CN115438411B - Analysis method, system, equipment and medium capable of simulating component bending and shearing coupling - Google Patents
Analysis method, system, equipment and medium capable of simulating component bending and shearing coupling Download PDFInfo
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Abstract
The invention relates to an analysis method, a system, equipment and a medium for a simulated component bending and shearing coupling, wherein the method comprises the following steps: in the process of carrying out elastoplastic analysis on a concrete member to be analyzed, judging whether the stress characteristics of the member to be analyzed in the i-1 analysis step meet the requirement of updating the threshold value of the constitutive parameters or not when the structural rigidity in the i analysis step is calculated; if the structural rigidity of the ith analysis step is calculated according to the updated mapping skeleton and the updated mapping hysteresis loop, the elastoplastic analysis of the ith analysis step is completed, and the structural rigidity calculation of the (i+1) analysis step is continued. According to the method, through real-time updating of the constitutive parameters, the more real concrete member bending and shearing coupling effect is simulated while high solving cost is avoided.
Description
Technical Field
The invention relates to the technical field of concrete member simulation, in particular to an analysis method, an analysis system, an analysis device and an analysis medium capable of simulating member bending and shearing coupling.
Background
Multiple earthquake damages show that a large number of reinforced concrete frame structures are seriously damaged or even collapse under the action of strong earthquake, so that huge casualties and economic losses are caused, and the concrete member is a main side force resisting member of the reinforced concrete frame structure, so that the earthquake resistance of the concrete member needs to be accurately simulated. The destruction mode and deformation performance of the concrete member are mainly controlled by the shearing span, the large shearing span member mainly bends and deforms, and the small shearing span member mainly shears and deforms. However, even in a concrete member mainly deformed by bending, horizontal cracks and oblique cracks in the plastic region often occur. Thus, there is an inherent coupling effect between the non-linear bending deformation and the non-linear shear deformation of the concrete member, namely, a bending shear coupling effect. Under the earthquake action, as the vertical load effect and the horizontal load effect have distinct internal force distribution modes, the shearing span of the concrete beam is changed along with the change of earthquake excitation, so that the concrete beam presents different destruction modes under different earthquake vibration excitation; in addition, the concrete column bears the action of the circulating shaft, the concrete beam bears the action of the circulating shaft under the constraint of the floor slab and the vertical member, the development of the plasticity of the member is aggravated by the circulating shaft force, and the shearing and span circulating change of the member is caused by the force redistribution, so that the deformation capacity and the damage mode of the member are obviously influenced. Therefore, under the action of earthquake, obvious coupling effect exists between axial force and bending deformation and shearing deformation of the component, namely, the bending shearing coupling effect.
The bending shear coupling effect has a significant effect on the rigidity, bearing capacity, deformability and energy consumption capacity of the concrete member, and neglecting the coupling effect may overestimate the bearing capacity of the member and underestimate the damage degree of the member. Therefore, the buckling shear coupling effect is not negligible in numerical simulations of concrete members.
The elastoplastic units of the existing simulated concrete members can be divided into two main types of distributed plastic hinge units and concentrated plastic hinge units. The centralized plastic hinge unit is simple in theory, and can obviously improve simulation precision by combining machine learning, but the deformation capacity and the energy consumption capacity of the unit are constant in the solving process, and the bending-shearing coupling effect cannot be simulated. The existing method combines a distributed plastic hinge unit with a diffusion crack theory, and simulates a bending-shearing coupling effect through a multidimensional concrete constitutive model and a plane section assumption. However, due to the adoption of the dispersion crack theory and the multidimensional concrete constitutive model, the complexity of the elastoplastic model is increased, the calculation cost and the convergence difficulty are remarkably improved, and the traditional computer processing speed is not practical in engineering. In addition, the distributed plastic hinge units and the dispersion crack theory describe the complex nonlinear behavior of the component based on the constitutive relation of the stress-strain materials, so that the component test cannot be used for calibration, the test support cannot be obtained on the simulation result of the buckling shear coupling effect, the actual mechanical behavior of the concrete component under the earthquake action cannot be effectively reflected, and hidden danger is caused to the earthquake-resistant safety of the concrete structure.
Disclosure of Invention
The invention aims to overcome at least one defect (deficiency) of the prior art, and provides an analysis method, a system, equipment and a medium capable of simulating the bending and shearing coupling of a component, which are used for solving the problem that the bending and shearing coupling effect of a more real concrete component cannot be simulated in elastoplastic analysis.
The technical scheme adopted by the invention is as follows:
in a first aspect, the invention provides a method for analyzing a simulatable member buckling shear coupling, comprising:
carrying out elastic-plastic analysis on the components to be analyzed of the concrete one by one in an analysis step;
when calculating the structural rigidity in the ith analysis step, i is an integer more than or equal to 2, and judging whether the stress characteristics of the member to be analyzed in the ith analysis step meet the requirement of updating the threshold value of the constitutive parameter or not;
if the requirement of updating the threshold value is not met, not updating the mapping framework and the mapping hysteresis loop of the member to be analyzed, calculating the structural rigidity of the ith analysis step according to the mapping framework and the mapping hysteresis loop in the ith-1 analysis step, completing the elastoplastic analysis of the ith analysis step, and continuing the structural rigidity calculation of the (i+1) analysis step until the elastoplastic analysis is finished;
if the requirement of updating the threshold value is met, according to the stress characteristics of the components to be analyzed in the i-1 analysis step and the physical characteristics of each predefined component to be analyzed, passingMapping out the mapping skeleton control parameters matched with the stress characteristics and the physical characteristics according to the trained neural network topological relation
And mapping hysteresis loop control parameters
Controlling parameters according to the mapping framework
Updating a mapping framework, and controlling parameters according to the mapping hysteresis loop
Updating a mapping hysteresis loop, calculating structural rigidity of the ith analysis step according to the updated mapping framework and the updated mapping hysteresis loop, completing elastoplastic analysis of the ith analysis step, and continuing structural rigidity calculation of the (i+1) analysis step until the elastoplastic analysis is finished;
the stress characteristics comprise a shear span ratio and an axial compression coefficient, and the physical characteristics comprise a hoop fitting characteristic value and a reinforcement characteristic value.
Optionally, determining whether the stress characteristic of the member to be analyzed in the i-1 analysis step meets the requirement of updating the threshold of the current parameter includes:
judging whether the stress characteristics of the member to be analyzed in the i-1 analysis step meet the following formula:
λ i 、λ i-1 The shear-span ratios, μ, of the i-th analysis step and the i-1-th analysis step, respectively i 、μ i-1 The axial pressure coefficients of the i-th analysis step and the i-1 analysis step are respectively,
for a preset clipping threshold, +.>
Is a preset threshold value of the axle pressure.
Optionally, the training of the neural network topology relationship includes:
obtaining stress characteristics, physical characteristics and test frameworks and test hysteresis loops of a plurality of different test components;
identifying mapping skeleton control parameters according to the test skeleton
Identifying a mapped hysteresis loop control parameter based on the test hysteresis loop
The stress characteristics, physical characteristics and identified mapping skeleton control parameters of the test component
Mapping hysteresis loop control parameter +.>
And training the neural network topological relation according to the sample training set as a sample data set.
Optionally, identifying a mapped skeleton control parameter based on the test skeleton
Comprising the following steps:
calculating the energy surrounding error of the mapping framework and the test framework according to the following formula
f ske，ex (D) In order to test the skeleton of the test piece,
is a mapping skeleton; />
To obtain minimum energy surrounding errors of mapping skeleton and experimental skeleton
For the purpose, the mapping skeleton control parameter is iteratively identified>
Optionally, identifying a mapped hysteresis loop control parameter based on the trial hysteresis loop
Comprising the following steps:
the energy envelope error of the mapped hysteresis loop and the trial hysteresis loop is calculated as follows
F in hy，ex (D) To test for hysteresis loops:
to obtain a minimum mappingHysteresis loop and test hysteresis loop energy envelope error
For the purpose, the mapping hysteresis loop control parameter +.>
Optionally, the mapping skeleton is described by the following formula:
x＝D/D c ，y＝M/M c ，(D c ，M c ) For mapping skeleton peak points, D and M are respectively deformation and internal force of a restoring force model at moment, and M and n are shape coefficients for adjusting deformation capacity of the mapping skeleton;
the mapping skeleton control parameter
Including mapping skeleton peak point D c 、M c And deformability shape coefficients m, n.
Optionally, the mapping hysteresis loop comprises an unloading section and a reloading section, wherein the stiffness of the unloading section is controlled by a parameter alpha, the reloading section is controlled by parameters beta and gamma to control the inflection point position, and the mapping hysteresis loop is controlled by a parameter eta to control the strength degradation effect;
the mapping hysteresis loop control parameter
Including the parameters α, β, γ, η.
In a second aspect, the invention provides an analysis system capable of simulating the bending and shearing coupling of a component, comprising an analysis module;
the analysis module is used for carrying out elastoplastic analysis on the concrete member to be analyzed one by one in an analysis step;
the analysis module is provided with a judging and updating module;
the judging and updating module is used for:
when calculating the structural rigidity in the ith analysis step, i is an integer more than or equal to 2, and judging whether the stress characteristics of the member to be analyzed in the ith analysis step meet the requirement of updating the threshold value of the constitutive parameter or not;
if the requirement of updating the threshold is not met, not updating the mapping framework and the mapping hysteresis loop of the member to be analyzed, so that the analysis module calculates the structural rigidity of the ith analysis step according to the mapping framework and the mapping hysteresis loop in the ith analysis step, and completes the elastoplastic analysis of the ith analysis step;
if the requirement of updating the threshold value is met, mapping out a mapping framework control parameter matched with the stress characteristic and the physical characteristic through a trained neural network topological relation according to the stress characteristic of the component to be analyzed in the i-1 analysis step and the physical characteristic of each predefined component to be analyzed
And mapping hysteresis loop control parameters
Control parameters according to the mapping skeleton>
Updating a mapping skeleton, and controlling parameters according to the mapping hysteresis loop +.>
Updating a mapping hysteresis loop to enable the analysis module to calculate structural rigidity of the ith analysis step according to the updated mapping framework and the updated mapping hysteresis loop, and finishing elastoplastic analysis of the ith analysis step;
the stress characteristics comprise a shear span ratio and an axial compression coefficient, and the physical characteristics comprise a hoop fitting characteristic value and a reinforcement characteristic value.
In a third aspect, the invention provides a computer device comprising a memory and a processor, the memory storing a computer program, the processor implementing the method of analysis of the coupling of a simulatable member in a bending shear as described in the first aspect when the computer program is executed.
In a fourth aspect, the present invention provides a computer readable storage medium having stored thereon a computer program which, when executed by a processor, implements a method of analysing a simulatable member bending shear coupling according to the first aspect.
Compared with the prior art, the invention has the beneficial effects that: the method has the advantages that through the topological relation of the neural network, the constitutive parameters are actively updated in real time according to the stress characteristics and the physical characteristics of the components to simulate the bending shear coupling effect, compared with the traditional method of simulating the bending shear coupling through a theoretical model, the method effectively realizes real-time feedback and correction of elastoplastic analysis results, avoids high solving cost caused by introducing the bending shear coupling theoretical model, and simulates more real bending shear coupling effect.
Drawings
FIG. 1 is a flow chart of an analysis method for the bending shear coupling of a simulatable member according to embodiment 1 of the present invention.
Fig. 2 is a training flowchart of the neural network topology according to embodiment 2 of the present invention.
FIG. 3 is a schematic diagram of a mapped skeleton that can characterize the strength softening property and the different ductility characteristics in example 2 of the present invention.
FIG. 4 is a diagram of a mapped hysteresis loop that characterizes the pinch-back characteristics of embodiment 2 of the present invention.
Fig. 5 is a schematic diagram of a neural network topology network structure in embodiment 2 of the present invention.
FIG. 6 is a graph showing simulated hysteresis response of the concrete member of example 2 according to the present invention for different failure types.
Fig. 7 is a graph showing the number of iterations and solving efficiency of the concrete member according to the example of the elastoplastic analysis of example 2 of the present invention.
Fig. 8 is a graph showing the acceleration time course of artificial seismic waves used in the elastoplastic analysis example of the concrete structure in example 2 of the present invention.
Fig. 9 is a graph showing the time-varying process of shear span ratio of the concrete beam in the example of the elastoplastic analysis of the concrete structure in example 2 of the present invention.
FIG. 10 is a graph showing the effect of hysteresis characteristics of concrete members of the elastoplastic analysis example of a concrete structure in example 2 of the present invention.
FIG. 11 is a graph showing the effect test of the response of the concrete structure of example 2 of the elastoplastic analysis of the concrete structure of the present invention.
FIG. 12 is a diagram showing the components of an analysis system for the bending shear coupling of a simulatable member in example 3 of the present invention.
Detailed Description
The drawings are for illustrative purposes only and are not to be construed as limiting the invention. For better illustration of the following embodiments, some parts of the drawings may be omitted, enlarged or reduced, and do not represent the actual product dimensions; it will be appreciated by those skilled in the art that certain well-known structures in the drawings and descriptions thereof may be omitted.
Example 1
The embodiment provides an analysis method capable of simulating the bending and shearing coupling of a component, which can realize real-time feedback and real-time correction of an elastoplastic analysis result when elastoplastic analysis is performed on a concrete component, and simulate a more real bending and shearing coupling effect while avoiding high solving cost caused by introducing a bending and shearing coupling theoretical model.
FIG. 1 is a flow chart of an analysis method of the simulated bending shear coupling of a component according to the present embodiment, as shown in FIG. 1, the method may include:
carrying out elastic-plastic analysis on the components to be analyzed of the concrete one by one in an analysis step;
after the elastoplastic analysis was started:
s11, when the structural rigidity of the ith analysis step is calculated, i is an integer which is more than or equal to 2, judging whether the stress characteristics of the member to be analyzed in the ith analysis step meet the update threshold requirements of the constitutive parameters, if not, executing the step S12, and if so, executing the step S13.
The force characteristics may include a shear span ratio λ and an axial pressure coefficient μ, and may also include other characteristic parameters. Meter for shear span ratio lambdaThe calculation formula may be as follows: λ=m/(Vh) 0 ) The calculation formula of the shaft pressure coefficient μmay employ: μ=n/(f) ck A) M, V, N are respectively the bending moment, the shearing force and the axial force born by the plastic region of the component to be analyzed, h 0 The effective height of the cross section of the member to be analyzed in the stress direction is shown as A, and the total cross section area of the member to be analyzed is shown as A.
In particular, how to judge whether the stress characteristics of the member to be analyzed in the i-1 analysis step meet the update threshold requirement of the constitutive parameter or not can be determined by presetting a shearing threshold related to the shearing ratio and an axle pressure threshold related to the axle pressure coefficient, setting the conditional relation between the shearing ratio and the shearing threshold and the conditional relation between the axle pressure coefficient and the axle pressure threshold, and designing the conditional relation by connecting the shearing ratio and the axle pressure coefficient in different analysis steps to find the optimal trigger threshold update time.
In a preferred embodiment, how to determine whether the stress characteristics of the member to be analyzed in the i-1 th analysis step meet the update threshold requirement of the constitutive parameter may include:
judging whether the stress characteristics of the member to be analyzed in the i-1 analysis step meet the following formula:
λ i 、λ i-1 The shear-span ratios, μ, of the i-th analysis step and the i-1-th analysis step, respectively i 、μ i-1 The axial pressure coefficients of the i-th analysis step and the i-1 analysis step are respectively,
for a preset clipping threshold, +.>
Is a preset threshold value of the axle pressure.
S12, if the requirement of updating the threshold value is not met, not updating the mapping framework and the mapping hysteresis loop of the member to be analyzed, calculating the structural rigidity of the ith analysis step according to the mapping framework and the mapping hysteresis loop of the ith analysis step, completing the elastoplastic analysis of the ith analysis step, and continuing the structural rigidity calculation of the ith (plus 1) analysis step until the elastoplastic analysis is finished.
S13, if the requirement of updating the threshold value is met, mapping out a mapping framework control parameter matched with the stress characteristic and the physical characteristic through a trained neural network topological relation according to the stress characteristic of the component to be analyzed in the i-1 analysis step and the physical characteristic of the predefined component to be analyzed
And mapping hysteresis loop control parameters +.>
The physical characteristic may include a collar characteristic value lambda v And a reinforcement characteristic value lambda s Other characteristic parameters may also be included. Fitting characteristic value lambda v The calculation formula of (2) can be as follows: lambda (lambda) v ＝ρ v f vyk /f ck Characteristic value lambda of reinforcement s The calculation formula of (2) can be as follows: lambda (lambda) s ＝ρ s f yk /f ck ，ρ v Area hooping rate in stress direction of component ρ s The reinforcement ratio f is the total section longitudinal reinforcement vyk F is the standard value of the tensile strength of stirrups yk F is the standard value of the tensile strength of the longitudinal bar ck Is a standard value of the compressive strength of the concrete.
Mapping skeleton control parameters
Is the parameter of the control component mapping skeleton, and maps the hysteresis loop control parameter
Is a parameter of the control component mapping hysteresis loop. The mapped skeleton may characterize the strength softening characteristics and the different ductility characteristics, and the mapped hysteresis loop may characterize the pinch hysteresis characteristics. />
The trained neural network topological relation is the stress characteristic (shear span ratio lambda, axial pressure coefficient mu) and physical characteristic (fitting characteristic value lambda of a component v Characteristic value lambda of reinforcement s ) Multidimensional space with the pointer parameters (mapping skeleton control parameters)
And mapping hysteresis loop control parameters +.>
) Is described.
Specifically, the stress characteristic and the physical characteristic of the member to be analyzed are input into the neural network topological relation, and the matched mapping framework control parameters can be output
And mapping hysteresis loop control parameters +.>
S14, controlling parameters according to the mapping framework
Updating the mapping framework according to the mapping hysteresis loop control parameters
Updating the mapping hysteresis loop, calculating the structural rigidity of the ith analysis step according to the updated mapping framework and the updated mapping hysteresis loop, completing the elastoplastic analysis of the ith analysis step, and continuing the structural rigidity calculation of the (i+1) analysis step until the elastoplastic analysis is finished.
Specifically, the rigidity of the component to be analyzed in the ith analysis step is calculated according to the updated mapping framework and the mapping hysteresis loop, and is assembled into an integral structural rigidity matrix to complete matrix solution of the ith analysis step so as to complete elastoplastic analysis of the ith analysis step.
In the structural rigidity calculation at the i+1 analysis step, step S11 is repeatedly performed,
according to the time-varying stress characteristics of the component to be analyzed in elastoplastic analysis, simulation of the bending shear coupling effect is realized through a real-time update mechanism of the constitutive parameters, and a bending shear coupling theoretical model is not required to be introduced, so that the solving efficiency and the convergence of the component to be analyzed are greatly improved, and the component to be analyzed can be widely used in engineering.
Due to the existence of the real-time updating mechanism of the pointer parameter, in the elastoplastic analysis process, the force-displacement restoring force model does not need to define the pointer parameter when defining, and only needs to define the section size (used for calculating the shear span ratio in real time), the concrete strength grade (used for calculating the axial pressure coefficient in real time) and the physical characteristics of the member to be analyzed.
Example 2
The embodiment provides an analysis method capable of simulating the bending and shearing coupling of a component, which is mainly used for carrying out detailed description on the training of the topological relation of the neural network in the embodiment 1 so as to obtain better matched mapping framework control parameters
And mapping hysteresis loop control parameters +.>
The bending and shearing coupling effect of the component is simulated more truly in the elastoplastic analysis of the concrete structure.
Fig. 2 is a flowchart of training the neural network topology according to the present embodiment, and as shown in fig. 2, training the neural network topology may include:
s21, obtaining stress characteristics, physical characteristics and test frameworks and test hysteresis loops of a plurality of different test components.
In particular, the quasi-static test data of a plurality of different test members can be collected in advance, and the test data comprise stress characteristics (shear span ratio lambda and axial pressure coefficient mu) and physical characteristics (fitting characteristic value lambda of the test members v Characteristic value lambda of reinforcement s ) And (3) building a component quasi-static test database by using the test framework and the test hysteresis loop.
The test skeleton may characterize the strength softening characteristics and the different ductility characteristics of the test member, and the test hysteresis loop may characterize the pinch-back characteristics of the test member.
S22, identifying control parameters of the mapping framework according to the test framework
Fitting the test skeleton with the mapping skeleton to identify mapping skeleton control parameters for controlling the mapping skeleton
In a preferred embodiment, step S22 may be performed based on the principle of energy equivalence, which may specifically include: />
Calculating the energy surrounding error of the mapping framework and the test framework according to the following formula
f ske，ex (D) In order to test the skeleton of the test piece,
is a mapping skeleton;
to obtain minimum energy surrounding errors of mapping skeleton and experimental skeleton
For the purpose, the mapping skeleton control parameter is iteratively identified>
Specifically, the mapping skeleton is initialized at the beginning of iteration, and then the iterative calculation is started, so that the minimum energy surrounding error meeting the requirement is obtained
At the time, the iteration is stopped, and the error +.>
Corresponding optimal mapping skeleton control parameter ∈>
The mapping skeleton may control parameters through the mapping skeleton
Constructing a mathematical function to describe. In a preferred embodiment, the following formula may be used for description:
x＝D/D c ，y＝M/M c ，(D c ，M c ) In order to map the skeleton peak point, D and M are respectively the deformation and internal force of the restoring force model under the moment, M and n are respectively the deformation capacity shape coefficients for adjusting the mapping skeleton, the shape changes along with M and n are shown in figure 3, and in figure 3, D and M are respectively specific to the corner and the bending moment. At this time, the skeleton control parameters are mapped
Including mapping skeleton peak point D c 、M c And deformability shape coefficients m, n.
S23, identifying the control parameters of the mapping hysteresis loop according to the test hysteresis loop
Employing a mapping hysteresis loop fitting test hysteresis loop to identify mapping hysteresis loop control parameters that control the mapping hysteresis loop
In a preferred embodimentIn an embodiment, step S23 may be performed based on an energy equivalent principle, and may specifically include:
the energy envelope error of the mapped hysteresis loop and the trial hysteresis loop is calculated as follows
F in hy，ex (D) To test for hysteresis loops:
to obtain minimum energy surrounding error of mapping hysteresis loop and test hysteresis loop
For the purpose, the mapping hysteresis loop control parameter +.>
Specifically, the mapping hysteresis loop is initialized at the beginning of iteration, and then the iterative calculation is started, so as to obtain the minimum energy surrounding error meeting the requirement
At the time, the iteration is stopped, and the error +.>
Corresponding optimal mapping hysteresis loop control parameter +.>
The map hysteresis loop may be as shown in fig. 4, which includes an unloading section whose stiffness is controlled by parameter α and a reloading section whose inflection point position is controlled by parameters β and γ, the map hysteresis loop controlling the intensity degradation effect by parameter η. At this time, the hysteresis loop control parameter is mapped
Including the parameters α, β, γ, η.
S24, controlling stress characteristics, physical characteristics and identified mapping framework parameters of the test component
Mapping hysteresis loop control parameter +.>
As a sample data set, training the neural network topology according to the sample training set.
Specifically, the stress characteristics and the physical characteristics of the test member are taken as input, and the mapping skeleton control parameters respectively identified in the step S22 and the step S23 are taken as mapping skeleton control parameters
And mapping hysteresis loop control parameters +.>
For output, the sample data set is randomly divided into a training set, a verification set and a test set (the division ratio can be set as required, for example, 60%, 20% and 20%), the cross verification method is adopted, and the optimal super-parameter combination of the neural network topological relation is determined through grid search, so that the trained neural network topological relation of the physical characteristics and the stress characteristics of the component and the multi-dimensional space of the parameters is obtained.
The network structure of the trained neural network topology may be as shown in fig. 5.
Based on the quasi-static test data of the test component, the neural network topological relation is trained, so that the real-time feedback and real-time correction of the quasi-static test database of the component to the elastoplastic analysis result can be realized, and the more real component bending-shearing coupling effect can be simulated.
By taking elastoplastic analysis of a concrete member as an example, by using the method provided by the embodiment and three modes of a bending shear coupling multi-vertical rod unit (SFI-MVELM) and a layered shell unit which can simulate the bending shear coupling effect, the elastoplastic analysis is respectively carried out on a rectangular reinforced concrete column with one bending failure as a main component and one shearing failure as a main component to realize low-cycle reciprocating simulation, and the beneficial contribution of the method provided by the embodiment to the simulation precision and the solving efficiency of the bending shear coupling effect of the concrete member is illustrated.
For a rectangular reinforced concrete column with bending damage, the cross section size is 300mm multiplied by 800mm, the component length is 3390mm, the shear span ratio lambda=4.2, the axial compression coefficient is mu=0.1, and the total cross section longitudinal reinforcement ratio rho s Area collar ratio ρ in stress direction=2.14% v =0.315% and standard value f of concrete compressive strength ck =20.1 MPa, standard value f of tensile strength of longitudinal bar yk 384MPa, standard stirrup tensile strength value f vyk ＝300MPa。
For a rectangular reinforced concrete column subjected to shearing damage, the cross section size is 200mm multiplied by 400mm, the component length is 600mm, the shearing span ratio lambda=1.5, the axial compression coefficient is mu=0.6, and the full-section longitudinal reinforcement ratio rho is as follows s Area collar ratio ρ in stress direction =2.3% v =0.714% and standard value f of concrete compressive strength ck =49.9mpa, standard value f of tensile strength of longitudinal bar yk 510MPa, standard stirrup tensile strength value f vyk ＝469MPa。
The SFI-MVELM and the layered shell unit which can simulate the bending and shearing coupling effect respectively perform low-cycle reciprocating simulation by using the method of the embodiment. In the model definition stage, the method provided by the embodiment only needs to define the cross section size of the component, the strength grade of the concrete and the characteristic value lambda of the coupling v Characteristic value lambda of reinforcement s In the elastoplastic analysis process, the shear span ratio lambda and the axial compression coefficient mu of the automatic calculation component can be set and trainedAnd updating the mapping skeleton and the constitutive parameter values of the mapping hysteresis loop according to the good neural network topological relation.
The simulation results are shown in fig. 6, and the time consumption and the iteration number of the elastoplastic analysis are shown in fig. 7. The method of the embodiment is adopted to complete the loading of the whole displacement sequence, and the SFI-MVELM and the layered shell only complete the loading of part of the displacement sequence for the shear control component due to the convergence problem.
As can be seen from fig. 6, there are better simulation results for all modes of the bending control member, but for the shear control member, the SFI-MVELM and the layered shell unit overestimate the bearing capacity, even the energy consumption capacity, of the member, and the method of the embodiment has better simulation effect.
As can be seen from fig. 7, the solution time and the iteration number of the method of the embodiment are significantly lower than those of the SFI-MVELM and the layered shell unit, so that the solution efficiency of 2 orders of magnitude is improved. The method of the embodiment can realize simulation of the bending shear coupling effect through a real-time updating mechanism of the constitutive parameters, does not need to introduce a bending shear coupling theoretical model, improves the solving efficiency and convergence of the bending shear coupling theoretical model by orders of magnitude, can simulate a more real bending shear coupling effect, and can be widely used in engineering.
Taking the elastoplastic analysis of a concrete structure comprising a plurality of components as an example, the method of the embodiment is used for carrying out dynamic elastoplastic time course analysis on an engineering frame structure, and the operation mode and application scene of the real-time update of the parameters of the structure are described.
The engineering frame structure is 23 m high and has 7 layers, and is a 7-degree fortification structure for class II soil. The dynamic elastoplastic time-course analysis is carried out on the frame structure by adopting artificial waves under rare earthquakes, the earthquake vibration time-course curve is shown in figure 8, and the peak acceleration is 0.5g.
In order to better embody the influence of the real-time updating mechanism of the constitutive parameters, two analysis models, namely an analysis model A and an analysis model B, are arranged. And starting the real-time updating mechanism of the constitutive parameters for the analysis model A, and closing the real-time updating mechanism of the constitutive parameters for the analysis model B. Fig. 9 is a time-varying condition of the shear span ratio of the concrete beam of the structural part in the loading process, and analysis model a uses the trained neural network topological relation to update the mapping skeleton and the mapping hysteresis loop to realize the simulation of the bending shear coupling effect by combining the time-varying shear span ratio and the axial pressure coefficient of each concrete member.
FIG. 10 shows hysteresis curves of the same concrete beam in two analytical models, and it can be seen that the real-time update mechanism of the constitutive parameters is closed, the buckling-shearing coupling effect is ignored, so that the hysteresis curves of the components are more full, the energy consumption capability of the components is overestimated, and 50% of the deformation of the components is underestimated; FIG. 11 shows the results of structural vertex displacement time course analysis of two analytical models, and it can be seen that neglecting the buckling shear coupling effect will underestimate 50% of the structural response and 90% of the residual deformation, which adversely affects structural seismic safety assessment.
According to statistics, in the whole time sequence, 18 ten thousand times of neural networks are called by the analysis model A to update the constitutive parameters of the component, the total time consumption of the 18 ten thousand times of the neural networks is 1.08 seconds, the total time consumption of elastoplastic analysis is 144 seconds, and the real-time update time consumption of the constitutive parameters only accounts for 0.7% of the total time consumption. Therefore, repeated invocation of the neural network topology relationship, constantly and actively updating the mapping skeleton and the mapping hysteresis loop does not negatively affect the solving efficiency.
Example 3
The present embodiments provide an analysis system that can simulate the buckling shear coupling of a component. FIG. 12 is a diagram showing the components of an analysis system for the simulated bending shear coupling of a component according to the present embodiment, and as shown in FIG. 12, the system may include an analysis module 31;
the analysis module 31 is used for carrying out elastoplastic analysis on the concrete structure to be analyzed one by one in an analysis step;
the analysis module 31 is provided with a judgment module 32 and an updating module 33;
a judging module 32, configured to:
when calculating the structural rigidity of the ith analysis step, i is an integer more than or equal to 2, and judging whether the stress characteristics of each member to be analyzed of the concrete structure in the ith analysis step meet the requirement of updating the threshold value of the constitutive parameters or not;
an updating module 33 for:
if the judging module 32 judges that the updating threshold requirement is not met, the mapping framework and the mapping hysteresis loop of each component to be analyzed are not updated, so that the analyzing module 31 calculates the structural rigidity of the ith analyzing step according to the mapping framework and the mapping hysteresis loop of the ith analyzing step, and the elastoplastic analysis of the ith analyzing step is completed;
if the judging module 32 judges that the updating threshold requirement is met, mapping skeleton control parameters matched with the stress characteristics and the physical characteristics through the trained neural network topological relation according to the stress characteristics of the components to be analyzed in the i-1 analysis step and the physical characteristics of the components to be analyzed which are predefined
And mapping hysteresis loop control parameters
Control parameters according to mapping skeleton>
Updating a mapping framework according to the mapping hysteresis loop control parameter +.>
Updating the mapping hysteresis loop so that the analysis module 31 calculates the structural rigidity of the ith analysis step according to the updated mapping skeleton and the updated mapping hysteresis loop to complete the elastoplastic analysis of the ith analysis step;
the stress characteristics comprise a shear span ratio and an axial pressure coefficient, and the physical characteristics comprise a hoop matching characteristic value and a reinforcement matching characteristic value.
Based on the same inventive concept, the same or similar parts as those of embodiment 1 and embodiment 2 are not described herein.
It should be understood that the foregoing examples of the present invention are merely illustrative of the present invention and are not intended to limit the present invention to the specific embodiments thereof. Any modification, equivalent replacement, improvement, etc. that comes within the spirit and principle of the claims of the present invention should be included in the protection scope of the claims of the present invention.
Claims (10)
1. A method of analyzing a simulatable member buckle shear coupling, comprising:
carrying out elastic-plastic analysis on the components to be analyzed of the concrete one by one in an analysis step;
when calculating the structural rigidity in the ith analysis step, i is an integer more than or equal to 2, and judging whether the stress characteristics of the member to be analyzed in the ith analysis step meet the requirement of updating the threshold value of the constitutive parameter or not;
if the requirement of updating the threshold value is not met, not updating the mapping framework and the mapping hysteresis loop of the member to be analyzed, calculating the structural rigidity of the ith analysis step according to the mapping framework and the mapping hysteresis loop in the ith-1 analysis step, completing the elastoplastic analysis of the ith analysis step, and continuing the structural rigidity calculation of the (i+1) analysis step until the elastoplastic analysis is finished;
if the requirement of updating the threshold value is met, mapping out a mapping framework control parameter matched with the stress characteristic and the physical characteristic through a trained neural network topological relation according to the stress characteristic of the component to be analyzed in the i-1 analysis step and the physical characteristic of each predefined component to be analyzed
And mapping hysteresis loop control parameters +.>
Controlling parameters according to the mapping framework
Updating a mapping framework, and controlling parameters according to the mapping hysteresis loop
Updating a mapping hysteresis loop, calculating structural rigidity of the ith analysis step according to the updated mapping skeleton and the updated mapping hysteresis loop, and completing elastoplastic analysis of the ith analysis stepContinuing the structural rigidity calculation of the i+1 analysis step until the elastoplastic analysis is finished;
the stress characteristics comprise a shear span ratio and an axial compression coefficient, and the physical characteristics comprise a hoop fitting characteristic value and a reinforcement characteristic value.
2. The method for analyzing the bending-shearing coupling of the simulative member according to claim 1, wherein determining whether the stress characteristics of the member to be analyzed in the i-1 analysis step meet the update threshold requirement of the local parameter comprises:
judging whether the stress characteristics of the member to be analyzed in the i-1 analysis step meet the following formula:
λ i 、λ i-1 The shear-span ratios, μ, of the i-th analysis step and the i-1-th analysis step, respectively i 、μ i-1 The axial pressure coefficients of the i-th analysis step and the i-1 analysis step are respectively,
for a preset clipping threshold, +.>
Is a preset threshold value of the axle pressure.
3. The method for analyzing the bending shear coupling of the simulative member according to claim 1, wherein the training of the topological relation of the neural network comprises the following steps:
obtaining stress characteristics, physical characteristics and test frameworks and test hysteresis loops of a plurality of different test components;
identifying mapping skeleton control parameters according to the test skeleton
Identifying a mapped hysteresis loop control parameter based on the test hysteresis loop
The stress characteristics, physical characteristics and identified mapping skeleton control parameters of the test component
Mapping hysteresis loop control parameter +.>
And training the neural network topological relation according to the sample training set as a sample data set.
4. A method of analyzing a simulator component bending shear coupling as in claim 3, wherein mapped skeleton control parameters are identified based on the test skeleton
Comprising the following steps:
calculating the energy surrounding error of the mapping framework and the test framework according to the following formula
f ske,ex (D) In order to test the skeleton of the test piece,
is a mapping skeleton;
to obtainMinimum mapping skeleton and test skeleton energy surrounding error
For the purpose, the mapping skeleton control parameter is iteratively identified>
5. A method of analyzing a simulatable member buckling shear coupling according to claim 3, wherein mapped hysteresis loop control parameters are identified based on the test hysteresis loop
Comprising the following steps:
the energy envelope error of the mapped hysteresis loop and the trial hysteresis loop is calculated as follows
F in hy,ex (D) To test for hysteresis loops:
to obtain minimum energy surrounding error of mapping hysteresis loop and test hysteresis loop
For the purpose, the mapping hysteresis loop control parameter +.>
6. The method of claim 4, wherein the mapping framework is described by the following formula:
x＝D/D c ，y＝M/M c ，(D c ，M c ) For mapping skeleton peak points, D and M are respectively deformation and internal force of a restoring force model at moment, and M and n are shape coefficients for adjusting deformation capacity of the mapping skeleton;
the mapping skeleton control parameter
Including mapping skeleton peak point D c 、M c And deformability shape coefficients m, n.
7. The method of claim 5, wherein the mapping hysteresis loop comprises an unloading section and a reloading section, the stiffness of the unloading section being controlled by a parameter α, the reloading section controlling the inflection point location by parameters β and γ, the mapping hysteresis loop controlling the strength degradation effect by a parameter η;
the mapping hysteresis loop control parameter
Including the parameters α, β, γ, η.
8. An analysis system capable of simulating the bending and shearing coupling of a component is characterized by comprising an analysis module;
the analysis module is used for carrying out elastoplastic analysis on the concrete member to be analyzed one by one in an analysis step;
the analysis module is provided with a judging module and an updating module;
the judging module is used for:
when calculating the structural rigidity in the ith analysis step, i is an integer more than or equal to 2, and judging whether the stress characteristics of the member to be analyzed in the ith analysis step meet the requirement of updating the threshold value of the constitutive parameter or not;
the updating module is used for:
if the judging module judges that the updating threshold requirement is not met, the mapping framework and the mapping hysteresis loop of the component to be analyzed are not updated, so that the analyzing module calculates the structural rigidity of the ith analyzing step according to the mapping framework and the mapping hysteresis loop in the ith-1 analyzing step, and the elastoplastic analysis of the ith analyzing step is completed;
if the judging module judges that the updating threshold requirement is met, mapping out a mapping framework control parameter matched with the stress characteristic and the physical characteristic through a trained neural network topological relation according to the stress characteristic of the component to be analyzed in the i-1 analysis step and the physical characteristic of each predefined component to be analyzed
And mapping hysteresis loop control parameters +.>
Control parameters according to the mapping skeleton>
Updating a mapping skeleton, and controlling parameters according to the mapping hysteresis loop +.>
Updating a mapping hysteresis loop to cause the analysis module to adjust the mapping hysteresis according to the updated mapping skeleton and the updated mapping hysteresisLooping back, calculating the structural rigidity of the ith analysis step, and completing the elastoplastic analysis of the ith analysis step;
the stress characteristics comprise a shear span ratio and an axial compression coefficient, and the physical characteristics comprise a hoop fitting characteristic value and a reinforcement characteristic value.
9. A computer device comprising a memory and a processor, the memory storing a computer program, characterized in that the processor, when executing the computer program, implements the method of analyzing a press-bending-shear coupling of a simulatable member according to any one of claims 1 to 7.
10. A computer readable storage medium having stored thereon a computer program, which when executed by a processor implements the method of analysis of a simulatable member bending shear coupling according to any of claims 1 to 7.
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