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CN-121980877-A - Earthquake resistance simulation test method and system for concrete filled steel tube structure

CN121980877ACN 121980877 ACN121980877 ACN 121980877ACN-121980877-A

Abstract

The application relates to the technical field of computer-aided earthquake-resistant analysis, and discloses an earthquake-resistant performance simulation test method and system for a concrete-filled steel tube structure, wherein the method comprises the steps of obtaining a concrete-filled steel tube structure parameter set; identifying critical buckling modes and constructing a defect correction model, constructing a coupling damage index, constructing a numerical instability risk evaluation value based on a structural energy proportion, performing strong earthquake nonlinear time-course iterative solution, and outputting an earthquake resistance index set and a coupling damage area. Compared with the prior art that the strong earthquake response calculation is performed by relying on the traditional nonlinear finite element analysis, the technical problem that Newton iteration divergence easily occurs in numerical solution under the coupling instability condition that the steel pipe is locally buckled and the core concrete enters a high-pressure triaxial stress state is solved. According to the application, the stability of the simulation result of the earthquake resistance of the concrete-filled steel tube structure under the action of strong earthquake is improved by constructing the coupling index of local buckling and crushing damage and the self-adaptive time step adjustment mechanism.

Inventors

  • MIAO CHENGRONG
  • MIAO XINYUE

Assignees

  • 奇台县九河水利发展投资有限责任公司

Dates

Publication Date
20260505
Application Date
20260224

Claims (10)

  1. 1. A method for simulating and testing the earthquake resistance of a concrete filled steel tube structure is characterized by comprising the following steps: Step S10, acquiring a concrete filled steel tube structure parameter set, executing a coupling discrete modeling task by adopting a unified parameterized finite element modeling mechanism based on the concrete filled steel tube structure parameter set, and outputting an initial discrete model And normalizing the seismic input sequence ; Step S20, based on the initial discrete model Executing critical buckling identification task by adopting characteristic buckling mode tracking mechanism, and outputting defect correction model ; Step S30, based on the defect correction model The nonlinear pretreatment task of the material is executed by adopting a coupling mechanism of local buckling indexes and concrete crushing damage indexes, and the coupling damage indexes are output ; Step S40, based on the coupling destruction index And normalizing the seismic input sequence An adaptive value stabilization control mechanism driven by energy ratio is adopted to execute a stabilization parameter generation task and output a stabilization parameter set ; Step S50, according to the stabilization parameter set Index of coupling destruction Normalized seismic input sequence Performing strong earthquake nonlinear time-course iterative solution and outputting an earthquake resistance index set With coupling disruption area 。
  2. 2. The method for simulating earthquake-resistant performance of a concrete filled steel tube structure according to claim 1, wherein in step S10, a concrete filled steel tube structure parameter set is obtained, a coupled discrete modeling task is executed by adopting a unified parameterized finite element modeling mechanism based on the concrete filled steel tube structure parameter set, and an initial discrete model is output And normalizing the seismic input sequence Specifically comprises the following steps: step S101, acquiring a concrete filled steel tube structure parameter set, wherein the concrete filled steel tube structure parameter set comprises a geometric parameter set Material parameter set Material density parameter Seismic input sequence Wherein the material parameter sets The method comprises the steps of steel elastic modulus, steel yield strength, steel hardening modulus, concrete elastic modulus, concrete peak compressive strength and concrete peak strain; step S102, according to the geometric parameter set in the steel tube concrete structure parameter set And a set of material parameters Constructing an initial stiffness matrix by adopting finite element stiffness matrix assembly According to the geometric parameter set in the steel tube concrete structure parameter set And material density parameters Generating quality matrix by adopting consistent quality matrix construction method ; Step S103, based on the initial stiffness matrix And a quality matrix Executing the structural eigenvalue solving task in a node coupling mode to output first-order circular frequency And structure first order period ; Step S104, based on the first order circle frequency And structure first order period Constructing and outputting an initial discrete model in a reaction spectrum proportion adjustment mode And using an initial discrete model For seismic input sequences Performing spectrum consistency processing and outputting standardized seismic input sequence 。
  3. 3. The method for simulating earthquake-resistant performance of concrete-filled steel tube structure according to claim 2, wherein in step S20, the method is based on an initial discrete model Executing critical buckling identification task by adopting characteristic buckling mode tracking mechanism, and outputting defect correction model Specifically comprises the following steps: step S201, constructing a geometric rigidity reference matrix under the preset axial preloading condition, and based on the geometric rigidity reference matrix and the initial rigidity matrix Performing eigenvalue analysis, outputting an eigenvalue set, performing small-to-large sorting treatment on the eigenvalue set, and selecting an eigenvector corresponding to the smallest positive eigenvalue as a buckling mode vector; Step S202, normalizing the buckling mode vector and outputting a normalized buckling mode vector, setting an initial defect amplitude according to a preset steel pipe wall thickness proportion, and constructing an actual buckling mode defect function according to the initial defect amplitude and the normalized buckling mode vector and combining an amplitude proportion mapping function; S203, superposing the actual buckling form defect function to the initial discrete model in a node coordinate disturbance superposition mode Outputting a defect correction model 。
  4. 4. A method for simulating earthquake-proof performance of a concrete filled steel tube structure as set forth in claim 3, wherein in step S202, the initial defect amplitude is not more than 0.5 times the wall thickness of the steel tube, and the extreme value cutoff processing is performed by using a mode amplitude normalization method, so as to prevent abnormal stiffness distortion of the local unit.
  5. 5. The method for simulating earthquake-resistant performance of concrete-filled steel tube structure as set forth in claim 1, wherein in step S30, the method is based on a defect correction model The nonlinear pretreatment task of the material is executed by adopting a coupling mechanism of local buckling indexes and concrete crushing damage indexes, and the coupling damage indexes are output Specifically comprises the following steps: Step 301, obtaining steel yield strength and steel hardening modulus, and constructing a plastic yield judgment function according to the steel yield strength and the steel hardening modulus, wherein the plastic yield judgment function is used for judging whether the steel enters a plastic stage; step S302, acquiring a seismic input sequence Using defect correction models For seismic input sequences Performing plastic state screening treatment on the unit-level equivalent strain response sequence by using a plastic yield judgment function, and outputting a unit set entering a plastic stage; Step S303, extracting main compressive strain response of a corresponding concrete compression zone based on a unit set entering a plastic stage, obtaining concrete peak strain, and carrying out proportional mapping treatment on the main compressive strain response based on the concrete peak strain to output a concrete compression zone damage evolution degree set; step S304, obtaining the curvature change rate of the steel pipe unit, carrying out weighted coupling according to the curvature change rate of the steel pipe unit and the concrete crushing index and preset weight, and outputting a coupling damage index Index of coupling destruction The degree of synergistic failure of local buckling of the steel pipe and concrete crushing was characterized.
  6. 6. The method for simulating earthquake-proof performance of concrete-filled steel tube structure as set forth in claim 1, wherein in step S40, the coupling damage index is based on And normalizing the seismic input sequence An adaptive value stabilization control mechanism driven by energy ratio is adopted to execute a stabilization parameter generation task and output a stabilization parameter set Specifically comprises the following steps: step S401, presetting initial time step, in each initial time step, based on standardized seismic input sequence Acquiring structural kinetic energy and structural internal energy by adopting an incremental dynamic balance prediction method, and constructing an energy proportion index according to the structural kinetic energy and the structural internal energy; step S402, the energy proportion index and the coupling destruction index are processed Collaborative fusion is carried out by adopting a linear weighted fusion mode, so as to form a numerical unstable risk evaluation value; Step S403, adaptively adjusting an initial time step according to the numerical unstable risk evaluation value, reducing the initial time step when the numerical unstable risk evaluation value exceeds a preset first risk threshold, increasing the initial time step when the numerical unstable risk evaluation value is smaller than or equal to the first risk threshold, and finally outputting a stabilizing parameter set changing along with time Stabilization parameter set Including a time step control term and a stable damping adjustment term.
  7. 7. The method for simulating earthquake-proof performance of concrete-filled steel tube structure of claim 6, wherein in step S50, the method is performed according to a stabilization parameter set Index of coupling destruction Normalized seismic input sequence Performing strong earthquake nonlinear time-course iterative solution and outputting an earthquake resistance index set With coupling disruption area Specifically comprises the following steps: step S501, according to the stabilization parameter set Index of coupling destruction Normalized seismic input sequence Establishing a stabilized power equation by adopting an improved implicit dynamics principle, wherein a time step control item and a stable damping adjustment item are introduced in the step of establishing the stabilized power equation by adopting the improved implicit dynamics principle; Step S502, carrying out time-interval iterative solution by adopting an implicit integration algorithm based on a stabilized power equation, outputting a structural displacement response sequence and a unit strain response sequence, and carrying out coupling damage index based on the structural displacement response sequence and the unit strain response sequence Performing iterative correction and outputting optimized coupling destruction index ; Step S503, when optimizing the coupling destruction index When the second risk threshold value exceeds the preset threshold value, judging that the concrete filled steel tube structure enters a buckling and crushing coupling damage stage, and extracting an anti-seismic performance index set in the buckling and crushing coupling damage stage With coupling disruption area Wherein, the anti-seismic performance index set Including load bearing capacity degradation rate, stiffness degradation rate, and residual deformation.
  8. 8. A seismic performance simulation test system of a concrete filled steel tube structure, applied to the seismic performance simulation test method of a concrete filled steel tube structure according to any one of claims 1 to 7, characterized in that the seismic performance simulation test system of a concrete filled steel tube structure comprises: The parameter modeling module is used for acquiring a concrete filled steel tube structure parameter set, executing a coupled discrete modeling task by adopting a unified parameterized finite element modeling mechanism based on the concrete filled steel tube structure parameter set, and outputting an initial discrete model And normalizing the seismic input sequence ; A buckling identification module for based on the initial discrete model Executing critical buckling identification task by adopting characteristic buckling mode tracking mechanism, and outputting defect correction model ; The coupling index construction module is used for being based on the defect correction model The nonlinear pretreatment task of the material is executed by adopting a coupling mechanism of local buckling indexes and concrete crushing damage indexes, and the coupling damage indexes are output ; A numerical stability control module for controlling the coupling destruction index And normalizing the seismic input sequence An adaptive value stabilization control mechanism driven by energy ratio is adopted to execute a stabilization parameter generation task and output a stabilization parameter set ; An anti-seismic performance output module for outputting the stabilized parameter set Index of coupling destruction Normalized seismic input sequence Performing strong earthquake nonlinear time-course iterative solution and outputting an earthquake resistance index set With coupling disruption area 。
  9. 9. The earthquake resistance simulation test equipment for the steel pipe concrete structure is characterized by comprising a memory, a processor and an earthquake resistance simulation test program of the steel pipe concrete structure, wherein the earthquake resistance simulation test program is stored on the memory and can run on the processor, and the earthquake resistance simulation test method for the steel pipe concrete structure is realized when the earthquake resistance simulation test program of the steel pipe concrete structure is executed by the processor.
  10. 10. A computer program product, characterized in that it comprises a simulation test program for the earthquake-proof performance of a concrete-filled steel tube structure, which, when executed by a processor, implements a simulation test method for the earthquake-proof performance of a concrete-filled steel tube structure according to any one of claims 1 to 7.

Description

Earthquake resistance simulation test method and system for concrete filled steel tube structure Technical Field The invention relates to the technical field of computer-aided earthquake-resistant analysis, in particular to an earthquake-resistant performance simulation test method and system for a concrete filled steel tube structure. Background At present, the steel tube concrete structure is widely applied to high-rise buildings, bridge structures and earthquake-proof fortification area engineering due to the good bearing performance and ductility performance. Under the action of strong vibration, the steel pipe concrete member generally undergoes highly coupled complex nonlinear behaviors such as local buckling of the steel pipe, crushing of core concrete, interface sliding, geometric large deformation and the like. Therefore, in engineering practice, a nonlinear finite element analysis method is generally adopted to carry out simulation test and performance evaluation on the anti-seismic performance. However, the prior art still has obvious defects in the aspect of strong shock large deformation coupling analysis. For example, under the condition that the local buckling of the steel pipe and the crushing of concrete occur simultaneously, material nonlinearity, contact nonlinearity and geometric nonlinearity are mutually overlapped, so that the stiffness matrix is rapidly degraded, the problems of difficult convergence, iterative divergence or extremely reduced time step size are easily caused by the traditional Newton iteration solving method, for example, the existing method generally only carries out step size control based on residual convergence criteria or single material damage indexes, a cooperative identification mechanism for buckling precursor characteristics and crushing evolution trend is lacked, whether the structure is close to a coupling instability critical state is difficult to judge in time, and inaccurate prediction or calculation interruption of a damage stage is caused. In addition, under the condition of strong earthquake rapid loading, the ratio of kinetic energy to internal energy is rapidly changed, if a stable control strategy coupled with a real structural failure mechanism is not established, numerical adjustment is only carried out by a fixed time step or a simple scaling mode, the calculation efficiency and stability cannot be considered, and the requirements of fine simulation and engineering evaluation of the earthquake resistance of the steel pipe concrete structure under the strong earthquake extreme working condition are difficult to meet. Therefore, a method for simulating and testing the earthquake-resistant performance of the concrete-filled steel tube structure, which can still realize numerical solution stability control and accurate identification of coupling damage under the strong nonlinear condition of the collaborative development of the local buckling of the steel tube and the crushing of the concrete, is needed to improve the stability of numerical analysis, the accuracy of damage prediction and the reliability of engineering application under the action of strong earthquake. Disclosure of Invention Aiming at the technical defects, the invention aims to provide a simulation test method for the earthquake resistance of a concrete filled steel tube structure, and aims to solve the technical problem that Newton iteration divergence is easy to occur in numerical solution under the coupling instability condition that the steel tube is locally buckled and core concrete enters a high-pressure triaxial stress state in the prior art by relying on traditional nonlinear finite element analysis to perform strong earthquake response calculation. In order to solve the technical problems, the invention adopts the following technical scheme that the invention provides a method for simulating and testing the earthquake resistance of a concrete filled steel tube structure. The method for simulating and testing the earthquake resistance of the concrete filled steel tube structure comprises the following steps: Step S10, acquiring a concrete filled steel tube structure parameter set, executing a coupling discrete modeling task by adopting a unified parameterized finite element modeling mechanism based on the concrete filled steel tube structure parameter set, and outputting an initial discrete model And normalizing the seismic input sequence; Step S20, based on the initial discrete modelExecuting critical buckling identification task by adopting characteristic buckling mode tracking mechanism, and outputting defect correction model; Step S30, based on the defect correction modelThe nonlinear pretreatment task of the material is executed by adopting a coupling mechanism of local buckling indexes and concrete crushing damage indexes, and the coupling damage indexes are output; Step S40, based on the coupling destruction indexAnd normalizing the seismic input sequenceAn adaptive