CN110955989B - Integral structure finite element modeling method for fabricated precast concrete shear wall - Google Patents
Integral structure finite element modeling method for fabricated precast concrete shear wall Download PDFInfo
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- 238000000034 method Methods 0.000 title claims abstract description 27
- 239000011178 precast concrete Substances 0.000 title claims abstract description 11
- 238000004364 calculation method Methods 0.000 claims abstract description 15
- 238000006073 displacement reaction Methods 0.000 claims abstract description 7
- 239000004567 concrete Substances 0.000 claims abstract description 6
- 230000003014 reinforcing effect Effects 0.000 claims description 10
- 230000001133 acceleration Effects 0.000 claims description 9
- 230000001808 coupling effect Effects 0.000 claims description 4
- 230000002457 bidirectional effect Effects 0.000 claims description 3
- 238000010276 construction Methods 0.000 claims description 3
- 230000003068 static effect Effects 0.000 claims description 3
- 229910000831 Steel Inorganic materials 0.000 abstract description 5
- 239000010959 steel Substances 0.000 abstract description 5
- 229910001294 Reinforcing steel Inorganic materials 0.000 abstract description 4
- 239000000284 extract Substances 0.000 abstract description 3
- 230000006872 improvement Effects 0.000 abstract description 3
- 230000002787 reinforcement Effects 0.000 description 3
- 230000009471 action Effects 0.000 description 2
- 238000011065 in-situ storage Methods 0.000 description 2
- 230000007246 mechanism Effects 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- 206010003591 Ataxia Diseases 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000008569 process Effects 0.000 description 1
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Abstract
The invention particularly relates to a finite element modeling method for an integral structure of an assembled precast concrete shear wall; the method is characterized in that: the method comprises the steps of establishing an integral model and simplifying a horizontal connecting beam structure; performing nonlinear analysis to ABAQUS elastoplastic analysis, and exporting the result to an input file; modifying the input file; modifying the displacement boundary condition of the building model; modifying the concrete structure; modifying the reinforcing steel bar model at the sleeve; modify the output parameters and commit the operation. The method carries out finite element modeling on the integral assembly type shear wall structure, applies boundary displacement and seismic waves to the finite element model, carries out finite element calculation analysis, extracts relevant data, and carries out further analysis and improvement. The method solves the problems that the finite element model established by the existing method can not truly reflect the bonding slip characteristic of the steel bar in sleeve grouting, the analysis efficiency is low, the fit degree between the finite element model and the actual structure is poor, and the like.
Description
Technical Field
The invention relates to the field of building structure design, in particular to a method for modeling an integral structure finite element of an assembled precast concrete shear wall.
Background
At present, nonlinear finite element analysis and research are carried out on cast-in-situ reinforced concrete shear wall components and integral structures to obtain more documents. However, nonlinear finite element analysis for the whole structure of the fabricated precast reinforced concrete shear wall is not common, and the reasons of the nonlinear finite element analysis are mainly that the modeling of the structure is complex, and the mechanism and influencing factors of the bonding sliding of the reinforcing steel bars in the sleeve are unknown. It is difficult to build an effective finite element model to reflect the mechanical properties of the rebar in the sleeve and the reinforcement of the sleeve to the structure.
Disclosure of Invention
The invention aims to overcome the defects and provides a modeling method for an integral structure finite element model of an assembled precast concrete shear wall.
In order to achieve the above object, the present invention is achieved by:
a finite element modeling method for an integral structure of an assembled precast concrete shear wall comprises the following steps of; comprising
Step 1, establishing an integral model in the design software of the building department and simplifying a horizontal beam connecting structure;
step 2, in the design software of the building department, the calculated span-to-height ratio is modified to be 0.1, the floor slab is modified to be a full-building elastic plate, and meanwhile, the position of the vertical grid which is not aligned is locally adjusted and aligned;
step 3, performing nonlinear analysis to ABAQUS elastoplastic analysis in the design software of the building department, and exporting the result into an input file;
step 4, modifying input files, namely switching default implicit calculation in the design software of the building engineering into explicit calculation, and modifying load amplitude and importing seismic wave load data;
step 5, modifying displacement boundary conditions of the building model, selecting seismic waves according to the standard requirements, adjusting the acceleration of the seismic waves, and applying bidirectional seismic waves in the X and Y directions; reducing the acceleration peak value in the Y direction to be 0.8 times of the original acceleration peak value;
step 6, modifying the concrete structure, introducing elastic-plastic Helmholtz free energy potential from the consideration of the coupling effect of damage and plasticity of the building structure, and establishing a damage criterion based on the damage energy release rate to form a double scalar elastic-plastic damage model with a thermodynamic basis;
step 7, modifying a reinforcing bar model at the sleeve, and reflecting the bonding sliding of the reinforcing bars in the sleeve and the reinforcing effect of the sleeve in the shear wall;
and 8, modifying output parameters in the design software of the profit and construction department, submitting the output parameters to operation, and obtaining a conclusion.
The method for modeling the finite element of the integral structure of the fabricated precast concrete shear wall comprises the following steps of; in the step 4, the specific steps of switching default implicit calculation in the profit and building engineering software to explicit calculation are as follows: the following instructions are sequentially input in the command line:
*Step, name=StaticLoad, nlgeom=No,inc=10000
Dead and live
*Static
1e-08,1e-06,1e-11,1e-06
replaced by
*Step, name=Step-load, nlgeom=YES
*Dynamic, Explicit, direct user control
1e-05, 1.
*Bulk Viscosity
0.06, 1.2
*Variable Mass Scaling, elset=WHOLEMODEL-1.mass-scaling, dt=2e-06, type=below min, frequency=1。
The method carries out finite element modeling on the integral assembly type shear wall structure, applies boundary displacement and seismic waves to the finite element model, carries out finite element calculation analysis, extracts relevant data, and carries out further analysis and improvement. The method solves the problems that the finite element model established by the existing method can not truly reflect the bonding slip characteristic of the steel bar in sleeve grouting, the analysis efficiency is low, the fit degree between the finite element model and the actual structure is poor, and the like.
Detailed Description
The invention is further illustrated by the following specific examples.
A finite element modeling method for an integral structure of an assembled precast concrete shear wall comprises the following steps of; comprising
Step 1, establishing an integral model in the design software of the building department and simplifying a horizontal beam connecting structure;
step 2, in the design software of the building department, the calculated span-to-height ratio is modified to be 0.1, the floor slab is modified to be a full-building elastic plate, and meanwhile, the position of the vertical grid which is not aligned is locally adjusted and aligned;
step 3, performing nonlinear analysis to ABAQUS elastoplastic analysis in the design software of the building department, and exporting the result into an input file;
step 4, modifying input files, namely switching default implicit calculation in the design software of the building engineering into explicit calculation, and modifying load amplitude and importing seismic wave load data;
step 5, modifying displacement boundary conditions of the building model, selecting seismic waves according to the standard requirements, adjusting the acceleration of the seismic waves, and applying bidirectional seismic waves in the X and Y directions; reducing the acceleration peak value in the Y direction to be 0.8 times of the original acceleration peak value;
step 6, modifying the concrete structure, introducing elastic-plastic Helmholtz free energy potential from the consideration of the coupling effect of damage and plasticity of the building structure, and establishing a damage criterion based on the damage energy release rate to form a double scalar elastic-plastic damage model with a thermodynamic basis;
step 7, modifying a reinforcing bar model at the sleeve, and reflecting the bonding sliding of the reinforcing bars in the sleeve and the reinforcing effect of the sleeve in the shear wall;
and 8, modifying output parameters in the design software of the profit and construction department, submitting the output parameters to operation, and obtaining a conclusion.
The method for modeling the finite element of the integral structure of the fabricated precast concrete shear wall comprises the following steps of; in the step 4, the specific steps of switching default implicit calculation in the profit and building engineering software to explicit calculation are as follows: the following instructions are sequentially performed in the command line:
*Step, name=StaticLoad, nlgeom=No,inc=10000
Dead and live
*Static
1e-08,1e-06,1e-11,1e-06
replaced by
*Step, name=Step-load, nlgeom=YES
*Dynamic, Explicit, direct user control
1e-05, 1.
*Bulk Viscosity
0.06, 1.2
*Variable Mass Scaling, elset=WHOLEMODEL-1.mass-scaling, dt=2e-06, type=below min, frequency=1。
In the above step;
in the step 1, further, an ABAQUS finite element model is imported from a building department, and the maximum size of the basement, the wall elements and the plate elements is 1m, namely, each layer of shear wall is provided with 3 rows of units. The PC wall part is free of vertical distribution ribs of the wall, and vertical connection reinforcing bars are connected with the shear wall in a joint mode; because the distance between the connecting bars is 1m, the cross section area of the connecting bars is 5.09e-4m 2 according to the area equality of 2 ϕ, the cross section area of the sleeve part is 0.0157m 2, and the HRB400 is adopted as the material. Finite element model.
In finite element model building, beam column members of a structure are simulated by using a space Euler beam unit B31, shear walls and floors are simulated by using a shell unit S4R, and T3D2 truss units are adopted by steel bars and sleeves; beam column reinforcements and shear wall reinforcements are arranged through a bar command. The subsequent analysis process uses a display power algorithm and compares the consideration of the sleeve with the non-consideration of the sleeve connection. The reinforcing steel bar structure at the sleeve is modified so as to reflect the bonding slip of the reinforcing steel bars in the sleeve, analyze the influence of grouting the sleeve in the prefabricated wall body, and compare the difference of structural mechanical properties under the action of earthquake load between the prefabricated wall body and the cast-in-situ wall body.
The finite element modeling method further introduces a damage mechanism of a teaching subject group of the university of ataxia Li Jie, starts from considering the coupling effect of damage and plasticity, introduces an elastoplastic Helmholtz free energy potential, establishes a damage criterion based on the damage energy release rate, and forms a double scalar elastoplastic damage model with a thermodynamic basis. And respectively endowing the damaged constitutive model of the concrete to a concrete S4R unit and a beam unit in the prefabricated wall body.
The method can accurately calculate the weak position of the assembled integral shear wall structure under the action of an earthquake, effectively reflects the mechanical property of the sleeve of the shear wall and the influence of steel bar slippage at the sleeve on the integral structure.
Furthermore, the method carries out finite element modeling on the integral assembly type shear wall structure, applies boundary displacement and seismic waves to the finite element model, carries out finite element calculation analysis, extracts relevant data, and carries out further analysis and improvement. The method solves the problems that the finite element model established by the existing method can not truly reflect the bonding slip characteristic of the steel bar in sleeve grouting, the analysis efficiency is low, the fit degree between the finite element model and the actual structure is poor, and the like.
Claims (2)
1. A finite element modeling method for an integral structure of an assembled precast concrete shear wall comprises the following steps of; the method is characterized in that: comprising
Step 1, establishing an integral model in the design software of the building department and simplifying a horizontal beam connecting structure;
step 2, in the design software of the building department, the calculated span-to-height ratio is modified to be 0.1, the floor slab is modified to be a full-building elastic plate, and meanwhile, the position of the vertical grid which is not aligned is locally adjusted and aligned;
step 3, performing nonlinear analysis to ABAQUS elastoplastic analysis in the design software of the building department, and exporting the result into an input file;
step 4, modifying input files, namely switching default implicit calculation in the design software of the building engineering into explicit calculation, and modifying load amplitude and importing seismic wave load data;
step 5, modifying displacement boundary conditions of the building model, selecting seismic waves according to the standard requirements, adjusting the acceleration of the seismic waves, and applying bidirectional seismic waves in the X and Y directions; reducing the acceleration peak value in the Y direction to be 0.8 times of the original acceleration peak value;
step 6, modifying the concrete structure, introducing an elastoplastic Helmholtz free energy potential from the consideration of the coupling effect of the damage and plasticity of the building structure, and establishing a damage criterion based on the damage energy potential release rate to form a double scalar elastoplastic damage model with a thermodynamic basis;
step 7, modifying a reinforcing bar model at the sleeve, and reflecting the bonding sliding of the reinforcing bars in the sleeve and the reinforcing effect of the sleeve in the shear wall;
and 8, modifying output parameters in the design software of the profit and construction department, submitting the output parameters to operation, and obtaining a conclusion.
2. The method for modeling the finite element of the integral structure of the fabricated precast concrete shear wall according to claim 1; the method is characterized in that: in the step 4, the specific steps of switching default implicit calculation in the profit and building engineering software to explicit calculation are as follows: the following instructions are sequentially input in the command line:
*Step, name=StaticLoad, nlgeom=No,inc=10000
Dead and live
*Static
1e-08,1e-06,1e-11,1e-06
replaced by
*Step, name=Step-load, nlgeom=YES
*Dynamic, Explicit, direct user control
1e-05, 1.
*Bulk Viscosity
0.06, 1.2
*Variable Mass Scaling, elset=WHOLEMODEL-1.mass-scaling, dt=2e-06, type=below min, frequency=1。
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101881089A (en) * | 2010-06-29 | 2010-11-10 | 哈尔滨工业大学深圳研究生院 | Evaluation method of earthquake resistant performance of steel tube concrete building and application |
| WO2014032558A1 (en) * | 2012-08-28 | 2014-03-06 | Chu Mingjin | Assembled and integrated shear wall building structure and construction method |
| CN106407548A (en) * | 2016-09-13 | 2017-02-15 | 同济大学 | Anti-collapse optimization design method of reinforced concrete shear wall structure |
| CN107609315A (en) * | 2017-10-23 | 2018-01-19 | 沈阳建筑大学 | Prefabricated assembled concrete shear wall overall structure finite element modeling method |
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2019
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Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101881089A (en) * | 2010-06-29 | 2010-11-10 | 哈尔滨工业大学深圳研究生院 | Evaluation method of earthquake resistant performance of steel tube concrete building and application |
| WO2014032558A1 (en) * | 2012-08-28 | 2014-03-06 | Chu Mingjin | Assembled and integrated shear wall building structure and construction method |
| CN106407548A (en) * | 2016-09-13 | 2017-02-15 | 同济大学 | Anti-collapse optimization design method of reinforced concrete shear wall structure |
| CN107609315A (en) * | 2017-10-23 | 2018-01-19 | 沈阳建筑大学 | Prefabricated assembled concrete shear wall overall structure finite element modeling method |
Non-Patent Citations (3)
| Title |
|---|
| 《A Strain-based plastic viscous -damage model for massive concrete structures》;Faria, R等;《International Journal of Solids and Structures》;第35卷(第14期);第1533-1558页 * |
| 《全装配式混凝土剪力墙结构性能非线性有限元分析》;许铭;《中国优秀硕士学位论文全文数据库 工程科技II辑》(第4期);全文 * |
| 《竖向钢筋套筒浆锚连接的预制剪力墙抗震性能试验》;钱稼茹等;《建筑结构》;第41卷(第2期);全文 * |
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