CN114169206A - A finite element calculation method for residual bearing capacity of steel-concrete composite beams - Google Patents
A finite element calculation method for residual bearing capacity of steel-concrete composite beams Download PDFInfo
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Abstract
本发明公开了一种钢‑混凝土组合梁剩余承载力有限元计算方法，涉及桥梁技术领域，该方法包括：S1、建立钢‑混凝土组合梁有限元模型，将栓钉与钢梁顶面合并在一起；S2、计算所述钢‑混凝土组合梁有限元模型承受设定次数的疲劳荷载后的本构参数，并更新其中的材料属性；S3、将静力荷载取疲劳荷载上限值，定义分析步，并提交分析；S4、根据组合梁疲劳破坏准则判断钢‑混凝土组合梁是否发生疲劳破坏，若钢‑混凝土组合梁未发生疲劳破坏，则以位移加载控制得到荷载‑位移曲线，并输出此时钢‑混凝土组合梁的剩余承载力值，并增加加载次数，重复S2‑S3步骤，直至钢‑混凝土组合梁发生疲劳破坏为止；简化疲劳加载过程，提高计算效率。
The invention discloses a finite element calculation method for the residual bearing capacity of a steel-concrete composite beam, and relates to the technical field of bridges. The method includes: S1. Establishing a steel-concrete composite beam finite element model, merging the stud and the top surface of the steel beam in the together; S2. Calculate the constitutive parameters of the steel-concrete composite beam finite element model after being subjected to a set number of fatigue loads, and update the material properties therein; S3. Take the static load as the upper limit of the fatigue load, and define the analysis Step 1, and submit the analysis; S4. Determine whether the steel-concrete composite beam has fatigue failure according to the fatigue failure criterion of the composite beam. If the steel-concrete composite beam does not have fatigue failure, the load-displacement curve is obtained by displacement loading control, and output this When the residual bearing capacity of the steel-concrete composite beam is determined, and the loading times are increased, the steps S2-S3 are repeated until the fatigue failure of the steel-concrete composite beam occurs; the fatigue loading process is simplified and the calculation efficiency is improved.
Description
Technical Field
The invention belongs to the technical field of bridges, and particularly relates to a finite element calculation method for residual bearing capacity of a steel-concrete composite beam.
Background
Researchers at home and abroad carry out a great deal of research on fatigue tests of the steel-concrete composite beam, fatigue performance influence factors, fatigue failure forms and fatigue life prediction by means of fatigue tests, numerical simulation and the like, but the existing research on the calculation method of the residual bearing capacity of the steel-concrete composite beam is relatively less.
At present, most of calculation methods for the residual bearing capacity of the steel-concrete composite beam are analytical methods based on a linear elasticity theory, the stress and damage process of the composite beam under the action of fatigue load is a nonlinear process actually, influence parameters are numerous, and experimental research on the residual bearing capacity of the steel-concrete composite beam depends on fatigue tests and regression analysis, so that the cost is high and the period is long.
Disclosure of Invention
The invention aims to provide a method for calculating a residual bearing capacity finite element of a steel-concrete composite beam, which is based on a steel-concrete composite beam finite element model, a steel-concrete composite beam fatigue damage evolution rule and a fatigue failure criterion, provides a fatigue simplification analysis method for calculating the residual bearing capacity of the steel-concrete composite beam, simplifies a fatigue loading process and improves calculation efficiency.
In order to achieve the above object, the present invention provides a method for calculating a residual load capacity finite element of a steel-concrete composite beam, the method comprising:
s1, establishing a steel-concrete composite beam finite element model, wherein the studs and the top surface of the steel beam are combined together;
s2, calculating constitutive parameters of the steel-concrete composite beam finite element model after the steel-concrete composite beam finite element model bears fatigue loads for a set number of times, and updating material attributes in the steel-concrete composite beam finite element model;
s3, taking the upper limit value of the fatigue load of the static load, defining an analysis step and submitting the analysis step;
and S4, judging whether the steel-concrete composite beam has fatigue failure or not according to the fatigue failure criterion of the composite beam, if the steel-concrete composite beam does not have fatigue failure, obtaining a load-displacement curve by displacement loading control, outputting the remaining bearing force value of the steel-concrete composite beam at the moment, increasing the loading times, and repeating the steps S2-S3 until the steel-concrete composite beam has fatigue failure.
Optionally, step S1 is performed in the ABAQUS software.
Optionally, step S1 includes the steps of:
s11, selecting unit types, wherein concrete plates, steel beams and studs adopt C3D8R solid units, and reinforcing steel bars adopt T3D2 units;
s12, giving material properties, simulating a concrete slab by adopting a concrete plastic damage model, and simulating a steel beam, a stud and a steel bar by adopting a plastic model;
s13, defining a contact relation, placing the studs and the steel bars in the concrete slab, and establishing a contact mode between the top surface of the steel beam and the bottom surface of the concrete slab based on the surface;
s14, defining boundary conditions, arranging a first reference point below the steel-concrete composite beam finite element model, arranging a first supporting seat at the bottom end of the steel beam, wherein the lower surface of the first supporting seat is in kinematic coupling with the first reference point, and applying constraint conditions to the first reference point;
s15, carrying out grid division, and selecting different grid sizes for concrete plates, steel beams, studs and steel bars for division;
s16, selecting a loading mode, wherein the loading mode can adopt load or displacement control loading;
and S17, defining an analysis step.
Alternatively, in step S12, the concrete slab uses a concrete plastic damage model as a constitutive model, and the constitutive model of the steel beam, the stud and the steel bar uses an elastic-plastic double-fold line model.
Alternatively, in step S13, the top surface of the steel beam and the bottom surface of the concrete slab are in a surface-based contact manner, the normal action is in the form of hard contact, and the tangential action is in the form of "friction penalty".
Optionally, in step S16, the load control loading includes a concentrated force loading manner and an evenly distributed force loading manner, a second reference point is set above the steel-concrete composite beam finite element model, the second reference point is a location where the load control loading is performed, a second support seat is set at the top end of the concrete slab, and the upper surface of the second support seat is in kinematic coupling with the second reference point.
Optionally, in step S3, the static load borne by the steel-concrete composite beam finite element model is an upper limit value of the fatigue load.
Optionally, in step S4, the condition for the steel-concrete composite beam finite element model to have fatigue failure is that any one of the concrete, the steel beam, the steel bar and the stud satisfies the fatigue failure criterion.
Optionally, in step S4, after the displacement loading control is performed on the steel-concrete composite beam finite element model, the remaining bearing force value needs to be extracted from the load-deflection curve of the steel-concrete composite beam finite element model.
The invention provides a method for calculating the residual bearing capacity of a steel-concrete composite beam, which has the beneficial effects that: in addition, by updating each material attribute in the steel-concrete combined beam finite element model, fatigue loading is replaced by multiple static loading, the fatigue loading process is simplified, and the calculation efficiency of the residual bearing capacity is improved.
Additional features and advantages of the invention will be set forth in the detailed description which follows.
Drawings
The above and other objects, features and advantages of the present invention will become more apparent by describing in more detail exemplary embodiments thereof with reference to the attached drawings, in which like reference numerals generally represent like parts throughout.
Fig. 1 shows a first structural schematic diagram of a steel-concrete composite beam finite element model according to an embodiment of the present invention.
Fig. 2 shows a structural view two of a steel-concrete composite beam finite element model according to an embodiment of the present invention.
Fig. 3 shows a cross-sectional view of fig. 1.
Fig. 4 shows a load-displacement curve of a steel-concrete composite beam finite element model when fatigue load is applied 0 times according to an embodiment of the present invention.
Fig. 5 shows a load-displacement curve of a steel-concrete composite beam finite element model loaded 50 ten thousand times with fatigue loads according to an embodiment of the present invention.
Fig. 6 shows a load-displacement curve of a steel-concrete composite beam finite element model when loaded 100 ten thousand times with fatigue load according to an embodiment of the present invention.
Fig. 7 shows a load-displacement curve of a steel-concrete composite beam finite element model when loaded with a fatigue load of 150 ten thousand times according to an embodiment of the present invention.
Fig. 8 shows a load-displacement curve of a steel-concrete composite beam finite element model when loaded 200 ten thousand times with fatigue loads according to an embodiment of the present invention.
Fig. 9 is a flowchart illustrating a method for calculating a residual load finite element of a steel-concrete composite beam according to an embodiment of the present invention.
Description of reference numerals:
1. a stud; 2. a steel beam; 3. a concrete slab; 4. reinforcing steel bars; 5. a first support base; 6. and a second support seat.
Detailed Description
Preferred embodiments of the present invention will be described in more detail below. While the following describes preferred embodiments of the present invention, it should be understood that the present invention may be embodied in various forms and should not be limited by the embodiments set forth herein. Rather, these embodiments are provided so that this disclosure will be thorough and complete, and will fully convey the scope of the invention to those skilled in the art.
The invention provides a finite element calculation method for residual bearing capacity of a steel-concrete composite beam, which comprises the following steps:
s1, establishing a steel-concrete composite beam finite element model, wherein the studs and the top surface of the steel beam are combined together;
s2, calculating constitutive parameters of the steel-concrete composite beam finite element model after the steel-concrete composite beam finite element model bears fatigue loads for a set number of times, and updating material attributes in the steel-concrete composite beam finite element model;
s3, adding the static load to the upper limit value of the fatigue load, defining an analysis step and submitting the analysis step;
and S4, judging whether the steel-concrete composite beam has fatigue failure or not according to the fatigue failure criterion of the composite beam, if the steel-concrete composite beam does not have fatigue failure, obtaining a load-displacement curve by displacement loading control, outputting the remaining bearing force value of the steel-concrete composite beam at the moment, increasing the loading times, and repeating the steps S2-S3 until the steel-concrete composite beam has fatigue failure.
Specifically, the method comprises the steps of firstly establishing a steel-concrete composite beam finite element model, and setting the contact relation between the stud and the top surface of the steel beam to be combined when defining the contact relation of members in the composite beam, so that the stud and the top surface of the steel beam are combined into a whole, the grid division can be simplified, and the calculation is easy to converge; then calculating constitutive parameters of the composite beam after the composite beam bears fatigue loads for a set number of times, and updating the material attributes in the composite beam finite element model in real time; the method comprises the steps of applying a static load to a finite element model of the composite beam, wherein the specific value is an upper limit value of a fatigue load, then carrying out finite element post-processing analysis, judging whether the composite beam is subjected to fatigue failure, if the component in the composite beam is not subjected to the fatigue failure, carrying out displacement loading control, obtaining a load-displacement curve and outputting a residual bearing force value until the component in the composite beam is subjected to the failure, and thus, the method realizes that multiple times of static loading replaces fatigue loading, simplifies the fatigue loading process, and improves the finite element calculation efficiency of the residual bearing force.
Optionally, step S1 is performed in the ABAQUS software.
Optionally, step S1 includes the steps of:
s11, selecting unit types, wherein concrete plates, steel beams and studs adopt C3D8R solid units, and reinforcing steel bars adopt T3D2 units;
s12, giving material properties, simulating a concrete slab by adopting a concrete plastic damage model, and simulating a steel beam, a stud and a steel bar by adopting a plastic model;
s13, defining a contact relation, placing the studs and the steel bars in the concrete slab, and establishing a contact mode between the top surface of the steel beam and the bottom surface of the concrete slab based on the surface;
s14, defining boundary conditions, arranging a first reference point below the steel-concrete composite beam finite element model, arranging a first supporting seat at the bottom end of the steel beam, wherein the lower surface of the first supporting seat is in kinematic coupling with the first reference point, and applying constraint conditions to the first reference point;
s15, carrying out grid division, and selecting different grid sizes for concrete plates, steel beams, studs and steel bars for division;
s16, selecting a loading mode, wherein the loading mode can adopt load or displacement control loading;
and S17, defining an analysis step.
Specifically, when a steel-concrete composite beam finite element model is established in ABAQUS software, unit types of all members in the steel-concrete composite beam are selected, concrete slabs, steel beams and studs adopt C3D8R solid units, and reinforcing steel bars adopt T3D2 units; endowing material properties to each component, simulating a concrete slab by adopting a concrete plastic damage model, simulating other components by adopting a plastic model, arranging the studs and the steel bars in the concrete slab, and arranging the steel beam and the concrete slab in a surface contact mode; defining boundary conditions, wherein the boundary conditions of the steel-concrete composite beam are determined by the support form of the steel-concrete composite beam, setting a first reference point and a first support seat to be in kinematic coupling, and applying conditional constraint on the first reference point to simulate the constraint action of the support seat, so that stress concentration can be effectively avoided; selecting different mesh sizes for each component in the steel-concrete composite beam to divide, wherein the mesh division is used as a step of the importance of the pretreatment of finite element analysis, and the matching degree of the mesh division and a calculation target and the quality of meshes determine the quality of later finite element calculation; and finally, selecting a loading mode, wherein the loading mode can adopt load or displacement control loading, the load mode can select concentrated force loading or uniform force loading, when concentrated force loading is adopted, a virtual reference point can be set and established at the load action, and the motion mode of a component below the virtual reference point is set as motion coupling so as to avoid stress concentration.
Optionally, in step S12, the concrete slab is simulated as a concrete constitutive model using a concrete plastic damage model, and the constitutive models of the steel beam, the stud and the steel bar use an elastic-plastic double-fold line model.
Alternatively, in step S13, the top surface of the steel beam and the bottom surface of the concrete slab are in a surface-based contact manner, the normal action is in the form of hard contact, and the tangential action is in the form of "friction penalty"
Specifically, the contact relationship between the top surface of the steel beam and the bottom surface of the concrete slab is set as a surface option in ABAQUS software, wherein the normal direction adopts a hard contact form, the contact form in the tangential direction is set as a penalty friction option, and the friction coefficient can take a value of 0.35.
Optionally, in step S16, the load control loading includes a concentrated force loading mode and an even force loading mode, a second reference point is set above the steel-concrete composite beam finite element model, the second reference point is a location where the load control loading is performed, a second support seat is set at the top end of the concrete slab, and the upper surface of the second support seat is in kinematic coupling with the second reference point.
Specifically, a second reference point is arranged above the finite element model of the steel-concrete composite beam, and the top end of the concrete slab is in kinematic coupling with the second reference point through a second support seat so as to avoid stress concentration.
Optionally, in step S3, the static load borne by the steel-concrete composite beam finite element model is a fatigue load upper limit value.
Alternatively, in step S4, the fatigue failure condition of the steel-concrete composite beam finite element model may be that any one of the concrete, the steel beam, the steel bar and the stud satisfies the failure condition.
Alternatively, in step S4, after the displacement loading control is performed on the steel-concrete composite beam finite element model, the remaining bearing force value of the steel-concrete composite beam finite element model needs to be extracted.
Specifically, whether the steel-concrete composite beam finite element model has fatigue failure or not is judged according to the fatigue failure criterion of the composite beam, if the composite beam does not have fatigue failure, a load-displacement curve is obtained through displacement loading control, the remaining bearing force value of the composite beam at the moment is output, and if the composite beam has fatigue failure, the calculation is stopped.
The fatigue failure criterion can be determined according to the following formula.
A composite beam is considered to have fatigue failure when any one of the concrete slab, steel beam, rebar and studs meets its corresponding fatigue failure criteria.
The criteria for fatigue failure of concrete are as follows:
the failure criteria for the steel bars, beams and studs are as follows:
wherein, Delta sigma is the stress amplitude of the steel bar and the steel beam, Delta tau is the stress amplitude of the stud, n is the fatigue load cycle number, and Delta sigma isDΔ τ, normal amplitude fatigue limit for normal stressLFor the limit of shear stress amplitude fatigue cut-off, gammaMIs a fatigue resistance partial coefficient, where Δ σD、ΔτLAnd gammaMThe materials are taken according to the requirements of the design Specification of highway steel structure bridges (JTG D64-2015).
Examples
As shown in fig. 1 to 9, the present invention provides a method for calculating a residual load capacity finite element of a steel-concrete composite beam, the method comprising:
s1, establishing a steel-concrete composite beam finite element model, wherein the stud 1 and the top surface of the steel beam 2 are combined together;
s2, calculating constitutive parameters of the steel-concrete composite beam finite element model after the steel-concrete composite beam finite element model bears fatigue loads for a set number of times, and updating material attributes in the steel-concrete composite beam finite element model;
s3, taking the upper limit value of the fatigue load of the static load, defining an analysis step and submitting the analysis step;
and S4, judging whether the steel-concrete composite beam has fatigue failure or not according to the fatigue failure criterion of the composite beam, if the steel-concrete composite beam does not have fatigue failure, obtaining a load-displacement curve by displacement loading control, outputting the remaining bearing force value of the steel-concrete composite beam at the moment, increasing the loading times, and repeating the steps S2-S3 until the steel-concrete composite beam has fatigue failure.
In the present embodiment, step S1 is performed in the ABAQUS software.
In the present embodiment, step S1 includes the following steps:
s11, selecting the type of the unit, wherein the concrete plate 3, the steel beam 2 and the stud 1 adopt a C3D8R solid unit, and the steel bar adopts a T3D2 unit;
s12, giving material properties, simulating a concrete plastic damage model for the concrete 3 plate, and simulating a plastic model for the steel beam 2, the stud 1 and the steel bar 4;
s13, defining a contact relation, and placing the stud 1 and the steel bar 4 in the concrete slab, wherein the top surface of the steel beam 2 and the bottom surface of the concrete slab 3 are in contact based on the surface;
s14, defining boundary conditions, arranging a first reference point below the steel-concrete composite beam finite element model, arranging a first supporting seat 5 at the bottom end of the steel beam 2, and applying constraint conditions to the first reference point, wherein the lower surface of the first supporting seat 5 is in kinematic coupling with the first reference point;
s15, carrying out grid division, and selecting different grid sizes for the concrete plate 3, the steel beam 2, the stud 1 and the steel bar 4 to divide;
s16, selecting a loading mode, wherein the loading mode can adopt load or displacement control loading;
and S17, defining an analysis step.
In this embodiment, in step S12, the concrete slab 3 uses a concrete plastic damage model as a constitutive model, and the steel beam 2, the stud 1 and the steel bar 4 use an elastic-plastic double fold model.
In this embodiment, in the step S13, in the surface-based contact establishment of the top surface of the steel beam 2 and the bottom surface of the concrete plate 3, the normal action is in the form of hard contact, and the tangential action is in the form of "friction penalty".
In this embodiment, in step S16, the load control loading includes a concentrated force loading manner and an evenly distributed force loading manner, a second reference point is disposed above the steel-concrete composite beam finite element model, the second reference point is a location of the load control loading, a second support seat 6 is disposed at the top end of the concrete slab 3, and the upper surface of the second support seat 6 is in kinematic coupling with the second reference point.
In this embodiment, in step S3, the static load borne by the steel-concrete composite beam finite element model is the upper limit value of the fatigue load.
In this embodiment, in step S4, the condition for the steel-concrete composite beam finite element model to have fatigue failure may be that any one of the concrete slab 3, the steel beam 2, the steel bar 4 and the stud 1 satisfies the fatigue failure criterion.
In this embodiment, after the displacement loading control is performed on the steel-concrete composite beam finite element model in step S4, the remaining bearing force value needs to be extracted from the load-deflection curve of the steel-concrete composite beam finite element model.
In conclusion, a finite element model is established in ABAQUS software, the span of a test beam is 3.2m, the calculated span is 3m, the influence of a steel beam stiffening rib is neglected through trial calculation, the section size of a concrete plate 3 is 300 multiplied by 80cm, a steel beam 2 is made of I-shaped steel, the section size of an upper wing plate is 120 multiplied by 10cm, the section size of a lower wing plate is 160 multiplied by 10cm, the section size of a web plate is 10 multiplied by 160cm, and the position of a stud 1 is shown in FIG. 3; c50 concrete is adopted as the concrete, the plastic damage parameters are shown in the following table, the elastic modulus is 3.59 multiplied by 104MPa, and the Poisson ratio is 0.2;
the steel beam is formed by welding Q345 steel, phi 13 multiplied by 60 studs are adopted, the material is ML-15, the stud is arranged according to complete shear connection, the longitudinal distance is 215mm, and the test results of the material properties of the steel beam 2 and the stud 1 are shown in the following table;
and obtaining an analysis result, respectively calculating load-displacement curves of the beam when the fatigue load is loaded for 0 time, 50 ten thousand times, 100 ten thousand times, 150 ten thousand times and 200 ten thousand times according to the provided combined beam modeling method, wherein the load-displacement curves are shown in figures 4-8, and extracting the residual bearing capacity from the curves as shown in the table.
Having described embodiments of the present invention, the foregoing description is intended to be exemplary, not exhaustive, and not limited to the embodiments disclosed. Many modifications and variations will be apparent to those of ordinary skill in the art without departing from the scope and spirit of the described embodiments.
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| CN117709159A (en) * | 2023-12-15 | 2024-03-15 | 四川大学 | Simulation method of concrete cavitation damage of flood discharge and energy dissipation structures based on equivalent load |
| CN117929146A (en) * | 2024-01-26 | 2024-04-26 | 北京交通大学 | Numerical analysis system for curve steel-concrete combined box type beam-bar system model |
| CN118536361A (en) * | 2024-06-13 | 2024-08-23 | 沧州交通发展(集团)有限责任公司 | A dual-scale finite element analysis method and system for steel-concrete composite bridges |
| CN118427491A (en) * | 2024-07-03 | 2024-08-02 | 石家庄学院 | Calculation method of shear stiffness of studs in composite bridges under fatigue load |
| CN118780130A (en) * | 2024-07-24 | 2024-10-15 | 西南交通大学 | A numerical simulation method for tunnel support structure considering bond-slip |
| CN118780130B (en) * | 2024-07-24 | 2025-01-28 | 西南交通大学 | A numerical simulation method for tunnel support structure considering bond-slip |
| CN119249538A (en) * | 2024-08-12 | 2025-01-03 | 重庆大学 | An integrated method for intelligent modeling and optimization of steel-concrete composite beam bridges based on human-machine collaboration |
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