall specimens, record actual pushover test phenomena, and obtain actual specimen height and actual top displacement of the shear wall specimens under corresponding loads;

[0042] A first determination module is used to determine the corresponding actual shear wall inter-story displacement angle according to the actual specimen height and the actual top displacement, and to draw a first lateral resistance-inter-story displacement angle curve;

[0043] The second determination module is used to determine the actual inter-story displacement angle corresponding to the typical characteristic load of the shear wall based on the actual pushover test phenomenon and / or the first lateral resistance-inter-story displacement angle curve, where the actual inter-story displacement angle includes the actual cracking inter-story displacement angle, the actual yielding inter-story displacement angle and the actual limit inter-story displacement angle;

[0044] Establishing a module for establishing a finite element model corresponding to a shear wall specimen;

[0045] An extension module, used to extend the finite element model using preset shear wall parameters to generate an extended finite element model;

[0046] The simulation module is used to perform simulation analysis on the shear wall specimens using the extended finite element model, and to establish corresponding cracking interlayer displacement angle prediction models, yielding interlayer displacement angle prediction models, and ultimate interlayer displacement angle prediction models based on the simulation analysis results and the actual cracking interlayer displacement angle, the actual yielding interlayer displacement angle, and the actual ultimate interlayer displacement angle.

[0047] Furthermore, the test module is used to: apply a preset horizontal reciprocating load to the shear wall specimen, and record the actual specimen height and actual top displacement of the shear wall specimen under the corresponding load.

[0048] Furthermore, the first determining module is used to:

[0049] According to the actual specimen height and the actual top displacement, the actual shear wall interlayer displacement angle under the corresponding load is determined by formula 1. Formula 1: Among them, θ is the inter-story displacement angle of the shear wall, Δu is the top displacement, and h is the specimen height;

[0050] Based on the actual inter-story displacement angle of the shear wall under the corresponding load, the first lateral resistance-inter-story displacement angle curve is drawn.

[0051] Furthermore, a module is established for:

[0052] Establishing an initial finite element model, the initial finite element model includes initial material constitutive model parameters, initial contact setting parameters and initial mesh parameters;

[0053] Finite element analysis software was used to simulate the pushover test of the shear wall specimen, the simulated pushover test phenomenon was recorded and the second lateral resistance-inter-story displacement angle curve was obtained;

[0054] Based on the first lateral force resistance-inter-story displacement angle curve, initial material constitutive model parameters, initial contact setting parameters and initial mesh parameters are adjusted so that the similarity between the second lateral force resistance-inter-story displacement angle curve and the first lateral force resistance-inter-story displacement angle curve is within a preset similarity range;

[0055] and / or, based on the actual shear wall failure state, adjusting initial material constitutive model parameters, initial contact setting parameters and initial mesh parameters so that the simulated shear wall failure state is consistent with the actual shear wall failure state;

[0056] And / or, based on the actual shear wall cracking damage distribution, adjusting the initial material constitutive model parameters, initial contact setting parameters and initial mesh parameters so that the simulated shear wall cracking damage distribution is consistent with the actual shear wall cracking damage distribution.

[0057] Furthermore, the preset shear wall parameters include: similarity ratio between the finite element model specimen and the prototype wall size, shear span ratio, axial compression ratio, steel reinforcement ratio, concrete axial compressive strength and steel yield strength, and the expansion module is used for:

[0058] At least one of the preset shear wall parameters is adjusted to expand the finite element model, and a cracking inter-layer displacement angle, a yielding inter-layer displacement angle, and a limiting inter-layer displacement angle of the expanded finite element model are determined.

[0059] Furthermore, the simulation module is used to:

[0060] According to the crack interlayer displacement angle of the expanded finite element model and the actual crack interlayer displacement angle, a prediction model for the crack interlayer displacement angle of the shear wall is established by using the multivariate nonlinear regression fitting method and based on the least squares method.

[0061]

[0062] Among them, θ x is the crack interlayer displacement angle, f cu,k is the axial compressive strength of concrete, λ is the shear span ratio, l w is the wall length, t n is the wall thickness, N A is the axial force, the value range of α is 0.1~1, and the value range of β is 0.01~0.1.

[0063] Furthermore, the simulation module is used to:

[0064] According to the displacement angle between yield layers of the extended finite element model and the actual displacement angle between yield layers, a prediction model for the displacement angle between yield layers of shear walls was established using the multivariate nonlinear regression fitting method and the least squares method.

[0065]

[0066] Among them, θ y is the displacement angle between yield layers, f cu,k is the axial compressive strength of concrete, λ is the shear span ratio, l w is the wall length, t n is the wall thickness, N A is the axial force, f y is the steel bar yield strength, ρ se is the reinforcement ratio of steel bars, the value range of γ is 1 to 2, and the value range of ε is 0.1 to 1.

[0067] Furthermore, the simulation module is used to:

[0068] According to the ultimate inter-story displacement angle of the extended finite element model and the actual ultimate inter-story displacement angle, a prediction model for the ultimate inter-story displacement angle of the shear wall is established by using the multivariate nonlinear regression fitting method and based on the least squares method.

[0069]

[0070] Among them, θ u is the limiting inter-story displacement angle, f cu,k is the axial compressive strength of concrete, λ is the shear span ratio, l w is the wall length, t n is the wall thickness, N A is the axial force, f y is the steel bar yield strength, ρ se is the reinforcement ratio of steel bars, the value range of μ is 2 to 3, and the value range of δ is 0.1 to 1.

[0071] Based on the above technical solution, the present invention has at least the following beneficial effects:

[0072] 1. The present invention is based on multiple groups of shear wall physical tests and finite element numerical simulation studies, and adopts multivariate nonlinear regression fitting and least squares fitting to obtain the corresponding shear wall seismic inter-story displacement angle prediction model. From the three performance indicators of cracking inter-story displacement angle, yielding inter-story displacement angle and limit inter-story displacement angle, the quantitative prediction of the seismic inter-story displacement angle of the shear wall is achieved, which can be used for quantitative evaluation of the seismic performance of the shear wall and can achieve the purpose of correctly guiding the relevant engineering practice.

[0073] 2. The present invention expands the finite element model by adjusting the shear wall parameters, and determines the cracking inter-layer displacement angle, the yielding inter-layer displacement angle and the limit inter-layer displacement angle of the expanded finite element model. Finally, the inter-layer displacement angle obtained by the model and the inter-layer displacement angle obtained by the physical experiment are combined to fit the corresponding inter-layer displacement angle prediction model, so that the inter-layer displacement angle prediction model proposed in the present invention has higher accuracy and can meet the quantitative prediction requirements of the seismic inter-layer displacement angle of the shear wall. BRIEF DESCRIPTION OF THE DRAWINGS

[0074] The accompanying drawings constituting a part of the present invention are used to provide a further understanding of the present invention. The exemplary embodiments of the present invention and their descriptions are used to explain the present invention and do not constitute an improper limitation of the present invention. In the accompanying drawings:

[0075] Figure 1 A flow chart of a method for establishing a shear wall seismic inter-story displacement angle prediction model according to an embodiment of the present invention;

[0076] Figure 2 is a shear wall lateral force-displacement curve in one embodiment of the present invention;

[0077] Figure 3 It is a schematic diagram showing the influence of the similarity ratio parameter of the finite element model specimen and the prototype wall size on the seismic inter-story displacement angle of the low shear wall in a specific embodiment of the present invention;

[0078] Figure 4 A schematic diagram showing the effect of similarity ratio parameters of the finite element model specimen and the prototype wall size on the seismic inter-story displacement angle of a low shear wall after adjusting the shear span ratio in a specific embodiment of the present invention;

[0079] Figure 5 A schematic diagram showing the effect of similarity ratio parameters of the finite element model specimen and the prototype wall size on the seismic inter-story displacement angle of the low shear wall after adjusting the shear span ratio in another specific embodiment of the present invention;

[0080] Figure 6 It is a curve diagram showing the influence of the axial compression ratio on the seismic inter-story displacement angle of a low shear wall in a specific embodiment of the present invention;

[0081] Figure 7 It is a curve diagram showing the variation of the seismic inter-story displacement angle of the low shear wall with the axial compression ratio after adjusting the steel reinforcement ratio and the specimen size in a specific embodiment of the present invention;

[0082] Figure 8 A curve diagram showing the variation of the seismic inter-story displacement angle of the low shear wall with the axial compression ratio after adjusting the steel reinforcement ratio and the specimen size in another specific embodiment of the present invention;

[0083] Fig. 9 It is a curve diagram showing the influence of the longitudinal and transverse reinforcement ratios on the seismic inter-story displacement angle of a low shear wall when the longitudinal and transverse reinforcement ratios are equal in a specific embodiment of the present invention;

[0084] Fig.10 It is a curve diagram showing the variation of the seismic inter-story displacement angle of the low shear wall with the longitudinal and transverse reinforcement ratio after adjusting the shear span ratio and the axial compression ratio in a specific embodiment of the present invention;

[0085] Fig.11 It is a curve diagram showing the variation of the seismic inter-story displacement angle of the low shear wall with the longitudinal and transverse reinforcement ratios after adjusting the shear span ratio and the axial compression ratio in another specific embodiment of the present invention;

[0086] Fig.12 It is a curve diagram showing the influence of the longitudinal and transverse reinforcement ratios on the seismic inter-story displacement angle of a low shear wall when the longitudinal and transverse reinforcement ratios are unequal in a specific embodiment of the present invention;

[0087] Fig.13 It is a curve diagram showing the influence of the longitudinal and transverse reinforcement ratios on the seismic inter-story displacement angle of a low shear wall after adjusting the longitudinal and transverse reinforcement ratios in a specific embodiment of the present invention;

[0088] Fig.14 A curve diagram showing the influence of the longitudinal and transverse reinforcement ratios on the seismic inter-story displacement angle of a low shear wall after adjusting the longitudinal and transverse reinforcement ratios in another specific embodiment of the present invention;

[0089] Fig.15 It is a curve diagram showing the influence of the axial compressive strength of concrete on the seismic inter-story displacement angle of a low shear wall in a specific embodiment of the present invention;

[0090] Fig.16 It is a curve diagram showing the influence of the axial compressive strength of concrete on the seismic inter-story displacement angle of a low shear wall after adjusting the shear span ratio and the axial compression ratio in a specific embodiment of the present invention;

[0091] Fig.17 It is a curve diagram showing the influence of the axial compressive strength of concrete on the seismic inter-story displacement angle of a low shear wall after adjusting the shear span ratio and the axial compression ratio in another specific embodiment of the present invention;

[0092] Fig.18It is a curve diagram showing the influence of the yield strength of steel bars on the seismic inter-story displacement angle of a low shear wall in a specific embodiment of the present invention;

[0093] Fig.19 A curve diagram showing the influence of the steel bar yield strength on the seismic inter-story displacement angle of a low shear wall after adjusting the steel bar yield strength, shear span ratio and axial compression ratio in a specific embodiment of the present invention;

[0094] Fig. 20 A curve diagram showing the influence of the steel bar yield strength on the seismic inter-story displacement angle of a low shear wall after adjusting the steel bar yield strength, shear span ratio and axial compression ratio in another specific embodiment of the present invention;

[0095] Fig.21 It is a curve diagram showing the influence of shear span ratio on the seismic inter-story displacement angle of a low shear wall in a specific embodiment of the present invention;

[0096] Fig. 22 It is a curve diagram showing the influence of shear span ratio on the seismic inter-story displacement angle of a low shear wall after adjusting the steel reinforcement ratio and the axial compression ratio in a specific embodiment of the present invention;

[0097] Fig.23 It is a curve diagram showing the influence of shear span ratio on the seismic inter-story displacement angle of a low shear wall after adjusting the steel reinforcement ratio and the axial compression ratio in another specific embodiment of the present invention;

[0098] Fig.24 A comparison fitting curve diagram of the predicted value and the experimental value of the inter-story displacement angle of the seismic cracking of the low shear wall in a specific embodiment of the present invention;

[0099] Fig.25 A comparison fitting curve diagram of the predicted value and the experimental value of the inter-layer displacement angle of the seismic yield of a low shear wall in a specific embodiment of the present invention;

[0100] Fig.26 A comparison fitting curve diagram of the predicted value and the experimental value of the seismic limit inter-story displacement angle of the low shear wall in a specific embodiment of the present invention;

[0101] Fig. 27 The present invention is a schematic diagram of a device for establishing a shear wall seismic inter-story displacement angle prediction model according to an embodiment of the present invention. DETAILED DESCRIPTION

[0102] It should be noted that, in the absence of conflict, the embodiments of the present invention and the features in the embodiments can be combined with each other. The present invention will be described in detail below with reference to the accompanying drawings and in combination with the embodiments.

[0103] The present invention is further described in detail below in conjunction with specific embodiments. These embodiments should not be construed as limiting the scope of protection claimed by the present invention.

[0104] Example

[0105] In order to solve the problem that the design method based on seismic bearing capacity in the prior art cannot realize the quantitative prediction of the seismic inter-story displacement angle of the shear wall and the quantitative evaluation of the seismic performance of the shear wall, the present invention proposes a method and device for establishing a seismic inter-story displacement angle prediction model of the shear wall. Based on multiple groups of shear wall physical tests and finite element numerical test studies, a multivariate nonlinear regression fitting method is adopted to propose a seismic inter-story displacement angle prediction model of the shear wall, and the performance indicators of the cracked inter-story displacement angle, the yielded inter-story displacement angle and the limit inter-story displacement angle are established, which can realize the quantitative prediction of the seismic inter-story displacement angle of the shear wall, and achieve the purpose of correctly guiding the relevant engineering practice.

[0106] To achieve the above object, the present invention proposes a method for establishing a shear wall seismic inter-story displacement angle prediction model.

[0107] like Figure 1 FIG. 4 is a flow chart of a method for establishing a shear wall seismic inter-story displacement angle prediction model according to an embodiment of the present invention. The method comprises the following steps:

[0108] S1, conduct pushover test on shear wall specimens, record the actual pushover test phenomenon and obtain the actual specimen height and actual top displacement of the shear wall specimens under the corresponding load.

[0109] Specifically, in this embodiment, a pushover test was conducted on 16 groups of low reinforced concrete shear wall specimens. During the pushover test, a preset horizontal reciprocating load was applied to the shear wall specimens, and the actual specimen height and actual top displacement of the 16 groups of low reinforced concrete shear wall specimens under the corresponding load were recorded. The actual pushover test phenomena include the shear wall crack damage distribution and the shear wall failure state.

[0110] S2, according to the actual specimen height and the actual top displacement, determine the corresponding actual shear wall inter-story displacement angle, and draw the first lateral resistance-inter-story displacement angle curve.

[0111] Specifically, this step includes the following two sub-steps: (1) First, according to the actual specimen height and the actual top displacement, the actual shear wall interlayer displacement angle under the corresponding load is determined by formula 1. Formula 1: Where θ is the inter-story displacement angle of the shear wall, Δu is the top displacement, and h is the specimen height. (2) Then, based on the actual inter-story displacement angle of the shear wall under the corresponding load, the first lateral resistance-inter-story displacement angle curve is drawn.

[0112] It can be understood that when drawing the first lateral resistance-inter-story displacement angle curve, the first lateral resistance-inter-story displacement angle curve can be drawn based on the actual shear wall inter-story displacement angle and the corresponding load determined in this step; the shear wall lateral resistance-displacement curve can also be drawn based on the actual top displacement of the shear wall specimen under the corresponding load obtained in step S1 (such as Figure 2 Then, the top displacement of the abscissa of the curve is divided by the specimen height to obtain the first lateral resistance-inter-story displacement angle curve. Figure 2 The horizontal axis "displacement" corresponds to the actual top displacement, and the vertical axis "resultant force" corresponds to the horizontal load applied in the test.

[0113] S3, based on the actual pushover test phenomenon and / or the first lateral resistance-inter-story drift angle curve, determine the actual inter-story drift angle corresponding to the typical characteristic load of the shear wall.

[0114] The actual inter-layer displacement angle includes the actual cracking inter-layer displacement angle, the actual yielding inter-layer displacement angle and the actual limiting inter-layer displacement angle. In this embodiment, the inter-layer displacement angle corresponding to the first crack of the shear wall is defined as the cracking inter-layer displacement angle; the inter-layer displacement angle corresponding to the yielding state of the shear wall is defined as the yielding inter-layer displacement angle; the inter-layer displacement angle corresponding to the peak limit state of the bearing capacity of the shear wall is defined as the limiting inter-layer displacement angle. The cracking inter-layer displacement angle can be determined by observing the push-over test phenomenon and combining the first lateral resistance-inter-layer displacement angle curve; the yielding inter-layer displacement angle can be determined based on the first lateral resistance-inter-layer displacement angle curve by using the energy method; the limiting inter-layer displacement angle corresponds to the highest point of the first lateral resistance-inter-layer displacement angle curve.

[0115] S4, establish the finite element model corresponding to the shear wall specimen.

[0116] Furthermore, the finite element model corresponding to the shear wall specimen is established, including the following three sub-steps:

[0117] S401, establishing an initial finite element model.

[0118] The initial finite element model includes an initial shear wall reinforced concrete model, initial material constitutive model parameters, initial contact setting parameters and initial mesh parameters.

[0119] S402, using finite element analysis software to simulate a pushover test on a shear wall specimen, recording the simulated pushover test phenomenon and obtaining a second lateral resistance-inter-story displacement angle curve.

[0120] S403, based on the first lateral force resistance-inter-story displacement angle curve, adjusting the initial material constitutive model parameters, initial contact setting parameters and initial mesh parameters, so that the similarity between the second lateral force resistance-inter-story displacement angle curve and the first lateral force resistance-inter-story displacement angle curve is within a preset similarity range; and / or, based on the actual shear wall failure state, adjusting the initial material constitutive model parameters, initial contact setting parameters and initial mesh parameters, so that the simulated shear wall failure state is consistent with the actual shear wall failure state; and / or, based on the actual shear wall cracking damage distribution, adjusting the initial material constitutive model parameters, initial contact setting parameters and initial mesh parameters, so that the simulated shear wall cracking damage distribution is consistent with the actual shear wall cracking damage distribution.

[0121] Specifically, the finite element analysis software used in this embodiment is Abaqus. When simulating the pushover test on the shear wall specimen, the preset horizontal reciprocating load same as step S1 is applied to the shear wall specimen to obtain the second lateral force resistance-interlayer displacement angle curve and record the simulated pushover test phenomenon, which includes the simulated shear wall failure state and the simulated shear wall cracking damage distribution. It should be understood that one dimension of the shear wall failure state, the shear wall cracking damage distribution, and the lateral force resistance-interlayer displacement angle curve can be selected to compare and evaluate the finite element model, or the finite element model can be compared and evaluated by combining multiple dimensions. In this embodiment, the above three dimensions are used to compare and comprehensively evaluate the finite element model, that is, 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; 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; based on the first lateral resistance-inter-story displacement angle curve, the material constitutive model parameters, contact setting parameters and mesh parameters are adjusted to make the similarity between the second lateral resistance-inter-story displacement angle curve and the first lateral resistance-inter-story displacement angle curve within a preset similarity range.

[0122] S5, expanding the finite element model using preset shear wall parameters to generate an expanded finite element model.

[0123] The preset shear wall parameters include: similarity ratio between the finite element model specimen and the prototype wall size, shear span ratio, axial compression ratio, steel reinforcement ratio, concrete axial compressive strength and steel yield strength.

[0124] In this step, the finite element model is expanded using the preset shear wall parameters to generate the expanded finite element model, which specifically includes: adjusting at least one of the preset shear wall parameters, expanding the finite element model, and determining the cracking interlayer displacement angle, yielding interlayer displacement angle and limit interlayer displacement angle of the expanded finite element model.

[0125] Specifically, this embodiment is based on the finite element model established in S4, and by adjusting the shear wall parameters in the finite element model, 123 groups of corresponding finite element models are established, and then the cracking interlayer displacement angle, yielding interlayer displacement angle and limit interlayer displacement angle corresponding to the expanded finite element model are determined.

[0126] like Figures 3 to 5 FIG. 4 shows the influence of the similarity ratio parameters of the finite element model specimen and the prototype wall size and the shear span ratio on the seismic inter-story displacement angle of the low shear wall in a specific embodiment of the present invention. Figure 3 To maintain the shear span ratio of 0.5, the axial compression ratio of 0.2, and the steel reinforcement ratio of 1.6% (ρ h represents the transverse reinforcement ratio, ρ v represents the longitudinal reinforcement ratio), the cracking interlayer displacement angle, the yielding interlayer displacement angle and the ultimate interlayer displacement angle are plotted against the similarity ratio. Figure 4 , Figure 5 The variation curves of cracking interlayer displacement angle, yielding interlayer displacement angle and ultimate interlayer displacement angle with similarity ratio after the shear span ratio is adjusted to 0.4 and 0.3 respectively.

[0127] Similarly, Figures 6 to 8 This is a graph showing the influence of axial compression ratio and specimen size on the seismic inter-story displacement angle of a low shear wall in a specific embodiment of the present invention. Specifically, Figure 6 When the steel reinforcement ratio is 1.2% and the specimen size is 0.9*3*0.185, the variation curves of cracking interlayer displacement angle, yielding interlayer displacement angle and ultimate interlayer displacement angle with axial compression ratio; Figure 7 , Figure 8 These are the change curves of the cracking interlayer displacement angle, the yielding interlayer displacement angle and the ultimate interlayer displacement angle after the reinforcement ratio is adjusted to 1.6% and 2.4% and the specimen size is increased.

[0128] Figures 9 to 11 The following is a curve showing the influence of the longitudinal and transverse reinforcement ratios on the seismic inter-story displacement angle of a low shear wall when the longitudinal and transverse reinforcement ratios are equal in a specific embodiment of the present invention. Specifically, Fig. 9 , Fig.10 , Fig.11When 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, the variation curves of the cracking interlayer displacement angle, the yielding interlayer displacement angle, and the ultimate interlayer displacement angle with the longitudinal and transverse reinforcement ratios are shown.

[0129] Figure 12 to Figure 14 The figure is a curve diagram showing the influence of the longitudinal and transverse reinforcement ratios on the seismic inter-story displacement angle of a low shear wall when the longitudinal and transverse reinforcement ratios are unequal in a specific embodiment of the present invention. Fig.12 , Fig.13 , Fig.14 These are the changing curves of the cracking interlayer displacement angle, the yielding interlayer displacement angle and the ultimate interlayer displacement angle when the sum of the longitudinal and transverse reinforcement ratios is 2.4%, 3.2% and 4.8% respectively.

[0130] like Figures 15 to 17 The figure is a graph showing the influence of the axial compressive strength of concrete on the seismic inter-story displacement angle of a low shear wall in a specific embodiment of the present invention. Fig.15 , Fig.16 , Fig.17 The variation curves of the cracking interlayer displacement angle, the yielding interlayer displacement angle and the ultimate interlayer displacement angle 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.

[0131] like Figures 18 to 20 The figure is a graph showing the influence of the yield strength of steel bars on the seismic inter-story displacement angle of a low shear wall in a specific embodiment of the present invention. Fig.18 , Fig.19 , Fig. 20 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, the variation curves of the cracking interlayer displacement angle, the yielding interlayer displacement angle, and the ultimate interlayer displacement angle with the yield strength of the steel bars.

[0132] like Figure 21 to Figure 23 The figure is a graph showing the influence of the shear span ratio on the seismic inter-story displacement angle of a low shear wall in a specific embodiment of the present invention. Fig.21 , Fig. 22 , Fig.23 The variation curves of cracking interlayer displacement angle, yielding interlayer displacement angle and ultimate interlayer displacement angle with shear span ratio when the corresponding steel reinforcement ratios are 1.2, 1.6, and 2.4 and the axial compression ratios are 0.1, 0.2, and 0.3 respectively.

[0133] According to the above Figures 3 to 23 The corresponding finite element models are established according to the parameter settings in , that is, the extended finite element model is generated, and then the cracking interlayer displacement angle, yielding interlayer displacement angle and limiting interlayer displacement angle corresponding to the extended finite element model are determined.

[0134] S6. The shear wall specimens were simulated and analyzed using the extended finite element model. Based on the simulation analysis results and the actual cracking interlayer displacement angle, the actual yielding interlayer displacement angle, and the actual ultimate interlayer displacement angle, the corresponding cracking interlayer displacement angle prediction model, the yielding interlayer displacement angle prediction model, and the ultimate interlayer displacement angle prediction model were established respectively.

[0135] The following will introduce the processes of establishing the cracking interlayer displacement angle prediction model, the yielding interlayer displacement angle prediction model and the limit interlayer displacement angle prediction model respectively.

[0136] S601, establish a prediction model for the displacement angle between cracked layers

[0137] Based on the crack interlayer displacement angles of the multiple finite element models expanded in step S5 and the actual crack interlayer displacement angle determined in step S3, a prediction model for the crack interlayer displacement angle of the shear wall is established by using a multivariate nonlinear regression fitting method and based on the least squares method.

[0138]

[0139] Among them, θ x is the crack interlayer displacement angle, f cu,k is the axial compressive strength of concrete (MPa), λ is the shear span ratio, l w is the wall length (mm), t n is the wall thickness (mm), N A is the axial force (N), the value range of α is 0.1-1, the value range of β is 0.01-0.1, and “%” means that the final crack interlayer displacement angle is in percentage.

[0140] In a specific embodiment of the present invention, according to the crack interlayer displacement angle of the expanded finite element model and the actual crack interlayer displacement angle, a multivariate nonlinear regression fitting method is adopted and based on the least squares method, the coefficients α and β of the crack interlayer displacement angle prediction model are obtained as 0.3468 and 0.0789 respectively.

[0141] S602, establish a prediction model for the displacement angle between yield layers

[0142] Based on the displacement angles between yield layers of the multiple finite element models expanded in step S5 and the actual displacement angles between yield layers determined in step S3, a prediction model for the displacement angles between yield layers of the shear wall is established by using a multivariate nonlinear regression fitting method and based on the least squares method.

[0143]

[0144] Among them, θ y is the displacement angle between yield layers, f cu,kis the axial compressive strength of concrete, λ is the shear span ratio, l w is the wall length, t n is the wall thickness, N A is the axial force, f y is the steel bar yield strength, ρ se is the reinforcement ratio, the value range of γ is 1 to 2, the value range of ε is 0.1 to 1, and “%” means that the final yield layer displacement angle is in percentage.

[0145] In a specific embodiment of the present invention, according to the yield inter-layer displacement angle of the expanded finite element model and the actual yield inter-layer displacement angle, a multivariate nonlinear regression fitting method is adopted and based on the least squares method, the parameters γ and ε in the shear wall yield inter-layer displacement angle prediction model are obtained as 1.4765 and 0.6378.

[0146] S603, establish the prediction model of the extreme inter-story displacement angle

[0147] Based on the limit inter-story displacement angles of the multiple finite element models expanded in step S5 and the actual limit inter-story displacement angle determined in step S3, a prediction model for the limit inter-story displacement angle of the shear wall is established by using a multivariate nonlinear regression fitting method and based on the least squares method.

[0148]

[0149] Among them, θ u is the limiting inter-story displacement angle, f cu,k is the axial compressive strength of concrete, λ is the shear span ratio, l w is the wall length, t n is the wall thickness, N A is the axial force, f y is the steel bar yield strength, ρ se is the reinforcement ratio of steel bars, the value range of μ is 2 to 3, and the value range of δ is 0.1 to 1.

[0150] In a specific embodiment of the present invention, according to the limit inter-story displacement angle of the expanded finite element model and the actual limit inter-story displacement angle, a multivariate nonlinear regression fitting method is adopted and based on the least squares method, the parameters μ in the shear wall limit inter-story displacement angle prediction model are obtained as 2.1193 and δ as 0.6226.

[0151] like Figure 24 to Figure 26The comparative fitting curves of the predicted values ​​and the experimental values ​​of the seismic cracking inter-layer displacement angle, the yielding inter-layer displacement angle and the ultimate inter-layer displacement angle of the low shear wall in a specific embodiment of the present invention are respectively shown. It can be seen from the figure that the predicted value of the seismic inter-layer displacement angle prediction model of the low shear wall proposed in the present invention has a good fit with the true value, which verifies that the prediction model of the present invention has high accuracy and can quantitatively predict the seismic inter-layer displacement angle of the shear wall based on the determined cracking inter-layer displacement angle, yielding inter-layer displacement angle and ultimate inter-layer displacement angle prediction models.

[0152] In order to achieve the same purpose as the above method, the present invention also proposes a device for establishing a shear wall seismic inter-story displacement angle prediction model.

[0153] like Fig. 27 A schematic diagram of a device for establishing a shear wall seismic inter-story displacement angle prediction model is shown in the figure. The device includes a test module 100, a first determination module 101, a second determination module 102, an establishment module 103, an expansion module 104 and a simulation module 105. The functions of each module will be introduced below.

[0154] The test module 100 is used to perform a pushover test on the shear wall specimen, record the actual pushover test phenomenon and obtain the actual specimen height and actual top displacement of the shear wall specimen under the corresponding load.

[0155] Furthermore, the test module 100 is used to: apply a preset horizontal reciprocating load to the shear wall specimen, and record the actual specimen height and actual top displacement of the shear wall specimen under the corresponding load.

[0156] The first determination module 101 is used to determine the corresponding actual shear wall inter-story displacement angle according to the actual specimen height and the actual top displacement, and to draw a first lateral resistance-inter-story displacement angle curve.

[0157] Furthermore, the first determining module 101 is used to:

[0158] According to the actual specimen height and the actual top displacement, the actual shear wall interlayer displacement angle under the corresponding load is determined by formula 1. Formula 1: Among them, θ is the inter-story displacement angle of the shear wall, Δu is the top displacement, and h is the specimen height.

[0159] Based on the actual inter-story displacement angle of the shear wall under the corresponding load, the first lateral resistance-inter-story displacement angle curve is drawn.

[0160] The second determination module 102 is used to determine the actual inter-story displacement angle corresponding to the typical characteristic load of the shear wall based on the actual pushover test phenomenon and / or the first lateral resistance-inter-story displacement angle curve, where the actual inter-story displacement angle includes the actual cracking inter-story displacement angle, the actual yielding inter-story displacement angle and the actual limit inter-story displacement angle.

[0161] The module 103 is established to establish a finite element model corresponding to the shear wall specimen.

[0162] Furthermore, a module 103 is established for:

[0163] An initial finite element model is established, wherein the initial finite element model includes initial material constitutive model parameters, initial contact setting parameters and initial mesh parameters.

[0164] Finite element analysis software was used to simulate the pushover test on the shear wall specimens, the simulated pushover test phenomena were recorded and the second lateral resistance-inter-story displacement angle curve was obtained.

[0165] Based on the first lateral force resistance-interlayer displacement angle curve, initial material constitutive model parameters, initial contact setting parameters and initial mesh parameters are adjusted so that the similarity between the second lateral force resistance-interlayer displacement angle curve and the first lateral force resistance-interlayer displacement angle curve is within a preset similarity range.

[0166] And / or, based on the actual shear wall failure state, adjusting the initial material constitutive model parameters, initial contact setting parameters and initial mesh parameters so that the simulated shear wall failure state is consistent with the actual shear wall failure state.

[0167] And / or, based on the actual shear wall cracking damage distribution, adjusting the initial material constitutive model parameters, initial contact setting parameters and initial mesh parameters, so that the simulated shear wall cracking damage distribution is consistent with the actual shear wall cracking damage distribution.

[0168] The expansion module 104 is used to expand the finite element model using preset shear wall parameters to generate an expanded finite element model.

[0169] Furthermore, the preset shear wall parameters include: similarity ratio between the finite element model specimen and the prototype wall size, shear span ratio, axial compression ratio, steel reinforcement ratio, concrete axial compressive strength and steel yield strength, and the expansion module is used for:

[0170] At least one of the preset shear wall parameters is adjusted to expand the finite element model, and a cracking inter-layer displacement angle, a yielding inter-layer displacement angle, and a limiting inter-layer displacement angle of the expanded finite element model are determined.

[0171] The simulation module 105 is used to perform simulation analysis on the shear wall specimen using the expanded finite element model, and to establish corresponding cracking interlayer displacement angle prediction models, yielding interlayer displacement angle prediction models, and ultimate interlayer displacement angle prediction models based on the simulation analysis results and the actual cracking interlayer displacement angle, the actual yielding interlayer displacement angle, and the actual ultimate interlayer displacement angle.

[0172] Furthermore, the simulation module 105 is used to:

[0173] According to the crack interlayer displacement angle of the expanded finite element model and the actual crack interlayer displacement angle, a prediction model for the crack interlayer displacement angle of the shear wall is established by using the multivariate nonlinear regression fitting method and based on the least squares method.

[0174]

[0175] Among them, θ x is the crack interlayer displacement angle, f cu,k is the axial compressive strength of concrete (MPa), λ is the shear span ratio, l w is the wall length, t n is the wall thickness, N A is the axial force, the value range of α is 0.1~1, and the value range of β is 0.01~0.1.

[0176] Furthermore, the simulation module 105 is used to:

[0177] According to the displacement angle between yield layers of the extended finite element model and the actual displacement angle between yield layers, a prediction model for the displacement angle between yield layers of shear walls was established using the multivariate nonlinear regression fitting method and the least squares method.

[0178]

[0179] Among them, θ y is the displacement angle between yield layers, f cu,k is the axial compressive strength of concrete, λ is the shear span ratio, l w is the wall length, t n is the wall thickness, N A is the axial force, f y is the steel bar yield strength, ρ se is the reinforcement ratio of steel bars, the value range of γ is 1 to 2, and the value range of ε is 0.1 to 1.

[0180] Furthermore, the simulation module 105 is used to:

[0181] According to the ultimate inter-story displacement angle of the extended finite element model and the actual ultimate inter-story displacement angle, a prediction model for the ultimate inter-story displacement angle of the shear wall is established by using the multivariate nonlinear regression fitting method and based on the least squares method.

[0182]

[0183] Among them, θ u is the limiting inter-story displacement angle, f cu,k is the axial compressive strength of concrete, λ is the shear span ratio, l w is the wall length, t nis the wall thickness, N A is the axial force, f y is the steel bar yield strength, ρ se is the reinforcement ratio of steel bars, the value range of μ is 2 to 3, and the value range of δ is 0.1 to 1.

[0184] It should be understood that the device for establishing a shear wall seismic inter-story displacement angle prediction model is consistent with the corresponding method for establishing a shear wall seismic inter-story displacement angle prediction model, so it will not be repeated in this embodiment.

[0185] In summary, it can be seen from the above description that the above embodiments of the present invention achieve the following technical effects:

[0186] 1. The present invention is based on multiple groups of shear wall physical tests and finite element numerical simulation studies, and adopts multivariate nonlinear regression fitting and least squares fitting to obtain the corresponding shear wall seismic inter-story displacement angle prediction model. From the three performance indicators of cracking inter-story displacement angle, yielding inter-story displacement angle and limit inter-story displacement angle, the quantitative prediction of the seismic inter-story displacement angle of the shear wall is achieved, which can be used for quantitative evaluation of the seismic performance of the shear wall and can achieve the purpose of correctly guiding the relevant engineering practice.

[0187] 2. The present invention expands the finite element model by adjusting the shear wall parameters, and determines the cracking inter-layer displacement angle, the yielding inter-layer displacement angle and the limit inter-layer displacement angle of the expanded finite element model. Finally, the inter-layer displacement angle obtained by the model and the inter-layer displacement angle obtained by the physical experiment are combined to fit the corresponding inter-layer displacement angle prediction model, so that the inter-layer displacement angle prediction model proposed in the present invention has higher accuracy and can meet the quantitative prediction requirements of the seismic inter-layer displacement angle of the shear wall.

[0188] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. For those skilled in the art, the present invention may have various modifications and variations. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention shall be included in the protection scope of the present invention.

[0189] It should be noted that, in this article, relational terms such as first and second, etc. are only used to distinguish one entity or operation from another entity or operation, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Moreover, the terms "include", "comprise" or any other variants thereof are intended to cover non-exclusive inclusion, so that a process, method, article or device including a series of elements includes not only those elements, but also other elements not explicitly listed, or also includes elements inherent to such process, method, article or device. In the absence of further restrictions, the elements defined by the sentence "comprise a ..." do not exclude the existence of other identical elements in the process, method, article or device including the elements.

[0190] The logic and / or steps represented in the flowchart or otherwise described herein, for example, can be considered as an ordered list of executable instructions for implementing logical functions, which can be embodied in any computer-readable medium for use by an instruction execution system, apparatus or device (such as a computer-based system, a system including a processor or other system that can fetch instructions from an instruction execution system, apparatus or device and execute instructions), or used in combination with these instruction execution systems, apparatuses or devices.

[0191] It should be understood that the various parts of the present invention can be implemented by hardware, software, firmware or a combination thereof. In the above-mentioned embodiments, a plurality of steps or methods can be implemented by software or firmware stored in a memory and executed by a suitable instruction execution system. For example, if implemented by hardware, as in another embodiment, it can be implemented by any one of the following technologies known in the art or their combination: a discrete logic circuit having a logic gate circuit for implementing a logic function for a data signal, a dedicated integrated circuit having a suitable combination of logic gate circuits, a programmable gate array (PGA), a field programmable gate array (FPGA), etc.

[0192] It should be noted that, in the description of this specification, the description with reference to the terms "one embodiment", "some embodiments", "example", "specific example", or "some examples" etc. means that the specific features, structures, materials or characteristics described in conjunction with the embodiment or example are included in at least one embodiment or example of the present invention. In this specification, the schematic representations of the above terms do not necessarily refer to the same embodiment or example. Moreover, the specific features, structures, materials or characteristics described may be combined in any one or more embodiments or examples in a suitable manner. In addition, those skilled in the art may combine and combine the different embodiments or examples described in this specification and the features of the different embodiments or examples, unless they are contradictory.

Claims

1. A method for establishing a shear wall seismic inter-story displacement angle prediction model, characterized in that: include: Performing a pushover test on the shear wall specimen, recording the actual pushover test phenomenon and obtaining the actual specimen height and actual top displacement of the shear wall specimen under the corresponding load; According to the actual specimen height and the actual top displacement, the corresponding actual shear wall inter-story displacement angle is determined, and a first lateral resistance-inter-story displacement angle curve is drawn; Based on the actual pushover test phenomenon and / or the first lateral resistance-inter-story displacement angle curve, determining the actual inter-story displacement angle corresponding to the typical characteristic load of the shear wall, wherein the actual inter-story displacement angle includes the actual cracking inter-story displacement angle, the actual yielding inter-story displacement angle and the actual limit inter-story displacement angle; Establishing a finite element model corresponding to the shear wall specimen; Expanding the finite element model using preset shear wall parameters to generate an expanded finite element model; The shear wall specimen is simulated and analyzed using the extended finite element model, and corresponding cracking interlayer displacement angle prediction models, yielding interlayer displacement angle prediction models, and limiting interlayer displacement angle prediction models are established based on the simulation analysis results and the actual cracking interlayer displacement angle, the actual yielding interlayer displacement angle, and the actual limiting interlayer displacement angle.

2. The method according to claim 1, characterized in that: Conduct a pushover test on the shear wall specimen, record the actual pushover test phenomenon and obtain the actual specimen height and actual top displacement of the shear wall specimen under the corresponding load, including: A preset horizontal reciprocating load is applied to the shear wall specimen, and the actual specimen height and actual top displacement of the shear wall specimen under the corresponding load are recorded.

3. The method according to claim 1, characterized in that According to the actual specimen height and the actual top displacement, the corresponding actual shear wall interlayer displacement angle is determined, and a first lateral resistance-interlayer displacement angle curve is drawn, including: According to the actual specimen height and the actual top displacement, the actual shear wall interlayer displacement angle corresponding to the corresponding load is determined by formula 1. The formula 1 is: Among them, θ is the inter-story displacement angle of the shear wall, Δu is the top displacement, and h is the specimen height; Based on the actual inter-story displacement angle of the shear wall corresponding to the corresponding load, a first lateral resistance-inter-story displacement angle curve is drawn.

4. The method according to claim 1, characterized in that: The pushover test phenomena include the shear wall crack damage distribution and the shear wall failure state. The finite element model corresponding to the shear wall specimen is established, including: Establishing an initial finite element model, wherein the initial finite element model includes initial material constitutive model parameters, initial contact setting parameters and initial mesh parameters; Finite element analysis software was used to simulate the pushover test of the shear wall specimen, the simulated pushover test phenomenon was recorded and the second lateral resistance-inter-story displacement angle curve was obtained; Based on the first lateral force resistance-inter-story displacement angle curve, adjusting the initial material constitutive model parameters, the initial contact setting parameters and the initial mesh parameters, so that the similarity between the second lateral force resistance-inter-story displacement angle curve and the first lateral force resistance-inter-story displacement angle curve is within a preset similarity range; and / or, based on the actual shear wall failure state, adjusting 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; And / or, based on the actual shear wall cracking damage distribution, adjusting the initial material constitutive model parameters, the initial contact setting parameters and the initial mesh parameters, so that the simulated shear wall cracking damage distribution is consistent with the actual shear wall cracking damage distribution.

5. The method according to claim 1, characterized in that The preset shear wall parameters include: similarity ratio between the finite element model specimen and the prototype wall size, shear span ratio, axial compression ratio, steel reinforcement ratio, concrete axial compressive strength and steel yield strength. The finite element model is expanded using the preset shear wall parameters to generate an expanded finite element model, including: At least one of the preset shear wall parameters is adjusted to expand the finite element model, and a cracking inter-layer displacement angle, a yielding inter-layer displacement angle, and a limiting inter-layer displacement angle of the expanded finite element model are determined.

6. The method according to claim 5, characterized in that The shear wall specimen is simulated and analyzed by using the extended finite element model, and a corresponding cracking interlayer displacement angle prediction model is established based on the simulation analysis results and the actual cracking interlayer displacement angle, including: According to the crack interlayer displacement angle of the expanded finite element model and the actual crack interlayer displacement angle, a prediction model for the crack interlayer displacement angle of the shear wall is established by adopting a multivariate nonlinear regression fitting method and based on the least squares method. Among them, θ x is the crack interlayer displacement angle, f cu,k is the axial compressive strength of concrete, λ is the shear span ratio, l w is the wall length, t n is the wall thickness, N A is the axial force, the value range of α is 0.1~1, The value range of β is 0.01~0.

1.

7. The method according to claim 5, characterized in that The shear wall specimen is simulated and analyzed by using the extended finite element model, and a yield layer displacement angle prediction model is established based on the simulation analysis results and the actual yield layer displacement angle, including: According to the displacement angle between yield layers of the extended finite element model and the actual displacement angle between yield layers, a prediction model for the displacement angle between yield layers of the shear wall is established by adopting a multivariate nonlinear regression fitting method and based on the least squares method. Among them, θ y is the displacement angle between yield layers, f cu,k is the axial compressive strength of concrete, λ is the shear span ratio, l w is the wall length, t n is the wall thickness, N A is the axial force, f y is the yield strength of the steel bar, ρ se is the reinforcement ratio of steel bars, the value range of γ is 1 to 2, and the value range of ε is 0.1 to 1.

8. The method according to claim 5, characterized in that The shear wall specimen is simulated and analyzed by using the extended finite element model, and a corresponding extreme inter-story displacement angle prediction model is established based on the simulation analysis results and the actual extreme inter-story displacement angle, including: According to the limit inter-story displacement angle of the extended finite element model and the actual limit inter-story displacement angle, a prediction model for the limit inter-story displacement angle of the shear wall is established by adopting a multivariate nonlinear regression fitting method and based on the least squares method. Among them, θ u is the limiting inter-story displacement angle, f cu,k is the axial compressive strength of concrete, λ is the shear span ratio, l w is the wall length, t n is the wall thickness, N A is the axial force, f y is the yield strength of steel bars, ρ se is the reinforcement ratio of steel bars, the value range of μ is 2 to 3, and the value range of δ is 0.1 to 1.

9. A device for establishing a shear wall seismic inter-story displacement angle prediction model, characterized in that: include: A test module, used for performing a pushover test on a shear wall specimen, recording actual pushover test phenomena and obtaining actual specimen height and actual top displacement of the shear wall specimen under corresponding loads; A first determination module is used to determine the corresponding actual shear wall inter-story displacement angle according to the actual specimen height and the actual top displacement, and to draw a first lateral resistance-inter-story displacement angle curve; A second determination module is used to determine the actual inter-story displacement angle corresponding to the typical characteristic load of the shear wall based on the actual pushover test phenomenon and / or the first lateral resistance-inter-story displacement angle curve, wherein the actual inter-story displacement angle includes an actual cracking inter-story displacement angle, an actual yielding inter-story displacement angle and an actual limit inter-story displacement angle; Establishing a module for establishing a finite element model corresponding to the shear wall specimen; An expansion module, used to expand the finite element model using preset shear wall parameters to generate an expanded finite element model; A simulation module is used to perform simulation analysis on the shear wall specimen using the extended finite element model, and to establish corresponding cracking interlayer displacement angle prediction models, yielding interlayer displacement angle prediction models, and limiting interlayer displacement angle prediction models based on the simulation analysis results and the actual cracking interlayer displacement angle, the actual yielding interlayer displacement angle, and the actual limiting interlayer displacement angle.

10. The device according to claim 9, characterized in that The test module is used to: apply a preset horizontal reciprocating load to the shear wall specimen, and record the actual specimen height and actual top displacement of the shear wall specimen under the corresponding load.

11. The device according to claim 9, characterized in that The first determining module is used to: According to the actual specimen height and the actual top displacement, the actual shear wall interlayer displacement angle corresponding to the corresponding load is determined by formula 1. The formula 1 is: Among them, θ is the inter-story displacement angle of the shear wall, Δu is the top displacement, and h is the specimen height; Based on the actual inter-story displacement angle of the shear wall corresponding to the corresponding load, a first lateral resistance-inter-story displacement angle curve is drawn.

12. The device according to claim 9, characterized in that The establishment module is used to: Establishing an initial finite element model, wherein the initial finite element model includes initial material constitutive model parameters, initial contact setting parameters and initial mesh parameters; Finite element analysis software was used to simulate the pushover test of the shear wall specimen, the simulated pushover test phenomenon was recorded and the second lateral resistance-inter-story displacement angle curve was obtained; Based on the first lateral force resistance-inter-story displacement angle curve, adjusting the initial material constitutive model parameters, the initial contact setting parameters and the initial mesh parameters, so that the similarity between the second lateral force resistance-inter-story displacement angle curve and the first lateral force resistance-inter-story displacement angle curve is within a preset similarity range; and / or, based on the actual shear wall failure state, adjusting 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; And / or, based on the actual shear wall cracking damage distribution, adjusting the initial material constitutive model parameters, the initial contact setting parameters and the initial mesh parameters, so that the simulated shear wall cracking damage distribution is consistent with the actual shear wall cracking damage distribution.

13. The device according to claim 9, characterized in that The preset shear wall parameters include: similarity ratio between the finite element model specimen and the prototype wall size, shear span ratio, axial compression ratio, steel reinforcement ratio, concrete axial compressive strength and steel yield strength. The expansion module is used to: At least one of the preset shear wall parameters is adjusted to expand the finite element model, and a cracking inter-layer displacement angle, a yielding inter-layer displacement angle, and a limiting inter-layer displacement angle of the expanded finite element model are determined.

14. The device according to claim 13, characterized in that The simulation module is used for: According to the crack interlayer displacement angle of the expanded finite element model and the actual crack interlayer displacement angle, a prediction model for the crack interlayer displacement angle of the shear wall is established by adopting a multivariate nonlinear regression fitting method and based on the least squares method. Among them, θ x is the crack interlayer displacement angle, f cu,k is the axial compressive strength of concrete, λ is the shear span ratio, l w is the wall length, t n is the wall thickness, N A is the axial force, the value range of α is 0.1~1, The value range of β is 0.01~0.

1.

15. The device according to claim 13, characterized in that The simulation module is used for: According to the displacement angle between yield layers of the extended finite element model and the actual displacement angle between yield layers, a prediction model for the displacement angle between yield layers of the shear wall is established by adopting a multivariate nonlinear regression fitting method and based on the least squares method. Among them, θ y is the displacement angle between yield layers, f cu,k is the axial compressive strength of concrete, λ is the shear span ratio, l w is the wall length, t n is the wall thickness, N A is the axial force, f y is the yield strength of the steel bar, ρ se is the reinforcement ratio of steel bars, the value range of γ is 1 to 2, and the value range of ε is 0.1 to 1.

16. The device according to claim 13, characterized in that The simulation module is used for: According to the limit inter-story displacement angle of the extended finite element model and the actual limit inter-story displacement angle, a prediction model for the limit inter-story displacement angle of the shear wall is established by adopting a multivariate nonlinear regression fitting method and based on the least squares method. Among them, θ u is the limiting inter-story displacement angle, f cu,k is the axial compressive strength of concrete, λ is the shear span ratio, l w is the wall length, t n is the wall thickness, N A is the axial force, f y is the yield strength of steel bars, ρ se is the reinforcement ratio of steel bars, the value range of μ is 2 to 3, and the value range of δ is 0.1 to 1.

Images