Method and device for establishing shear bearing capacity prediction model of shear wall

Abstract

The invention discloses a method and device for establishing a shear bearing capacity prediction model of a shear wall, and the method comprises the steps: carrying out a pushing and covering test on a shear wall test piece, recording an actual pushing and covering test phenomenon, obtaining the displacement of the shear wall test piece under a corresponding load, and drawing a first lateral force resistance-displacement curve; actual typical characteristic loads of the shear wall are determined on the basis of the actual pushing and covering test phenomenon and / or the first lateral force resistance-displacement curve, and the actual typical characteristic loads comprise the actual cracking load, the actual yield load and the actual limit 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; and performing simulation analysis on the shear wall test piece by utilizing the expanded finite element model, and respectively establishing a corresponding cracking load prediction model, a yield load prediction model and a limit load prediction model based on a simulation analysis result and an actual typical characteristic load.

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 a shear wall shear bearing capacity prediction model. Background Art

[0002] At present, there is a lack of theoretical formulas for low reinforced concrete shear walls that can be applied to engineering practice in my country. There is little research on the vulnerability analysis of large-sized low reinforced concrete shear walls based on seismic performance in China, and there are few reference materials for tests and theoretical analysis under multiple performance levels. In order to ensure that low reinforced concrete shear walls can meet the requirements of engineering practice, it is urgent to carry out relevant tests and theoretical analysis to obtain the performance indicators of low reinforced concrete shear walls.

[0003] The existing patent CN106446334B discloses a method for predicting the lateral bearing capacity of buckling-resistance steel plate shear wall, which is carried out in the following steps: propose a force assumption of the shear stress field of the buckling-resistance steel plate shear wall, and analyze it according to the test and numerical simulation; propose a force assumption of the shear stress field of the buckling-resistance steel plate shear wall, and perform model internal force analysis according to the buckling-resistance steel plate shear wall bearing capacity analysis model, and derive a general analysis model of buckling-resistance steel plate shear wall with different wall column connection forms and a theoretical calculation formula for shear bearing capacity for buckling-resistance steel plate shear wall engineering design. This scheme is a bearing capacity analysis model established for buckling-resistance steel plate shear walls with different connection forms, and the bearing capacity calculation formula derived based on the model is not applicable to reinforced concrete shear wall components and has a narrow scope of application.

[0004] The existing patent CN115221581A discloses a method for determining the damage parameters of a shear wall based on different bearing capacity indicators. Through finite element analysis of the entire shear wall, the states of the material design value and the limit value are equivalent to the damage state of the standard value model based on energy equivalence, and the following steps are included: establishing a finite element model using the material design value or the limit value corresponding to the component performance state, analyzing and obtaining the wall bearing capacity-displacement curve, and using the area enclosed by force-displacement as the energy value of the state; according to the principle of energy equivalence, determining the displacement value in the bearing capacity-displacement curve based on the standard value model, thereby determining the damage state and damage parameters of the wall limb. This scheme is used to determine the damage state and damage parameters of the wall limb based on the displacement value, and does not realize the performance-based prediction of the shear bearing capacity of the shear wall.

[0005] In summary, the above two existing patents do not solve the problem in the prior art that the seismic performance of shear walls cannot be quantitatively evaluated. Summary of the invention

[0006] Based on the above technical problems, the present invention proposes a method and device for establishing a shear wall shear bearing capacity prediction model to solve the problem that the seismic performance of shear walls cannot be quantitatively evaluated in the prior art.

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

[0008] Carry out pushover test on shear wall specimens, record the actual pushover test phenomenon and obtain the displacement of shear wall specimens under corresponding loads, and draw the first lateral force-displacement curve;

[0009] Based on the 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 expanded using the preset shear wall parameters to generate an expanded finite element model;

[0012] The shear wall specimens were 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] 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;

[0015] Use finite element analysis software to simulate the pushover test of the shear wall specimen, record the simulated pushover test phenomenon and obtain the second lateral force-displacement curve;

[0016] Based on the first lateral force-displacement curve, adjusting the initial material constitutive model parameters, initial contact setting parameters and 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 of the data values ​​corresponding to the two curves is within a preset error range;

[0017] 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;

[0018] 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.

[0019] 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:

[0020] At least one of the preset shear wall parameters is adjusted to expand the finite element model, and a cracking load, a yield load, and a limit load of the expanded finite element model are determined.

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

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

[0023]

[0024] Among them, F 开裂 is the cracking load, 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, and the value range of α and β is 0.1~1.

[0025] Furthermore, the shear wall specimens were simulated and analyzed using the extended finite element model, and a corresponding yield load prediction model was established based on the simulation analysis results and the actual yield load, including:

[0026] According to 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 by using the multivariate nonlinear regression fitting method and the least squares method.

[0027]

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

[0029] Furthermore, the shear wall specimens were simulated and analyzed using the extended finite element model, and a corresponding ultimate load prediction model was established based on the simulation analysis results and the actual ultimate load, including:

[0030] According to 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 by using the multivariate nonlinear regression fitting method and based on the least squares method.

[0031]

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

[0033] In order to achieve the same purpose as the above method, the present invention also proposes a device for establishing a shear wall shear bearing capacity prediction model.

[0034] A device for establishing a shear wall shear bearing capacity prediction model, the device comprising:

[0035] An acquisition module is used to perform a pushover test on a shear wall specimen, record the actual pushover test phenomenon, obtain the displacement of the shear wall specimen under the corresponding load, and draw the first lateral force-displacement curve;

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

[0037] Establishing a module for establishing a finite element model corresponding to a shear wall specimen;

[0038] An extension module, 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 the shear wall specimens using the extended finite element model, and to establish corresponding cracking load prediction models, yield load prediction models and ultimate load prediction models based on the simulation analysis results and the actual cracking load, actual yield load and actual ultimate load.

[0040] Furthermore, a module is established for:

[0041] 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;

[0042] Use finite element analysis software to simulate the pushover test of the shear wall specimen, record the simulated pushover test phenomenon and obtain the second lateral force-displacement curve;

[0043] Based on the first lateral force-displacement curve, adjusting the initial material constitutive model parameters, initial contact setting parameters and 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 of the data values ​​corresponding to the two curves is within a preset error range;

[0044] 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;

[0045] 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.

[0046] 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:

[0047] At least one of the preset shear wall parameters is adjusted to expand the finite element model, and a cracking load, a yield load, and a limit load of the expanded finite element model are determined.

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

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

[0050]

[0051] Among them, F 开裂is the cracking load, 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, and the value range of α and β is 0.1~1.

[0052] Furthermore, the shear wall specimens were simulated and analyzed using the extended finite element model, and a corresponding yield load prediction model was established based on the simulation analysis results and the actual yield load, including:

[0053] According to 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 by using the multivariate nonlinear regression fitting method and the least squares method.

[0054]

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

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

[0057] According to 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 by using the multivariate nonlinear regression fitting method and based on the least squares method.

[0058]

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

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

[0061] 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 shear bearing capacity prediction model. From the three performance indicators of cracking load, yield load and ultimate load, the quantitative prediction of the shear bearing capacity of the shear wall is achieved, which can be used for quantitative evaluation of the shear performance of the shear wall.

[0062] 2. The present invention expands the finite element model by adjusting the shear wall parameters, and determines the cracking load, yield load and ultimate load of the expanded finite element model. Finally, the corresponding bearing capacity prediction model is fitted by combining the bearing capacity obtained from the model and the bearing capacity obtained from physical experiments, so that the bearing capacity prediction model proposed by the present invention has higher accuracy. BRIEF DESCRIPTION OF THE DRAWINGS

[0063] 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:

[0064] Figure 1 A flow chart of a method for establishing a shear wall shear bearing capacity prediction model according to an embodiment of the present invention;

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

[0066] 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 shear bearing capacity of the low shear wall in a specific embodiment of the present invention;

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

[0068] 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 shear bearing capacity of a low shear wall after adjusting the shear span ratio in another specific embodiment of the present invention;

[0069] Figure 6 It is a curve diagram showing the influence of the axial compression ratio on the shear bearing capacity of a low shear wall in a specific embodiment of the present invention;

[0070] Figure 7 A curve diagram showing the shear bearing capacity of a low shear wall changing with the axial compression ratio after adjusting the steel reinforcement ratio and the specimen size in a specific embodiment of the present invention;

[0071] Figure 8A curve diagram showing the shear bearing capacity of a low shear wall changing with the axial compression ratio after adjusting the steel reinforcement ratio and the specimen size in another specific embodiment of the present invention;

[0072] Fig. 9 It is a curve diagram showing the influence of the longitudinal and transverse reinforcement ratios on the shear bearing capacity of a low shear wall when the longitudinal and transverse reinforcement ratios are equal in a specific embodiment of the present invention;

[0073] Fig.10 It is a curve diagram showing the change of the shear bearing capacity of a 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;

[0074] Fig.11 It is a curve diagram showing the change of the shear bearing capacity of the low shear wall with the longitudinal and transverse reinforcement ratio after adjusting the shear span ratio and the axial compression ratio in another specific embodiment of the present invention;

[0075] Fig.12 It is a curve diagram showing the influence of the longitudinal and transverse reinforcement ratios on the shear bearing capacity of a low shear wall when the longitudinal and transverse reinforcement ratios are unequal in a specific embodiment of the present invention;

[0076] Fig.13 It is a curve diagram showing the influence of the longitudinal and transverse reinforcement ratios on the shear bearing capacity of a low shear wall after adjusting the longitudinal and transverse reinforcement ratios in a specific embodiment of the present invention;

[0077] Fig.14 A curve diagram showing the influence of the longitudinal and transverse reinforcement ratios on the shear bearing capacity of a low shear wall after adjusting the longitudinal and transverse reinforcement ratios in another specific embodiment of the present invention;

[0078] Fig.15 It is a curve diagram 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] Fig.16 It is a curve diagram showing the influence of the axial compressive strength of concrete on the shear bearing capacity of a low shear wall after adjusting the shear span ratio and the axial compression ratio in a specific embodiment of the present invention;

[0080] Fig.17 It is a curve diagram showing the influence of the axial compressive strength of concrete on the shear bearing capacity of a low shear wall after adjusting the shear span ratio and the axial compression ratio in another specific embodiment of the present invention;

[0081] Fig.18 It is a curve diagram 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] Fig.19 A curve diagram showing the influence of the steel bar yield strength on the shear bearing capacity 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;

[0083] Fig. 20 A curve diagram showing the influence of the steel bar yield strength on the shear bearing capacity 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;

[0084] Fig.21 It is a curve diagram showing the influence of shear span ratio on the shear bearing capacity of a low shear wall in a specific embodiment of the present invention;

[0085] Fig. 22 It is a curve diagram showing the influence of shear span ratio on the shear bearing capacity of a low shear wall after adjusting the steel reinforcement ratio and axial compression ratio in a specific embodiment of the present invention;

[0086] Fig.23 It is a curve diagram showing the influence of shear span ratio on the shear bearing capacity of a low shear wall after adjusting the steel reinforcement ratio and axial compression ratio in another specific embodiment of the present invention;

[0087] Fig.24 A comparison fitting curve diagram of the predicted value and the test value of the shear cracking load of a low shear wall in a specific embodiment of the present invention;

[0088] Fig.25 A comparison fitting curve diagram of the predicted value and the test value of the shear yield load of a low shear wall in a specific embodiment of the present invention;

[0089] Fig.26 A comparison diagram of prediction effects between the ultimate load prediction model and other prediction models in a specific embodiment of the present invention;

[0090] Fig. 27 The present invention is a schematic diagram of a device for establishing a shear wall shear bearing capacity prediction model according to an embodiment of the present invention. DETAILED DESCRIPTION

[0091] 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.

[0092] 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.

[0093] Example

[0094] In order to solve the problem that the seismic performance of shear walls cannot be quantitatively evaluated in the prior art, the present invention proposes a method and device for establishing a shear bearing capacity prediction model for shear walls. Based on multiple groups of shear wall physical tests and finite element numerical test studies, a corresponding shear bearing capacity prediction model is proposed using a multivariate nonlinear regression fitting method. Compared with relevant studies in the United States and other countries, the present invention proposes cracking load, yield load and ultimate load performance indicators, which better realizes the performance-based prediction of the shear bearing capacity of shear walls, and can achieve the purpose of correctly guiding relevant engineering practices.

[0095] To achieve the above object, the present invention proposes a method for establishing a shear wall shear bearing capacity prediction model.

[0096] like Figure 1 A flow chart of a method for establishing a shear wall shear bearing capacity prediction model according to an embodiment of the present invention is shown in FIG. 1 , and the method comprises the following steps:

[0097] S1, carry out pushover test on shear wall specimens, record the actual pushover test phenomenon and obtain the displacement of shear wall specimens under corresponding loads, and draw the first lateral force-displacement curve.

[0098] 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 displacements of the 16 groups of low reinforced concrete shear wall specimens under the corresponding loads were recorded. The first lateral force-displacement curve was drawn as shown in FIG. Figure 2 The actual pushover test phenomena include the shear wall crack damage distribution and the shear wall failure state.

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

[0100] The actual typical characteristic loads include actual cracking load, actual yield load and actual ultimate load. In this embodiment, the load corresponding to 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 limit state of bearing capacity is defined as the ultimate load. The cracking load can be determined by observing the actual pushover test phenomenon and combining the first lateral force-load curve; the yield load can be determined based on the first lateral force-load curve using the energy method; 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, establishing an initial finite element model.

[0104] 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.

[0105] S302, 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 force-displacement curve.

[0106] S303, based on the first lateral force-displacement 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-displacement curve and the first lateral force-displacement 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.

[0107] Specifically, the finite element analysis software used in this embodiment is Abaqus. When simulating the pushover test on the shear wall specimen, the same preset horizontal reciprocating load as step S1 is applied to the shear wall specimen to perform a pushover test, and a second lateral force-displacement curve is obtained and the simulated pushover test phenomenon is recorded. The simulated pushover test phenomenon 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-displacement curve can be selected to compare and evaluate the finite element model, and the finite element model can also 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 force-displacement curve, the material constitutive model parameters, contact setting parameters and mesh parameters are adjusted to make the similarity between the second lateral force-displacement curve and the first lateral force-displacement curve within a preset similarity range.

[0108] S4, expanding the finite element model using preset shear wall parameters to generate an expanded finite element model.

[0109] 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 steel reinforcement ratio includes transverse reinforcement ratio and longitudinal reinforcement ratio.

[0110] The finite element model is expanded using the preset shear wall parameters to generate the expanded finite element model, including: adjusting at least one of the preset shear wall parameters, expanding the finite element model, and determining the cracking load, yield load, and ultimate load of the expanded finite element model. Specifically, based on the finite element model established in S3, this embodiment adjusts the shear wall parameters in the finite element model to establish corresponding 123 groups of finite element models, and then determines the cracking load, yield load, and ultimate load corresponding to the expanded finite element model.

[0111] like Figures 3 to 5 FIG. 4 is a graph showing the influence 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 the shear span ratio of 0.5, the axial compression ratio of 0.2, and the steel reinforcement ratio of 1.6%, the cracking load, yield load and ultimate load are varied with the similarity ratio. Figure 4 , Figure 5 The following are the curves of cracking load, yield load and ultimate load changing with similarity ratio after the shear span ratio is adjusted 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 shear wall in a specific embodiment of the present invention. Specifically, Figure 6 The curves of cracking load, yield load and ultimate load changing 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 change curves of cracking load, yield load and ultimate load after adjusting the steel reinforcement ratio to 1.6% and 2.4% and increasing the specimen size are shown.

[0113] Figures 9 to 11 The figure is a graph showing the influence of the longitudinal and transverse reinforcement ratios on the shear bearing capacity 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.11 The following are the curves of cracking load, yield load and ultimate load changing 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] Figure 12 to Figure 14 The figure is a curve diagram showing the influence of the longitudinal and transverse reinforcement ratios on the shear bearing capacity 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 variation curves of cracking load, yield load and ultimate load with longitudinal and transverse reinforcement ratio when the sum of longitudinal and transverse reinforcement ratio is 2.4%, 3.2% and 4.8% respectively, where.

[0115] like Figures 15 to 17 The figure 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. Fig.15 , Fig.16 , Fig.17 The variation curves of cracking load, yield load and ultimate load with 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 The figure is a curve diagram 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. 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 cracking load, yield load, and ultimate load change curves with the yield strength of the steel bars.

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

[0118] 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 load, yield load and ultimate load corresponding to the extended finite element model are determined.

[0119] S5, using the extended finite element model to simulate and analyze the shear wall specimens, and 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 will introduce the processes of establishing the cracking load prediction model, the yield load prediction model and the ultimate load prediction model respectively.

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

[0122] According to the cracking load of the finite element model expanded 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 by using a multivariate nonlinear regression fitting method and based on the least squares method.

[0123]

[0124] Among them, F 开裂 is the cracking load, 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, and the value range of α and β is 0.1~1.

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

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

[0127] According to the yield load of the finite element model expanded 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 by using a multivariate nonlinear regression fitting method and based on the least squares method.

[0128]

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

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

[0131] S503, establishing an ultimate load prediction model.

[0132] According to 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 by using a multivariate nonlinear regression fitting method and based on the least squares method.

[0133]

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

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

[0136] like Fig.24 , Fig.25 The comparative fitting curves of the predicted values ​​and the experimental values ​​of the cracking load, yield load and ultimate load 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 values ​​of the low shear wall load prediction model proposed in the present invention have a good fit with the true values, which can verify that the corresponding prediction model proposed in the present invention has a high accuracy. Fig.26 The prediction effect of the ultimate load prediction model established by the present invention is compared with the prediction model of the US EPRI and the prediction model of the performance-based seismic design method for nuclear facility structures in my country. By comparing and analyzing the true value x and the predicted value y of the data, it is found that when the predicted value y approaches the true value x, the intercept a is 0, the slope b is 1, the Pearson is 1, and the R 2 is 1, from Fig.26 It can be seen that the prediction accuracy of the model for these four parameters is high, which shows that the ultimate load prediction model proposed in the present invention has high accuracy. After determining the corresponding cracking load, yield load and ultimate load prediction model, it can be used to quantitatively predict the shear bearing capacity of the shear wall.

[0137] In order to achieve the same purpose as the above method, the present invention also proposes a device for establishing a shear wall shear bearing capacity prediction model.

[0138] like Fig. 27 Schematic diagram of a device for establishing a shear wall shear bearing capacity prediction model according to an embodiment of the present invention is shown in FIG. 1 , the device comprises: an acquisition module 100 , a first determination module 101 , an establishment module 102 , an expansion module 103 and a simulation module 104 .

[0139] The acquisition module 100 is used to perform a pushover test on the shear wall specimen, record the actual pushover test phenomenon and obtain the displacement of the shear wall specimen under the corresponding load, and draw a first lateral force-displacement curve.

[0140] The first determination module 101 is used to determine the actual typical characteristic load of the shear wall based on the actual pushover test phenomenon 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] The building module 102 is used to build a finite element model corresponding to the shear wall specimen.

[0142] Furthermore, a module 102 is established for:

[0143] 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;

[0144] Use finite element analysis software to simulate the pushover test of the shear wall specimen, record the simulated pushover test phenomenon and obtain the second lateral force-displacement curve;

[0145] Based on the first lateral force-displacement curve, adjusting 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 of 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, 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;

[0147] 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.

[0148] The expansion module 103 is used to expand the finite element model using preset shear wall parameters to generate an expanded finite element model.

[0149] 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.

[0150] The expansion module 103 is used for:

[0151] At least one of the preset shear wall parameters is adjusted to expand the finite element model, and a cracking load, a yield load, and a limit load of the expanded finite element model are determined.

[0152] The simulation module 104 is used to perform simulation analysis on the shear wall specimen using the extended finite element model, and to establish corresponding cracking load prediction models, yield load prediction models and ultimate load prediction models based on the simulation analysis results and the actual cracking load, actual yield load and actual ultimate load.

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

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

[0155]

[0156] Among them, F 开裂 is the cracking load, 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, and the value range of α and β is 0.1~1.

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

[0158] According to 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 by using the multivariate nonlinear regression fitting method and the least squares method.

[0159]

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

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

[0162] According to 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 by using the multivariate nonlinear regression fitting method and based on the least squares method.

[0163]

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

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

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

[0167] 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 shear bearing capacity prediction model. From the three performance indicators of cracking load, yield load and ultimate load, the quantitative prediction of the shear bearing capacity of the shear wall is achieved, which can be used for quantitative evaluation of the shear performance of the shear wall.

[0168] 2. The present invention expands the finite element model by adjusting the shear wall parameters, and determines the cracking load, yield load and ultimate load of the expanded finite element model. Finally, the corresponding bearing capacity prediction model is fitted by combining the bearing capacity obtained from the model and the bearing capacity obtained from physical experiments, so that the bearing capacity prediction model proposed by the present invention has higher accuracy.

[0169] 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.

[0170] 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.

[0171] 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.

[0172] 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.

[0173] 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 shear bearing capacity prediction model, characterized in that: include: Conduct a pushover test on the shear wall specimen, record the actual pushover test phenomenon and obtain the displacement of the shear wall specimen under the corresponding load, and draw a first lateral force-displacement curve; Based on the actual pushover test phenomenon and / or the first lateral force-displacement curve, determining the actual typical characteristic load of the shear wall, wherein the actual typical characteristic load includes an actual cracking load, an actual yield load and an actual ultimate load; 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 load prediction models, yield load prediction models and ultimate load prediction models are established based on the simulation analysis results and the actual cracking load, the actual yield load and the actual ultimate load.

2. 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; Use finite element analysis software to simulate the pushover test of the shear wall specimen, record the simulated pushover test phenomenon and obtain the second lateral force-displacement curve; Based on the first lateral force-displacement curve, adjusting 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 of the data values ​​corresponding to the two curves is within a preset error 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.

3. 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, the finite element model is expanded, and the cracking load, yield load and ultimate load of the expanded finite element model are determined.

4. The method according to claim 3, characterized in that The shear wall specimen is simulated and analyzed using the extended finite element model, and a corresponding cracking load prediction model is established based on the simulation analysis results and the actual cracking load, including: According to the cracking load of the expanded finite element model and the actual cracking load, a prediction model for the cracking load of the shear wall is established by adopting a multivariate nonlinear regression fitting method and based on the least squares method. Among them, F 开裂 is the cracking load, 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, and the value range of α and β is 0.1~1.

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

6. The method according to claim 3, characterized in that The shear wall specimen is simulated and analyzed using the extended finite element model, and a corresponding ultimate load prediction model is established based on the simulation analysis results and the actual ultimate load, including: According to 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 by using a multivariate nonlinear regression fitting method and based on the least squares method. Among them, F 极限 is the ultimate load, f cu,k is the axial compressive strength of concrete, λ is the shear span ratio, f y is the yield strength of steel bars, ρ se is the steel reinforcement ratio, l w is the wall length, t n is the wall thickness, N A is the axial force, the value range of μ is 0.1~1, and the value range of δ is 0.1~0.

5.

7. A device for establishing a shear wall shear bearing capacity prediction model, characterized in that: include: An acquisition module is used to perform a pushover test on a shear wall specimen, record actual pushover test phenomena, obtain the displacement of the shear wall specimen under a corresponding load, and draw a first lateral force-displacement curve; A first determination module is used to determine the actual typical characteristic load of the shear wall based on the actual pushover test phenomenon and / or the first lateral force resistance-displacement curve, wherein the actual typical characteristic load includes an actual cracking load, an actual yield load and an actual ultimate load; 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 load prediction models, yield load prediction models and ultimate load prediction models based on the simulation analysis results and the actual cracking load, the actual yield load and the actual ultimate load.

8. The device according to claim 7, 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; Use finite element analysis software to simulate the pushover test of the shear wall specimen, record the simulated pushover test phenomenon and obtain the second lateral force-displacement curve; Based on the first lateral force-displacement curve, adjusting 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 of the data values ​​corresponding to the two curves is within a preset error 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.

9. The device according to claim 7, 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, the finite element model is expanded, and the cracking load, yield load and ultimate load of the expanded finite element model are determined.

10. The device according to claim 9, characterized in that The simulation module is used for: According to the cracking load of the expanded finite element model and the actual cracking load, a prediction model for the cracking load of the shear wall is established by adopting a multivariate nonlinear regression fitting method and based on the least squares method. Among them, F 开裂 is the cracking load, 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, and the value range of α and β is 0.1~1.

11. The device according to claim 9, characterized in that The shear wall specimen is simulated and analyzed using the extended finite element model, and a corresponding yield load prediction model is established based on the simulation analysis results and the actual yield load, including: According to 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 by adopting a multivariate nonlinear regression fitting method and based on the least squares method. Among them, F 屈服 is the yield load, f cu,k is the axial compressive strength of concrete, λ is the shear span ratio, f y is the yield strength of steel bars, ρ se is the steel reinforcement ratio, l w is the wall length, t n is the wall thickness, N A is the axial force, and the value range of γ and ε is 0.1~1.

12. The device according to claim 9, characterized in that The simulation module is used for: According to 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 by using a multivariate nonlinear regression fitting method and based on the least squares method. Among them, F 极限 is the ultimate load, f cu,k is the axial compressive strength of concrete, λ is the shear span ratio, f y is the yield strength of steel bars, ρ se is the steel reinforcement ratio, l w is the wall length, t n is the wall thickness, N A is the axial force, the value range of μ is 0.1~1, and the value range of δ is 0.1~0.5.

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