CN105302953A - Three-dimensional finite element verification method of multilayer railroad bed structure shakedown analysis - Google Patents
Three-dimensional finite element verification method of multilayer railroad bed structure shakedown analysis Download PDFInfo
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Abstract
The invention discloses a three-dimensional finite element verification method of multilayer railroad bed structure shakedown analysis. The method adopts ABAQUS finite element software, applies dynamic cyclic load which is equal to a multilayer railroad bed structure shakedown limit calculated by a shakedown theory to the surface of a rail, and verifies whether the railroad structure is under a shakedown state or not under the action of the load through the analysis of a relationship between a structure residual stress field and load circulation frequencies. The three-dimensional finite element verification method comprises the following specific steps: simplifying a railroad surface bed structure; extracting the geometrical parameter of the structure; independently endowing the railroad surface bed structure with material attributes and unit attributes; setting a boundary condition of the structure; simulating a circulation rail load function; and operating a model to carry out preprocessing. The practical structure of the railroad surface bed is simplified, the three-dimensional finite model of the multilayer railroad surface bed structure is established, the multilayer railroad surface bed structure shakedown limit obtained by the shakedown limit is verified, and a benefit reference is provided for the design of the railroad surface bed.
Description
Technical field
The present invention relates to computer-aided design for railway engineering technical field, the three-dimensional finite element verification method of particularly a kind of multilayer railway bed Shakedown of Structures analysis.
Background technology
It is fast that railway has speed, the features such as freight volume is large, and the ratio that therefore transportation by railroad is shared in modern transportation is more and more higher.Current, railway Pavement analysis method and design theory great majority are all based on theory of elasticity and empirical method.And in fact, under Vehicle Load, pavement structure main manifestations is plastic yield.This just makes the Strength and Dformation characteristic of the railway ground surface material based on theory of elasticity can not get correct reflection.Therefore, more reasonably elastic plastic theory methods analyst and the deformation-failure character of consideration railway under mobile cyclic load is adopted to be important directions of current railway research.
Shake-down theory is the basic theories considering elastoplasticity result deformation and failure characteristic under cyclic load, and it is applied to the plastic deformation characteristic research field of metallic object under load and temperature field acting in conjunction the earliest.Shake-down theory is incorporated in the research of pavement structure and has achieved significant achievement.But, owing to calculating the complicacy of the self-equilibrating residual stress field of pavement structure under migration, in theoretical analysis, usually certain simplification is carried out to structured material, as elastic-perfectly plastic material, small deformation theory, ignore and the factor of time correlation (as speed sensitivity, creep etc.) etc., therefore the limit of stability load of theory calculate gained differs and makes structure be in shakedown surely, and then serves restricted effect to shakedown analysis theory being applied in the design and study of railway pavement structure.According to the definition of shake-down theory, the present invention adopts ABAQUS finite element software to set up complete three-dimensional finite element model, by unrelieved stress in structure under analysis cycle dynamic loading and the overstrain field action rule with cycle index, judge that whether structure is in shakedown under applying shake-down theory to calculate the dynamic cyclic load of gained, creates positive impetus by being applied to the research of railway Pavement Design to shake-down theory.
Summary of the invention
Goal of the invention: the deficiency that the present invention is directed to existing research, provides the three-dimensional finite element verification method that a kind of multilayer railway bed Shakedown of Structures is analyzed.
Technical scheme: the invention provides the three-dimensional finite element verification method that a kind of multilayer railway bed Shakedown of Structures is analyzed.It is characterized in that, the method adopts ABAQUS finite element software, the dynamic cyclic load that size equals the multilayer railway bed structure limit of stability that shake-down theory calculates is applied at raceway surface, by the relation of analytical structure residual stress field with load cycle index, verify whether railway structure is in shakedown under this load action.Specifically comprise the following steps:
(1) structure simplifies: according to the CAD drawing of railway road surface road structure design and construction, ignore the component less to structure influence, railway road surface road structure is reduced to the simplification structure be made up of track, railway rail pad, sleeper, surface layer of subgrade bed, bottom layer of subgrade and embankment, and extracts the geometric parameter of these structures and the material parameter of various material;
(2) set up finite element model: according to the thickness of the track extracted, railway rail pad, sleeper, surface layer of subgrade bed, bottom layer of subgrade and embankment, the physical dimension such as length and width sets up the complete three-dimensional finite element model comprising track, railway rail pad, sleeper, surface layer of subgrade bed, bottom layer of subgrade and embankment.For taking into full account the boundary condition of structure, reduce the load that applies to the impact of computation structure, the semi-infinite space structure of railway bed structural simulation to be radius be 2r, and be that the road structure of r is modeled as infinite element unit by outer layer thickness.
(3) give material parameter and cell attribute: track and sleeper adopt Von-Mises yield criteria, and surface layer of subgrade bed, bottom layer of subgrade and embankment adopt Mohr-Coulomb yield criteria, railway rail pad adopts has certain stiffness coefficient k
pwith ratio of damping c
pspring/damping unit, and input is by the material parameter of (1) gained.The surface layer of subgrade bed in track, sleeper and model center region, bottom layer of subgrade, embankment adopt 8 node to reduce solid element (C3D8R) simulation for 1 time, and the surface layer of subgrade bed in outer region, bottom layer of subgrade, embankment adopt three-dimensional infinite element solid element (CIN3D8) to simulate.Should arrange geometric model to divide evenly qualified finite element grid for criterion before stress and strain model, and carry out size of mesh opening sensitivity analysis, to determine the Bestgrid dividing mode meeting computational accuracy and counting yield simultaneously.
(4) boundary condition of institute's Modling model is set: according to railway road surface actual conditions, the horizontal shift of constraint tracks, sleeper, surface layer of subgrade bed, bottom layer of subgrade and embankment, the bottom of model is fixed constraint (adopting the region of Infinite Element simulation without the need to defining boundary condition).
(5) external load is applied: shake-down theory is calculated institute and obtain limit of stability load λ
sdp
0as the maximum crushing stress of three-dimensional Hertz load, put on raceway surface, simulation loop load action by the circulation of DLOAD subroutine.
(6) operational model, the structure unrelieved stress that analytical calculation obtains and the distribution of overstrain, judge whether structure enters shakedown under limit of stability load action, if unrelieved stress and overstrain through limited number of time the effect of cyclic load number of times and tend towards stability, then structure is in shakedown; Otherwise, structure destabilization.
Beneficial effect: the theoretical analysis method due to limit of stability exists certain assumed condition, therefore can not ensure whether the result of gained can make structure be in shakedown.The present invention is based on ABAQUS finite element software, the limit of stability load obtained by theory calculate puts on raceway surface as dynamic cyclic load, and then by the regularity of distribution of analyzing unrelieved stress occasion overstrain field in structure under repeatedly cyclic load and development and change.Whether checking railway structure under this load action is in shakedown.Railway road surface roadbed is reduced to the simplification structure be made up of track, railway rail pad, sleeper, surface layer of subgrade bed, bottom layer of subgrade and embankment by the present invention in modeling, and extract its geometric parameter, set up ABAQUS finite element model, utilize DLOAD subroutine to simulate the ringing of Hertz load, thus obtain residual stress and strain field in the road structure of railway road surface.This invention simulates the complete structure of three-dimensional railway road surface roadbed, have employed the actual semi-infinite space characteristic of infinite element unit simulation roadbed, the elastic-plastic deformation characteristic of pavement structure can not only be reacted comparatively really, and the stress field of pavement structure under load action comparatively accurately can be provided, more convenient to the aftertreatment of results needed, easilier to promote the use of in the stability project navigator analysis of railway pavement structure.
Accompanying drawing illustrates:
Fig. 1 is the process flow diagram of the inventive method;
Fig. 2 is the geometric model and stress and strain model schematic diagram that modeling method of the present invention is concrete;
Fig. 3 is track, rail underlayer and sleeper thin portion stress and strain model figure;
Fig. 4 is three-dimensional Hertz load schematic diagram;
Fig. 5 is for work as λ
sdp
0the relation of residual stress distribution and dynamic cyclic load number of times in railway bed structure during=755MPa;
Fig. 6 is λ
sdp
0the relation of residual stress distribution and dynamic cyclic load number of times in railway bed structure during=770MPa;
Fig. 7 is for work as λ
sdp
0during=755MPa, in railway bed structure, overstrain distributes and the relation moving cyclic load number of times;
Fig. 8 is λ
sdp
0during=770MPa, in railway bed structure, overstrain distributes and the relation moving cyclic load number of times;
In figure, 1 be track, 2 is sleeper, 3 is adopt the rail underlayer, 4 of spring/damping unit simulation be adopt the surface layer of subgrade bed, 5 of CIN3D8 unit simulation be adopt the bottom layer of subgrade, 6 of CIN3D8 unit simulation be adopt the embankment, 7 of CIN3D8 unit simulation to be the surface layer of subgrade bed, 8 of employing C3D8R unit simulation to be the bottom layer of subgrade, 9 of employing C3D8R unit simulation to be the embankment of employing C3D8R unit simulation.
Embodiment
The specific embodiment of the present invention is described in detail below in conjunction with accompanying drawing.Protection scope of the present invention is not limited only to the description of present embodiment.
The three-dimensional finite element verification method that a kind of multilayer railway bed Shakedown of Structures is analyzed, it is characterized in that, the method adopts ABAQUS finite element software, the dynamic cyclic load that size equals the multilayer railway bed structure limit of stability that shake-down theory calculates is applied at raceway surface, by the relation of analytical structure residual stress field with load cycle index, verify whether railway structure is in shakedown under this load action.As shown in Figure 1, specifically comprise the following steps:
(1) structure simplifies: according to the CAD drawing of railway supercrust design and construction, ignore the component less to structure influence, railway road surface is reduced to the simplification structure be made up of track 1, sleeper 2, rail underlayer 3, surface layer of subgrade bed 4 and 7, bottom layer of subgrade 5 and 8, embankment 6 and 9, and extracts the geometric parameter (table 1) of these structures and the material parameter (table 2) of various material;
Table 1: railway structure layers of material thickness
| Structural sheet | Track | Sleeper | Surface layer of subgrade bed | Bottom layer of subgrade | Embankment |
| Thickness (m) | 0.176 | 0.20 | 0.30 | 2.70 | 3.50 |
Table 2: railway structure layers of material parameter
(2) set up finite element model as shown in Figures 2 and 3: according to the thickness of the track 1 extracted, sleeper 2, rail underlayer 3, surface layer of subgrade bed 4 and 7, bottom layer of subgrade 5 and 8, embankment 6 and 9, the physical dimension such as length and width sets up the complete three-dimensional finite element model of multilayer railway road surface road structure.For taking into full account the boundary condition of structure, reduce the load that applies to the impact of computation structure, the semi-infinite space structure of railway bed structural simulation to be radius be 2r, and be that the road structure of r is modeled as infinite element unit by outer layer thickness.Model radius 2r is as shown in Figure 2 5.0m, includes 6 sleepers, and sleeper pitch is 0.65m, and the length of track is 3.9m.
(3) give material parameter and cell attribute: track 1 and sleeper 2 adopt Von-Mises yield criteria, surface layer of subgrade bed 4 and 7, bottom layer of subgrade 5 and 8, embankment 6 and 9 adopt Mohr-Coulomb yield criteria, and railway rail pad adopts has certain stiffness coefficient k
pwith ratio of damping c
pspring/damping unit (as shown in Figure 3), and input is by the material parameter (table 2) of (1) gained.The surface layer of subgrade bed 7 in track 1, sleeper 2 and model center region, bottom layer of subgrade 8, embankment 9 adopt 8 node to reduce solid element (C3D8R) simulation for 1 time, and the surface layer of subgrade bed 4 in outer region, bottom layer of subgrade 5, embankment 6 adopt three-dimensional infinite element solid element (CIN3D8) to simulate.Because track 1 directly bears the effect of train load in the present invention, therefore grid needs comparatively meticulous, adopts the cubic units of 0.5a to simulate in this example.The grid of sleeper 2 and bottom roadbed can be more coarse a little, and employing length is the cubic units simulation of 0.7a and 5.5a respectively.
(4) boundary condition of institute's Modling model is set: according to railway road surface road structure actual conditions, the horizontal shift of constraint tracks 1, sleeper 2, surface layer of subgrade bed 3, bottom layer of subgrade 4 and embankment 5, the bottom of model is fixed constraint (adopting the region of Infinite Element simulation without the need to defining boundary condition).
(5) external load is applied: shake-down theory is calculated institute and obtain limit of stability load λ
sdp
0as the maximum crushing stress of three-dimensional Hertz load, put on track 1 surface by the circulation of DLOAD subroutine, simulation loop load action.
In three-dimensional Shakedown Analysis problem, train wheel load effect simplification is thought of as a spheroid and rolls across road surface, and represent the contact force between track and spheroid with Hertz load, as shown in Figure 4.In Fig. 4, P and Q represents vertical force suffered on track and tangential force respectively, and μ is the friction factor between wheel track, and in Fig. 1, a is the radius of train wheel track contact area, is generally taken as a=10mm.In three-dimensional Hertz load, normal stress p and tangential stress q can be expressed as:
DLOAD subroutine can be utilized in ABAQUS to define Hertz load, for obtaining the limit of stability coefficient of railway pavement structure, wherein p
0=3P/2 π a
2for the maximum unit pressure in Hertz load assignment.The multilayer railway road surface road structure limit of stability load calculated by shake-down theory is 755MPa, in order to whether comparison structure is in shakedown, adopts the load of two kinds of different amplitudes to calculate: λ
sdp
0=755MPa (equaling limit of stability) and λ
sdp
0=770MPa (being greater than limit of stability).Hertz load shows with certain speed v=20m/s track 1 that acts at the uniform velocity, adopts FORTRAN DO, makes it act on 12 times.
(6) operational model, the structure unrelieved stress that analytical calculation obtains and the distribution of overstrain, judge whether structure enters shakedown under limit of stability load action, if unrelieved stress and overstrain through limited number of time the effect of cyclic load number of times and tend towards stability, then structure is in shakedown; Otherwise, structure destabilization.
Fig. 5 and Fig. 7 represents that multilayer railway structure moves the variation relation of distribution with number of loading of unrelieved stress under cyclic load and overstrain when size is 755MPa respectively.Fig. 6 and Fig. 8 represents that multilayer railway structure moves the variation relation of distribution with number of loading of unrelieved stress under cyclic load and overstrain when size is 770MPa respectively.As shown in figure 5 and figure 7, when load equals limit of stability, in structure, the distribution of unrelieved stress and overstrain does not increase with the increase of cyclic load number of times, illustrates to have formed a stable residual stress field in inside configuration, and therefore structure is in shakedown.And for Fig. 6 and Fig. 8, the load that structure acts on has exceeded the limit of stability load of structure, along with the increase of dynamic cyclic load, in structure, the absolute value of maximum residual stress and overstrain increases gradually, mean under this load action, the accumulating residual deformation of structure will constantly increase, and finally occur accumulation plastic failure, structure destabilization.
Claims (1)
1. the three-dimensional finite element verification method of a multilayer railway bed Shakedown of Structures analysis, it is characterized in that: the method adopts ABAQUS finite element software, the dynamic cyclic load that size equals the multilayer railway bed structure limit of stability that shake-down theory calculates is applied at raceway surface, by the relation of analytical structure residual stress field with load cycle index, whether checking railway structure under this load action is in shakedown, specifically comprises the following steps:
(1) structure simplifies: according to the CAD drawing of railway road surface road structure design and construction, ignore the component less to structure influence, railway road surface road structure is reduced to the simplification structure be made up of track, railway rail pad, sleeper, surface layer of subgrade bed, bottom layer of subgrade and embankment, and extracts the geometric parameter of these structures and the material parameter of various material;
(2) finite element model is set up: according to the thickness of the track extracted, railway rail pad, sleeper, surface layer of subgrade bed, bottom layer of subgrade and embankment, the physical dimension such as length and width sets up the complete three-dimensional finite element model comprising track, railway rail pad, sleeper, surface layer of subgrade bed, bottom layer of subgrade and embankment, for taking into full account the boundary condition of structure, the load reducing to apply is on the impact of computation structure, the semi-infinite space structure of railway bed structural simulation to be radius be 2r, and be that the road structure of r is modeled as infinite element unit by outer layer thickness;
(3) give material parameter and cell attribute: track and sleeper adopt Von-Mises yield criteria, and surface layer of subgrade bed, bottom layer of subgrade and embankment adopt Mohr-Coulomb yield criteria, railway rail pad adopts has certain stiffness coefficient k
pwith ratio of damping c
pspring/damping unit, and input is by the material parameter of (1) gained, track, the surface layer of subgrade bed in sleeper and model center region, bottom layer of subgrade, embankment adopts 8 node to reduce solid element (C3D8R) simulation for 1 time, the surface layer of subgrade bed in outer region, bottom layer of subgrade, embankment adopts three-dimensional infinite element solid element (CIN3D8) to simulate, should arrange geometric model to divide evenly qualified finite element grid for criterion before stress and strain model, and carry out size of mesh opening sensitivity analysis, to determine the Bestgrid dividing mode meeting computational accuracy and counting yield simultaneously,
(4) boundary condition of institute's Modling model is set: according to railway road surface actual conditions, the horizontal shift of constraint tracks, sleeper, surface layer of subgrade bed, bottom layer of subgrade and embankment, the bottom of model is fixed constraint, adopts the region of Infinite Element simulation without the need to defining boundary condition;
(5) external load is applied: shake-down theory is calculated institute and obtain limit of stability load λ
sdp
0as the maximum crushing stress of three-dimensional Hertz load, put on raceway surface, simulation loop load action by the circulation of DLOAD subroutine;
(6) operational model, the structure unrelieved stress that analytical calculation obtains and the distribution of overstrain, judge whether structure enters shakedown under limit of stability load action, if unrelieved stress and overstrain through limited number of time the effect of cyclic load number of times and tend towards stability, then structure is in shakedown; Otherwise, structure destabilization.
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| CN114491730A (en) * | 2021-12-23 | 2022-05-13 | 中国铁道科学研究院集团有限公司 | Dynamic stability analysis iteration method and device for high-speed railway roadbed structure |
| CN116484667A (en) * | 2023-03-13 | 2023-07-25 | 北京交通大学 | Topology optimization and stability assessment method for support connector structure |
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