CN102852090B - High-speed railway long-span bridge unit-type ballastless track seamless line design method - Google Patents

High-speed railway long-span bridge unit-type ballastless track seamless line design method Download PDF

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CN102852090B
CN102852090B CN201210331001.5A CN201210331001A CN102852090B CN 102852090 B CN102852090 B CN 102852090B CN 201210331001 A CN201210331001 A CN 201210331001A CN 102852090 B CN102852090 B CN 102852090B
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vertical
bridge
rail
track
ballastless track
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CN102852090A (en
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高亮
曲村
蔡小培
乔神路
杨文茂
赵磊
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Beijing Jiaotong University
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Beijing Jiaotong University
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Abstract

The invention discloses a high-speed railway long-span bridge unit-type ballastless track seamless line design method. The method includes applying ANSYS software and ABAQUS software to respectively establish a high-speed railway long-span CRTS I-type plate-type or double block type ballastless track seamless line vertical and horizontal vertical space coupling static model and a vertical and horizontal vertical space coupling dynamic model. Composition of structures of steel rails, fasteners, track plates, mortar filling layers, base plates, concave retaining platforms, resin filling layers around the concave retaining platforms, double block type sleepers, roadbed plates, isolating layers, limiting grooves, rubber backing plates, supporting layers, bridges, piers and the like and action of high-speed vehicles are taken into consideration, and stress and deformation of tracks and bridge details can be obtained by calculating contractility, deflection force and braking force under different conditions of vertical resistance of the fasteners, temperature difference of the bridges, ballastless track structural temperature difference, elasticity modulus of the resin filling layers, elasticity modulus of the mortar filling layers, rigidity of the rubber backing plates, friction coefficient of the isolating layers, continuous beam vertical rigidity, continuous beam bridge-span length. The high-speed railway long-span bridge unit-type ballastless track seamless line design method is suitable for design and calculation of high-speed railway long-span bridge unit-type ballastless track seamless lines and can provide services for design and maintenance of high-speed railways.

Description

The modular non-fragment orbit Jointless Track Design of high-speed railway long-span bridge method
Technical field
The present invention relates to a kind of railway construction design field, relate in particular to the modular non-fragment orbit Jointless Track Design of a kind of high-speed railway long-span bridge method.
Background technology
At present, CRTS I plate-type or double-block type ballastless track gapless track on the bridge of many High-speed Passenger Dedicated Lines, have been laid.Lay after non-fragment orbit, beam rail interaction mechanism and computation model etc. have significantly different from traditional Ballast track; Between different ballastless track structure forms, beam rail interaction relationship is also not quite similar.Particularly adopt CRTS I plate-type or double-block type ballastless track structure in large-span continuous beam after, its beam rail interaction mechanism is more complicated.
In prior art, design and construction for CRTS I plate-type and double-block type ballastless track structure has carried out some theoretical and experimental investigations, but the research for the CRTS I plate-type of laying on long-span bridge and double-block type ballastless track gapless track is relative less, in the selection of design and parameter, be faced with a new difficult problem.
Summary of the invention
The object of this invention is to provide a kind of can calculating and the modular non-fragment orbit Jointless Track Design of the high-speed railway long-span bridge method of analyzing the rule that affects of the design factors such as the orbit parameter of multi-form ballastless track structure and bridge parameter.
The object of the invention is to be achieved through the following technical solutions:
The modular non-fragment orbit Jointless Track Design of high-speed railway long-span bridge of the present invention method, the method comprises:
Application ANSYS software to rail, fastener, track plates, slurry placement layer, bed plate, convex blocking platform and around resin filling layer, bridge and bridge pier carry out analog simulation, set up high-speed railway long-span bridge CRTS I plate-type non-fragment orbit gapless track in length and breadth vertical space coupling statics model carry out statics Analysis;
Application ABAQUS software carries out analog simulation to the structure of hot-short, CRTS I plate-type non-fragment orbit gapless track and long-span bridge, set up high-speed railway long-span bridge CRTS I plate-type non-fragment orbit gapless track in length and breadth vertical space Coupling Dynamic Model carry out dynamic analysis;
Application ANSYS software carries out analog simulation to rail, fastener, double-block type sleeper, road bed board, convex blocking platform, separation layer, bed plate, limited impression, rubber mat plate, supporting layer, bridge and bridge pier, set up high-speed railway long-span bridge double-block type ballastless track gapless track in length and breadth vertical space coupling statics model carry out statics Analysis;
Application ABAQUS software carries out analog simulation to the structure of hot-short, double-block type ballastless track gapless track and long-span bridge, set up high-speed railway long-span bridge double-block type ballastless track gapless track in length and breadth vertical space Coupling Dynamic Model carry out dynamic analysis.
As seen from the above technical solution provided by the invention, the modular non-fragment orbit Jointless Track Design of high-speed railway long-span bridge provided by the invention method, due to based on Finite Element Method, vertical space coupling is quiet in length and breadth to set up high-speed railway long-span bridge CRTS I plate-type and double-block type ballastless track gapless track, kinetic model, the rule that affects on design factors such as the orbit parameter of multi-form ballastless track structure and bridge parameters is calculated and is analyzed, relevant design is proposed to useful supplementing, can make up the deficiency of high-speed railway long-span bridge non-fragment orbit gapless track research, contribute to form the technical condition of high-speed railway long-span bridge non-fragment orbit, improve high-speed rail technology system, achievement in research will directly be served the construction of high-speed railway, there is important theory and realistic meaning.
Accompanying drawing explanation
Fig. 1 is frame-type standard gauge guidance tape Model of Solid Elements figure.
Fig. 2 is frame-type beam-ends track plates Model of Solid Elements figure.
Fig. 3 is monolithic devices standard gauge guidance tape Model of Solid Elements figure.
Fig. 4 is monolithic devices beam-ends track plates Model of Solid Elements figure.
Fig. 5 is track plates and slurry placement layer entity model of element figure.
Fig. 6 is bridge upper base seat board and circular convex blocking platform Model of Solid Elements figure.
Fig. 7 is beam-ends bed plate and semicircle convex blocking platform Model of Solid Elements figure.
Fig. 8 is convex blocking platform resin filling layer entity model of element figure around.
Fig. 9 is 32m simple supported box beam Model of Solid Elements figure.
Figure 10 is (80+128+80) m continuous box girder Model of Solid Elements figure.
Figure 11 is CRTS I type frame-type platy ballastless track structure statics illustraton of model on bridge.
Figure 12 is CRTS I type monolithic devices platy ballastless track structure statics illustraton of model on bridge.
Figure 13 is hot-short block mold figure.
Figure 14 is rail Model of Solid Elements figure.
Figure 15 is frame-type standard gauge guidance tape Model of Solid Elements figure.
Figure 16 is frame-type beam-ends track plates Model of Solid Elements figure.
Figure 17 is monolithic devices standard gauge guidance tape Model of Solid Elements figure.
Figure 18 is monolithic devices beam-ends track plates Model of Solid Elements figure.
Figure 19 is track plates and slurry placement layer entity model of element figure.
Figure 20 is bridge upper base seat board and circular convex blocking platform Model of Solid Elements figure.
Figure 21 is beam-ends bed plate and semicircle convex blocking platform Model of Solid Elements figure.
Figure 22 is convex blocking platform and resin filling layer entity model of element figure around.
Figure 23 is 32m simple supported box beam Model of Solid Elements figure.
Figure 24 is (80+128+80) m continuous box girder Model of Solid Elements figure.
Figure 25 is high-speed railway long-span bridge CRTS I plate-type non-fragment orbit gapless track vertical space Coupling Dynamic Model elevation in length and breadth.
Figure 26 is high-speed railway long-span bridge CRTS I plate-type non-fragment orbit gapless track vertical space Coupling Dynamic Model overall diagram in length and breadth.
Figure 27 is bed board and end face double-block type sleeper Model of Solid Elements figure.
Figure 28 is bed board and bottom surface convex blocking platform Model of Solid Elements figure.
Figure 29 is bed plate and limited impression Model of Solid Elements figure.
Figure 30 is roadbed upper support layer entity model of element figure.
Figure 31 is bridge double-block ballastless track Statics of Structures illustratons of model.
Figure 32 is bed board and end face double-block type sleeper Model of Solid Elements figure.
Figure 33 is bed board and bottom surface convex blocking platform Model of Solid Elements figure.
Figure 34 is bed plate and limited impression Model of Solid Elements figure.
Figure 35 is high-speed railway long-span bridge double-block type ballastless track gapless track vertical space Coupling Dynamic Model elevation in length and breadth.
Figure 36 is high-speed railway long-span bridge double-block type ballastless track gapless track vertical space Coupling Dynamic Model overall diagram in length and breadth.
Figure 37 is rail stroke power comparison diagram under the different fastener longitudinal resistance of high-speed railway long-span bridge CRTS I plate-type non-fragment orbit gapless track condition.
Figure 38 is rail stroke displacement comparison diagram under the different fastener longitudinal resistance of high-speed railway long-span bridge CRTS I plate-type non-fragment orbit gapless track condition.
Figure 39 is rail brake force comparison diagram under the different continuous beam bridge pier of high-speed railway long-span bridge CRTS I plate-type non-fragment orbit gapless track longitudinal rigidity condition.
Figure 40 is rail Brake displacement comparison diagram under the different continuous beam bridge pier of high-speed railway long-span bridge CRTS I plate-type non-fragment orbit gapless track longitudinal rigidity condition.
Figure 41 is high-speed railway long-span bridge double-block type ballastless track gapless track wheel track vertical force time-histories figure.
Figure 42 is high-speed railway long-span bridge double-block type ballastless track gapless track wheel-rail lateral force time-histories figure.
Figure 43 is high-speed railway long-span bridge double-block type ballastless track gapless track wheel shaft lateral force time-histories figure.
Figure 44 is high-speed railway long-span bridge double-block type ballastless track gapless track derailment coefficients time-histories figure.
Figure 45 is high-speed railway long-span bridge double-block type ballastless track gapless track rate of wheel load reduction time-histories figure.
Figure 46 is high-speed railway long-span bridge double-block type ballastless track gapless track car body vertical acceleration time-histories figure.
Figure 47 is high-speed railway long-span bridge double-block type ballastless track gapless track values of lateral time-histories figure.
Figure 48 is high-speed railway long-span bridge double-block type ballastless track seamless track steel rail acceleration time-histories figure.
Figure 49 is high-speed railway long-span bridge double-block type ballastless track seamless track steel rail vertical deviation time-histories figure.
Figure 50 is high-speed railway long-span bridge double-block type ballastless track seamless track steel rail lateral displacement time-histories figure.
Figure 51 is that high-speed railway long-span bridge double-block type ballastless track gapless track road bed board vertical acceleration time-histories figure gathers.
Figure 52 is that high-speed railway long-span bridge double-block type ballastless track gapless track road bed board dynamic stress time-histories figure gathers.
Figure 53 is that high-speed railway long-span bridge double-block type ballastless track gapless track bed plate vertical acceleration time-histories figure gathers.
Figure 54 is that high-speed railway long-span bridge double-block type ballastless track gapless track bed plate dynamic stress time-histories figure gathers.
Figure 55 is that high-speed railway long-span bridge double-block type ballastless track gapless track deflection of bridge span time-histories figure gathers.
The specific embodiment
The invention provides the modular non-fragment orbit Jointless Track Design of high-speed railway long-span bridge method.Below in conjunction with embodiment and accompanying drawing, content of the present invention is further described, but content of the present invention is not limited only to content related in embodiment.
The modular non-fragment orbit Jointless Track Design of high-speed railway long-span bridge of the present invention method, the method comprises:
Application ANSYS software to rail, fastener, track plates, slurry placement layer, bed plate, convex blocking platform and around resin filling layer, bridge and bridge pier carry out analog simulation, set up high-speed railway long-span bridge CRTS I plate-type non-fragment orbit gapless track in length and breadth vertical space coupling statics model carry out statics Analysis;
Application ABAQUS software carries out analog simulation to the structure of hot-short, CRTS I plate-type non-fragment orbit gapless track and long-span bridge, set up high-speed railway long-span bridge CRTS I plate-type non-fragment orbit gapless track in length and breadth vertical space Coupling Dynamic Model carry out dynamic analysis;
Application ANSYS software carries out analog simulation to rail, fastener, double-block type sleeper, road bed board, convex blocking platform, separation layer, bed plate, limited impression, rubber mat plate, supporting layer, bridge and bridge pier, set up high-speed railway long-span bridge double-block type ballastless track gapless track in length and breadth vertical space coupling statics model carry out statics Analysis;
Application ABAQUS software carries out analog simulation to the structure of hot-short, double-block type ballastless track gapless track and long-span bridge, set up high-speed railway long-span bridge double-block type ballastless track gapless track in length and breadth vertical space Coupling Dynamic Model carry out dynamic analysis.
Application ANSYS software is set up high-speed railway long-span bridge CRTS I plate-type non-fragment orbit gapless track vertical space coupling statics model in length and breadth, mainly considers rail, fastener, track plates, slurry placement layer, bed plate, convex blocking platform and the isostructural composition of resin filling layer, bridge and bridge pier around.Specific as follows:
(1) rail selects beam element to simulate, and by the modeling of actual cross-section attribute, considers sectional area, the moment of inertia of rail and reverses the parameters such as moment of flexure.Rail, according to supporting node division unit, can be considered longitudinal and transverse, vertical linear displacement and corner comprehensively.
(2) fastener adopts spring unit to simulate, and can consider longitudinal resistance, lateral stiffness and the vertical stiffness of fastener comprehensively.The longitudinal resistance of fastener, lateral stiffness and vertical stiffness all can be according to measured value values.
(3) track plates adopts solid element to simulate, and can consider physical dimension and the physical attribute of track plates comprehensively.For warm and cold district, adopt frame-type track plates structure; For severe cold area, adopt monolithic devices track plates structure.According to the difference of position, track plates is divided into again the standard gauge guidance tape being arranged on bridge and is arranged in the beam-ends track plates of beam-ends.As depicted in figs. 1 and 2, the standard gauge guidance tape of monolithic devices and beam-ends track plates Model of Solid Elements are as shown in Figure 3 and Figure 4 for the standard gauge guidance tape of frame-type and beam-ends track plates Model of Solid Elements.
(4) slurry placement layer adopts solid element to simulate, and can consider physical dimension and the physical attribute of screed comprehensively.The Model of Solid Elements of track plates and slurry placement layer as shown in Figure 5.
(5) adopt solid element simulation bed plate, convex blocking platform and resin filling layer around, can consider physical dimension and the physical attribute of each several part structure comprehensively.Convex blocking platform is divided into two kinds of the semicircles of circle on bridge and beam-ends.On bridge and the bed plate of beam-ends and the Model of Solid Elements of convex blocking platform as shown in Figure 6 and Figure 7, the Model of Solid Elements of resin filling layer is as shown in Figure 8.
(6) bridge adopts solid element to simulate, and can consider physical dimension and the physical attribute of bridge construction comprehensively.As shown in Figure 9, (80+128+80) Model of Solid Elements of m continuous box girder as shown in figure 10 for the Model of Solid Elements of 32m simple supported box beam.
(7) consider that Bridge Pier top vertical cross stiffness is linear substantially, adopts Hookean spring unit to simulate.
On bridge, CRTS I plate-type ballastless track structure statics model is as shown in Figure 11 and Figure 12.
The high-speed railway long-span bridge CRTS I plate-type non-fragment orbit gapless track of setting up according to the present invention in length and breadth vertical space coupling statics model carries out statics Analysis, can calculate in variations in temperature, under flexing action and braking condition, adopt different fastener longitudinal resistances, the bridge temperature difference, the ballastless track structure temperature difference, resin filling layer modulus of elasticity, slurry placement layer modulus of elasticity, continuous beam bridge pier longitudinal rigidity, the maximum longitudinal force of rail under the conditions such as continuous girder bridge span length degree, track plates, slurry placement layer, bed plate, convex blocking platform and resin filling layer maximum stress, the maximum longitudinal force of continuous beam bridge pier, rail, track plates, slurry placement layer, bed plate, the maximum length travel of convex blocking platform and resin filling layer, the maximum longitudinally variable quantity of beam seam, the maximum vertical deviation of bridge etc.
The modular non-fragment orbit Jointless Track Design of high-speed railway long-span bridge of the present invention method, application ABAQUS software is set up high-speed railway long-span bridge CRTS I plate-type non-fragment orbit gapless track vertical space Coupling Dynamic Model in length and breadth, main consideration hot-short (comprises car body, bogie, it is right to take turns, single stage suspension and secondary suspension etc.), CRTS I plate-type non-fragment orbit gapless track (comprises rail, fastener, track plates, slurry placement layer, bed plate, convex blocking platform and resin filling layer etc.) and long-span bridge (comprise simple supported box beam, continuous box girder and bridge pier) isostructural composition.Specific as follows:
(1) hot-short is multi-rigid model, car body, bogie, wheel,, single stage suspension (axle box suspension) and secondary suspension (central mounting) etc. is partly consisted of.The block mold of hot-short as shown in figure 13.
(2) rail selects solid element to simulate, and by the modeling of actual cross-section attribute, considers sectional area, the moment of inertia of rail and reverses the parameters such as moment of flexure.Rail, according to less length division unit, to meet the needs of dynamics calculation, can be considered longitudinal and transverse, vertical linear displacement and corner comprehensively.On rail, apply field measurement irregularity track spectrum, and consider the rail cant under rail.Rail Model of Solid Elements as shown in figure 14.
(3) fastener adopts spring unit to simulate, and can consider longitudinal resistance, lateral stiffness and the vertical stiffness of fastener comprehensively.During Cable Power Computation, fastener dynamic stiffness is by 1.5 times of quiet rigidity values.
(4) track plates adopts solid element to simulate, and can consider physical dimension and the physical attribute of track plates comprehensively.Respectively as shown in Figure 15 and Figure 16, the standard gauge guidance tape of monolithic devices and beam-ends track plates Model of Solid Elements are respectively as shown in Figure 17 and Figure 18 for the standard gauge guidance tape of frame-type and beam-ends track plates Model of Solid Elements.
(5) slurry placement layer adopts solid element to simulate, and can consider physical dimension and the physical attribute of screed comprehensively.The Model of Solid Elements of track plates and slurry placement layer as shown in figure 19.
(6) adopt solid element simulation bed plate, convex blocking platform and resin filling layer around, can consider physical dimension and the physical attribute of each several part structure comprehensively.On bridge and the bed plate of beam-ends and the Model of Solid Elements of convex blocking platform as shown in Figure 20 and Figure 21, the Model of Solid Elements of convex blocking platform and around resin filling layer is as shown in figure 22.
(7) bridge adopts solid element to simulate, and can consider physical dimension and the physical attribute of bridge construction comprehensively.As shown in figure 23, (80+128+80) Model of Solid Elements of m continuous box girder as shown in figure 24 for the Model of Solid Elements of 32m simple supported box beam.
The high-speed railway long-span bridge CRTS I plate-type non-fragment orbit gapless track being formed by above each several part in length and breadth vertical space Coupling Dynamic Model as shown in Figure 25 and Figure 26.
The high-speed railway long-span bridge CRTS I plate-type non-fragment orbit gapless track of setting up according to the present invention in length and breadth vertical space Coupling Dynamic Model carries out dynamic analysis, can calculate every kinetics safety indexes and (comprise the vertical and lateral force of wheel track, wheel shaft lateral force, derailment coefficients, rate of wheel load reduction, vertical and the transverse acceleration of car body), rail dynamics calculation result (comprises rail acceleration, vertical and lateral displacement, gauge and rail are to variable quantity), ballastless track structure dynamics calculation result (comprises track plates vertical acceleration, vertical deviation, dynamic stress, screed vertical acceleration, vertical deviation, dynamic stress, bed plate vertical acceleration, vertical deviation, dynamic stress, convex blocking platform dynamic stress, resin filling layer dynamic stress), bridge moving mechanical calculation result (comprises the vertical and transverse acceleration of bridge, deflection of bridge span, beam-ends corner) etc.
The modular non-fragment orbit Jointless Track Design of high-speed railway long-span bridge of the present invention method, application ANSYS software is set up high-speed railway long-span bridge double-block type ballastless track gapless track vertical space coupling statics model in length and breadth, mainly considers rail, fastener, double-block type sleeper, road bed board, convex blocking platform, separation layer, bed plate, limited impression, rubber mat plate, supporting layer, bridge and the isostructural composition of bridge pier.Specific as follows:
(1) rail selects beam element to simulate, and by the modeling of actual cross-section attribute, considers sectional area, the moment of inertia of rail and reverses the parameters such as moment of flexure.Rail, according to supporting node division unit, can be considered longitudinal and transverse, vertical linear displacement and corner comprehensively.
(2) fastener adopts spring unit to simulate, and can consider longitudinal resistance, lateral stiffness and the vertical stiffness of fastener comprehensively.The longitudinal resistance of fastener, lateral stiffness and vertical stiffness all can be according to measured value values.
(3) double-block type sleeper and road bed board adopt solid element to simulate, and can consider physical dimension and the physical attribute of each several part structure comprehensively.The vertical lateral force of the protruding convex blocking platform transmission to bed plate direction is set under road bed board, under Qiao Shangmeikuai road bed board, establishes two convex blocking platforms.The Model of Solid Elements of double-block type sleeper and road bed board is as shown in Figure 27 and Figure 28.
(4) in bed board lower berth, the road in bridge location, establish bed plate, bed plate adopts solid element to simulate, and can consider physical dimension and the physical attribute of bed plate comprehensively.Pp geo textiles intermediate isolating layer is set between road bed board and bed plate.Limited impression is set on bed plate, and by limited impression, road bed board passes to bed plate by born vertical, horizontal load by convex blocking platform.Limited impression around vertical side arranges high-elastic rubber mat plate.The Model of Solid Elements of bed plate and limited impression as shown in figure 29.
(5) on roadbed, adopt bed board to add the structure of supporting layer, supporting layer adopts solid element to simulate, and can consider physical dimension and the physical attribute of supporting layer comprehensively.The Model of Solid Elements of roadbed upper support layer as shown in figure 30.
(6) bridge adopts solid element to simulate, and can consider physical dimension and the physical attribute of bridge construction comprehensively.As shown in Figure 9, (80+128+80) Model of Solid Elements of m continuous box girder as shown in figure 10 for the Model of Solid Elements of 32m simple supported box beam.
(7) consider that Bridge Pier top vertical cross stiffness is linear substantially, adopts Hookean spring unit to simulate.
Bridge double-block ballastless track Statics of Structures model as shown in figure 31.
The high-speed railway long-span bridge double-block type ballastless track gapless track of setting up according to the present invention in length and breadth vertical space coupling statics model carries out statics Analysis, can calculate in variations in temperature, under flexing action and braking condition, adopt different fastener longitudinal resistances, the bridge temperature difference, the ballastless track structure temperature difference, rubber mat plate rigidity, separation layer friction factor, continuous beam bridge pier longitudinal rigidity, the maximum longitudinal force of rail under the conditions such as continuous girder bridge span length degree, road bed board and bed plate maximum stress, the maximum longitudinal force of continuous beam bridge pier, rail, the maximum length travel of road bed board and bed plate, the maximum longitudinally variable quantity of beam seam, the maximum vertical deviation of bridge etc.
The modular non-fragment orbit Jointless Track Design of high-speed railway long-span bridge of the present invention method, application ABAQUS software is set up high-speed railway long-span bridge double-block type ballastless track gapless track vertical space Coupling Dynamic Model in length and breadth, main consideration hot-short (comprises car body, bogie, it is right to take turns, single stage suspension and secondary suspension etc.), double-block type ballastless track gapless track (comprises rail, fastener, double-block type sleeper, road bed board, convex blocking platform, separation layer, bed plate, limited impression and rubber mat plate etc.) and long-span bridge (comprise simple supported box beam, continuous box girder and bridge pier) isostructural composition.Specific as follows:
(1) hot-short is multi-rigid model, car body, bogie, wheel,, single stage suspension (axle box suspension) and secondary suspension (central mounting) etc. is partly consisted of.The block mold of hot-short as shown in figure 13.
(2) rail selects solid element to simulate, and by the modeling of actual cross-section attribute, considers sectional area, the moment of inertia of rail and reverses the parameters such as moment of flexure.Rail, according to less length division unit, to meet the needs of dynamics calculation, can be considered longitudinal and transverse, vertical linear displacement and corner comprehensively.On rail, apply field measurement irregularity track spectrum, and consider the rail cant under rail.Rail Model of Solid Elements as shown in figure 14.
(3) fastener adopts spring unit to simulate, and can consider longitudinal resistance, lateral stiffness and the vertical stiffness of fastener comprehensively.During Cable Power Computation, fastener dynamic stiffness is by 1.5 times of quiet rigidity values.
(4) double-block type sleeper and road bed board adopt solid element to simulate, and can consider physical dimension and the physical attribute of various structures comprehensively.Road bed board is divided into the convex blocking platform of putting spacing use.The Model of Solid Elements of double-block type sleeper and road bed board as shown in Figure 32 and Figure 33.
(5) bed plate adopts solid element to simulate, and can consider physical dimension and the physical attribute of bed plate comprehensively.The pp geo textiles intermediate isolating layer arranging between road bed board and bed plate adopts penalty function to contact and simulates, and the rubber mat plate between limited impression and convex blocking platform adopts linear contact stiffness to simulate.The Model of Solid Elements of bed plate and limited impression as shown in figure 34.
(6) bridge adopts solid element to simulate, and can consider physical dimension and the physical attribute of bridge construction comprehensively.As shown in figure 23, (80+128+80) Model of Solid Elements of m continuous box girder as shown in figure 24 for the Model of Solid Elements of 32m simple supported box beam.
The high-speed railway long-span bridge double-block type ballastless track gapless track being formed by above each several part in length and breadth vertical space Coupling Dynamic Model as shown in Figure 35 and Figure 36.
The high-speed railway long-span bridge double-block type ballastless track gapless track of setting up according to the present invention in length and breadth vertical space Coupling Dynamic Model carries out dynamic analysis, can calculate every kinetics safety indexes and (comprise the vertical and lateral force of wheel track, wheel shaft lateral force, derailment coefficients, rate of wheel load reduction, vertical and the transverse acceleration of car body), rail dynamics calculation result (comprises rail acceleration, vertical and lateral displacement, gauge and rail are to variable quantity), ballastless track structure dynamics calculation result (comprises bed board vertical acceleration, vertical deviation, dynamic stress, bed plate vertical acceleration, vertical deviation, dynamic stress), bridge moving mechanical calculation result (comprises the vertical and transverse acceleration of bridge, deflection of bridge span, beam-ends corner) etc.
Embodiment 1:
The present embodiment adopt high-speed railway long-span bridge CRTS I plate-type non-fragment orbit gapless track that the present invention sets up in length and breadth vertical space coupling statics model carry out statics Analysis, main TEMPERATURE FORCE and displacement result of calculation when the longitudinal resistance of comparative analysis fastener is respectively 4.0kN/ group, 6.0kN/ group, 8.0kN/ group and 10.0kN/ group.Stressed and the steel rail displacement of rail under different fastener longitudinal resistance conditions is relatively as shown in Figure 37 and Figure 38.Main TEMPERATURE FORCE under different fastener longitudinal resistance conditions and displacement comparison of computational results are in Table 1 and table 2.
Table 1: main Force Calculation result comparison under different fastener longitudinal resistance conditions
Table 2: main displacement comparison of computational results under different fastener longitudinal resistance conditions
By above chart comparative analysis, drawn, under the condition of variations in temperature, by adopting small-resistant fastener to reduce the longitudinal resistance of bridge upper fastener on bridge, can obviously reduce the stressed of the maximum longitudinally additional force of rail and part track and bridge construction, guarantee the safe handling of track and bridge construction.But for prevent rail creeping or when the disconnected rail of low temperature Rail broken gap value excessive, fastener longitudinal resistance also should not be too little.When fastener longitudinal resistance hour, at the beam-ends place of long-span bridge, the amount of creeping of fastener is larger, needs emphasis to keep a close eye on, in case clamping part rubber cushion deviates to cause fastener to lose efficacy.
Embodiment 2:
The high-speed railway long-span bridge CRTS I plate-type non-fragment orbit gapless track that the present embodiment employing the present invention sets up in length and breadth vertical space coupling statics model carries out statics Analysis, main brake force and displacement result of calculation when comparative analysis continuous beam bridge pier longitudinal rigidity is respectively 2600kN/cm, 3600kN/cm and 4600kN/cm.Stressed and the steel rail displacement of rail under different continuous beam bridge pier longitudinal rigidity conditions is relatively as shown in Figure 39 and Figure 40.Main brake force under different continuous beam bridge pier longitudinal rigidity conditions and displacement comparison of computational results are in Table 3 and table 4.
Table 3: main Force Calculation result comparison under different continuous beam bridge pier longitudinal rigidity conditions
Table 4: main displacement comparison of computational results under different continuous beam bridge pier longitudinal rigidity conditions
By above chart comparative analysis, drawn, under train braking condition, increase the longitudinal stiffness of bridge piers of continuous beam, be conducive to control the distortion of rail stressed and track and bridge construction, but the stressed meeting of part track structure and bridge pier is risen to some extent.Therefore, should to bridge pier size, design according to actual needs, to avoid the waste of material.
Embodiment 3:
The high-speed railway long-span bridge double-block type ballastless track gapless track that the present embodiment employing the present invention sets up in length and breadth vertical space Coupling Dynamic Model carries out dynamic analysis, calculate the time-history curves of the vertical and lateral force of wheel track as shown in Figure 41 and Figure 42, wheel track vertical force maximum value is 129.242kN, and wheel-rail lateral force maximum value is 13.344kN.As shown in figure 43, maximum value is 7.061kN to the wheel shaft lateral force time-history curves calculating according to wheel-rail lateral force.The derailment coefficients calculating according to the vertical and lateral force of wheel track and the time-history curves of rate of wheel load reduction are as shown in Figure 44 and Figure 45, and derailment coefficients maximum value is 0.152, and rate of wheel load reduction maximum value is 0.567.Calculate the time-history curves of vertical and transverse acceleration of car body as shown in Figure 46 and Figure 47, the maximum value of car body vertical acceleration is 0.045g, and the maximum value of transverse acceleration is 0.024g.
Calculate rail acceleration-time curve as shown in figure 48, maximum value is 273.805g.Calculate rail vertical (definitely) displacement time-history curves as shown in figure 49, maximum value is 3.527mm.Calculate Rail Lateral Displacement time-history curves as shown in figure 50, maximum value is 0.366mm.According to the Rail Lateral Displacement calculating, can calculate gauge and rail to variable quantity, gauge variable quantity maximum value is 0.421mm, rail is 0.277mm to variable quantity maximum value.
The time-history curves that calculates road, diverse location place bed board vertical acceleration on continuous beam gathers as shown in Figure 51, and maximum value is 3.306g; On continuous beam, the time-history curves of road, diverse location place bed board dynamic stress gathers as shown in Figure 52, and maximum value is 0.223MPa; On continuous beam, the time-history curves of diverse location place bed plate vertical acceleration gathers as shown in Figure 53, and maximum value is 1.884g; On continuous beam, the time-history curves of diverse location place bed plate dynamic stress gathers as shown in Figure 54, and maximum value is 0.259MPa.
Calculate the time-history curves of diverse location place deflection of bridge span on continuous beam as shown in Figure 55, deflection of bridge span maximum value is 2.785mm.The maximum value that calculates continuous beam beam-ends corner is 0.032 ‰ rad.
The above; be only the present invention's specific embodiment preferably, but protection scope of the present invention is not limited to this, is anyly familiar with in technical scope that those skilled in the art disclose in the present invention; the variation that can expect easily or replacement, within all should being encompassed in protection scope of the present invention.Therefore, protection scope of the present invention should be as the criterion with the protection domain of claims.

Claims (8)

1.一种高速铁路长大桥梁单元式无砟轨道无缝线路设计方法，其特征在于，该方法包括：1. A high-speed railway long bridge unit type ballastless track seamless line design method is characterized in that the method comprises: 应用ANSYS软件对钢轨、扣件、轨道板、砂浆充填层、底座板、凸形挡台及周围树脂填充层、桥梁及桥墩进行模拟仿真，建立高速铁路长大桥梁CRTSⅠ型板式无砟轨道无缝线路纵横垂向空间耦合静力学模型进行静力学分析；Use ANSYS software to simulate rails, fasteners, track slabs, mortar filling layers, base plates, convex abutments and surrounding resin filling layers, bridges and piers, and build high-speed railway long bridge CRTS Ⅰ type slab ballastless track seamless Static analysis of line longitudinal, horizontal and vertical space coupled static models; 应用ABAQUS软件对高速车辆、CRTSⅠ型板式无砟轨道无缝线路和长大桥梁的结构进行模拟仿真，建立高速铁路长大桥梁CRTSⅠ型板式无砟轨道无缝线路纵横垂向空间耦合动力学模型进行动力学分析；Using ABAQUS software to simulate the structure of high-speed vehicles, CRTS I slab ballastless track seamless track and long bridge, and establish the vertical, horizontal and vertical spatial coupling dynamics of CRTS I slab ballastless track seamless track for high-speed railway long bridges model for dynamic analysis; 应用ANSYS软件对钢轨、扣件、双块式轨枕、道床板、凸形挡台、隔离层、底座板、限位凹槽、橡胶垫板、支撑层、桥梁及桥墩进行模拟仿真，建立高速铁路长大桥梁双块式无砟轨道无缝线路纵横垂向空间耦合静力学模型进行静力学分析；Use ANSYS software to simulate rails, fasteners, double-block sleepers, track bed slabs, convex blocks, isolation layers, base plates, limit grooves, rubber pads, support layers, bridges and piers to build high-speed railways The static analysis of the vertical, horizontal and vertical space coupling static model of the double-block ballastless track seamless track of the long bridge; 应用ABAQUS软件对高速车辆、双块式无砟轨道无缝线路和长大桥梁的结构进行模拟仿真，建立高速铁路长大桥梁双块式无砟轨道无缝线路纵横垂向空间耦合动力学模型进行动力学分析；Using ABAQUS software to simulate the structure of high-speed vehicles, double-block ballastless track seamless lines and long bridges, and establish vertical, horizontal and vertical spatial coupling dynamics of double-block ballastless track seamless lines for high-speed railway long bridges model for dynamic analysis; 应用ABAQUS软件建立高速铁路长大桥梁CRTSⅠ型板式无砟轨道无缝线路纵横垂向空间耦合动力学模型，主要考虑高速车辆、CRTSⅠ型板式无砟轨道无缝线路和长大桥梁的结构组成，所述高速车辆包括车体、转向架、轮对、一系悬挂和二系悬挂，所述CRTSⅠ型板式无砟轨道无缝线路包括钢轨、扣件、轨道板、砂浆充填层、底座板、凸形挡台和树脂填充层，所述长大桥梁包括简支箱梁、连续箱梁和桥墩，具体包括：Applying ABAQUS software to establish a dynamic model of vertical, horizontal and vertical spatial coupling of CRTS Ⅰ type ballastless track seamless track for high-speed railway long bridges, mainly considering the structural composition of high-speed vehicles, CRTS Ⅰ type slab ballastless track seamless track and long bridge , the high-speed vehicle includes a car body, a bogie, a wheel set, a primary suspension and a secondary suspension, and the CRTS I type slab ballastless track seamless line includes rails, fasteners, track plates, mortar filling layers, and base plates , convex block and resin filling layer, the long bridge includes simply supported box girder, continuous box girder and pier, specifically including: (1)高速车辆为多刚体模型，由车体、转向架、轮对、一系悬挂、二系悬挂组成；(1) The high-speed vehicle is a multi-rigid body model, which is composed of car body, bogie, wheel set, primary suspension and secondary suspension; (2)钢轨选用实体单元进行模拟，按实际截面属性建模，考虑钢轨的截面积、惯性矩以及扭转弯矩；钢轨按照较小的长度划分单元，以满足动力学计算的需要，考虑纵、横、垂向线位移及转角；钢轨上施加现场实测不平顺轨道谱，并考虑钢轨底下的轨底坡；(2) The rail is simulated with solid elements, modeled according to the actual section properties, and the cross-sectional area, moment of inertia, and torsional bending moment of the rail are considered; the rail is divided into elements according to smaller lengths to meet the needs of dynamic calculations. Horizontal and vertical line displacement and rotation angle; on-site measured uneven track spectrum is applied to the rail, and the rail bottom slope under the rail is considered; (3)扣件采用弹簧单元进行模拟，考虑扣件的纵向阻力、横向刚度和垂向刚度；(3) The fastener is simulated with the spring unit, considering the longitudinal resistance, transverse stiffness and vertical stiffness of the fastener; (4)轨道板、砂浆充填层、底座板、凸形挡台及周围树脂填充层采用实体单元进行模拟，考虑各部分结构的几何尺寸和物理属性；(4) The track slab, mortar filling layer, base plate, convex block and surrounding resin filling layer are simulated by solid elements, considering the geometric dimensions and physical properties of each part of the structure; (5)桥梁采用实体单元进行模拟，考虑桥梁结构的几何尺寸和物理属性。(5) The bridge is simulated with solid elements, considering the geometric dimensions and physical properties of the bridge structure. 2.根据权利要求1所述的高速铁路长大桥梁单元式无砟轨道无缝线路设计方法，其特征在于，应用ANSYS软件建立高速铁路长大桥梁CRTSⅠ型板式无砟轨道无缝线路纵横垂向空间耦合静力学模型，主要考虑钢轨、扣件、轨道板、砂浆充填层、底座板、凸形挡台及周围树脂填充层、桥梁及桥墩的结构组成，具体包括：2. The method for designing the seamless line of the unitary ballastless track of the long bridge of the high-speed railway according to claim 1, characterized in that, the CRTSⅠ type slab ballastless track seamless line of the long bridge of the high-speed railway is established vertically and horizontally by using ANSYS software The static model of vertical space coupling mainly considers the structural composition of steel rails, fasteners, track slabs, mortar filling layers, base plates, convex baffles and surrounding resin filling layers, bridges and piers, including: (1)钢轨选用梁单元进行模拟，按实际截面属性建模，考虑钢轨的截面积、惯性矩以及扭转弯矩；钢轨按照支承节点划分单元，考虑纵、横、垂向线位移及转角；(1) The rail is simulated with beam elements, modeled according to the actual section properties, considering the cross-sectional area, moment of inertia, and torsional bending moment of the rail; the rail is divided into units according to the supporting nodes, and the displacement and rotation angle of the longitudinal, transverse, and vertical lines are considered; (2)扣件采用弹簧单元进行模拟，考虑扣件的纵向阻力、横向刚度和垂向刚度；扣件的纵向阻力、横向刚度和垂向刚度根据实测值取值；(2) The fastener is simulated with the spring unit, considering the longitudinal resistance, transverse stiffness and vertical stiffness of the fastener; the longitudinal resistance, transverse stiffness and vertical stiffness of the fastener are taken according to the measured values; (3)轨道板、砂浆充填层、底座板、凸形挡台及周围树脂填充层采用实体单元进行模拟，考虑各部分结构的几何尺寸和物理属性；(3) The track slab, mortar filling layer, base plate, convex block and surrounding resin filling layer are simulated by solid elements, considering the geometric dimensions and physical properties of each part of the structure; (4)桥梁采用实体单元进行模拟，考虑桥梁结构的几何尺寸和物理属性；考虑桥梁墩台顶纵横向刚度基本为线性，采用线性弹簧单元进行模拟。(4) The bridge is simulated with solid elements, considering the geometric dimensions and physical properties of the bridge structure; considering that the vertical and transverse stiffness of the bridge pier top is basically linear, a linear spring element is used for simulation. 3.根据权利要求2所述的高速铁路长大桥梁单元式无砟轨道无缝线路设计方法，其特征在于，应用所述高速铁路长大桥梁CRTSⅠ型板式无砟轨道无缝线路纵横垂向空间耦合静力学模型进行静力学分析时，计算得到以下数据：3. The design method for the seamless line of the unit type ballastless track of the long bridge of the high-speed railway according to claim 2, characterized in that, the seamless line of the CRTSⅠ type slab ballastless track of the long bridge of the high-speed railway is applied vertically and horizontally When performing a static analysis to the space-coupled static model, the following data are calculated: 在温度变化、挠曲作用和制动条件下，采用不同扣件纵向阻力、桥梁温差、无砟轨道结构温差、树脂填充层弹性模量、砂浆充填层弹性模量、连续梁桥墩纵向刚度、连续梁桥跨长度条件下的钢轨最大纵向力，轨道板、砂浆充填层、底座板、凸形挡台和树脂填充层最大应力，连续梁桥墩最大纵向力，钢轨、轨道板、砂浆充填层、底座板、凸形挡台和树脂填充层最大纵向位移，梁缝最大纵向变化量，桥梁最大垂向位移。Under the conditions of temperature change, deflection and braking, different longitudinal resistance of fasteners, bridge temperature difference, ballastless track structure temperature difference, elastic modulus of resin filling layer, elastic modulus of mortar filling layer, longitudinal stiffness of continuous beam pier, continuous The maximum longitudinal force of the rail under the condition of the span length of the beam bridge, the maximum stress of the track slab, mortar filling layer, base plate, convex abutment and resin filling layer, the maximum longitudinal force of the continuous beam pier, the rail, track slab, mortar filling layer, base The maximum longitudinal displacement of slabs, convex blocks and resin filled layers, the maximum longitudinal variation of beam joints, and the maximum vertical displacement of bridges. 4.根据权利要求1所述的高速铁路长大桥梁单元式无砟轨道无缝线路设计方法，其特征在于，应用所述高速铁路长大桥梁CRTSⅠ型板式无砟轨道无缝线路纵横垂向空间耦合动力学模型进行动力学分析时，计算得到以下数据：4. The design method for the seamless line of the unitary ballastless track of the long bridge of the high-speed railway according to claim 1, characterized in that, the seamless line of the CRTSⅠ type slab ballastless track of the long bridge of the high-speed railway is applied vertically and horizontally When performing dynamic analysis to the spatially coupled dynamic model, the following data are calculated: 动力学安全性指标：包括轮轨垂向和横向力、轮轴横向力、脱轨系数、轮重减载率、车体垂向和横向加速度；Dynamic safety indicators: including wheel-rail vertical and lateral force, wheel axle lateral force, derailment coefficient, wheel load reduction rate, vehicle body vertical and lateral acceleration; 钢轨动力学计算结果：包括钢轨加速度、垂向和横向位移、轨距和轨向变化量；Rail dynamics calculation results: including rail acceleration, vertical and lateral displacement, gauge and rail direction variation; 无砟轨道结构动力学计算结果：包括轨道板垂向加速度、垂向位移、动应力，砂浆层垂向加速度、垂向位移、动应力，底座板垂向加速度、垂向位移、动应力，凸形挡台动应力，树脂填充层动应力；Dynamic calculation results of ballastless track structure: including vertical acceleration, vertical displacement, dynamic stress of track plate, vertical acceleration, vertical displacement, dynamic stress of mortar layer, vertical acceleration, vertical displacement, dynamic stress of base plate, convex The dynamic stress of the shaped block and the dynamic stress of the resin filled layer; 桥梁动力学计算结果：包括桥梁垂向和横向加速度、桥梁挠度、梁端转角。Bridge dynamics calculation results: including bridge vertical and lateral acceleration, bridge deflection, beam end rotation angle. 5.根据权利要求1所述的高速铁路长大桥梁单元式无砟轨道无缝线路设计方法，其特征在于，应用ANSYS软件建立高速铁路长大桥梁双块式无砟轨道无缝线路纵横垂向空间耦合静力学模型，主要考虑钢轨、扣件、双块式轨枕、道床板、凸形挡台、隔离层、底座板、限位凹槽、橡胶垫板、支撑层、桥梁及桥墩的结构组成，具体包括：5. the high-speed railway long bridge unit type ballastless track seamless line design method according to claim 1 is characterized in that, the application of ANSYS software is used to establish the high-speed railway long bridge double block type ballastless track seamless line vertically and horizontally Vertical space coupling statics model, mainly considering rails, fasteners, double-block sleepers, ballast bed plates, convex blocks, isolation layers, base plates, limit grooves, rubber backing plates, support layers, bridges and piers Structural composition, including: (1)钢轨选用梁单元进行模拟，按实际截面属性建模，考虑钢轨的截面积、惯性矩以及扭转弯矩；钢轨按照支承节点划分单元，考虑纵、横、垂向线位移及转角；(1) The rail is simulated with beam elements, modeled according to the actual section properties, considering the cross-sectional area, moment of inertia, and torsional bending moment of the rail; the rail is divided into units according to the supporting nodes, and the displacement and rotation angle of the longitudinal, transverse, and vertical lines are considered; (2)扣件采用弹簧单元进行模拟，考虑扣件的纵向阻力、横向刚度和垂向刚度；扣件的纵向阻力、横向刚度和垂向刚度根据实测值取值；(2) The fastener is simulated with the spring unit, considering the longitudinal resistance, transverse stiffness and vertical stiffness of the fastener; the longitudinal resistance, transverse stiffness and vertical stiffness of the fastener are taken according to the measured values; (3)双块式轨枕、道床板和底座板采用实体单元进行模拟，考虑各部分结构的几何尺寸和物理属性；道床板与底座板之间设置聚丙烯土工布中间隔离层；道床板底下设置凸向底座板方向的凸形挡台，在底座板上设置限位凹槽；通过限位凹槽，道床板将所承受的纵、横向荷载由凸形挡台传递给底座板；限位凹槽周围垂直侧面设置高弹橡胶垫板；(3) Double-block sleepers, ballast slabs and base slabs are simulated with solid elements, considering the geometric dimensions and physical properties of each part of the structure; a polypropylene geotextile intermediate isolation layer is set between the ballast bed slab and the base slab; The convex block protruding to the direction of the base plate is provided with a limit groove on the base plate; through the limit groove, the longitudinal and lateral loads on the track bed plate are transmitted from the convex block to the base plate; the limit concave High elastic rubber pads are set on the vertical side around the groove; (4)路基上采用道床板加支撑层的结构，支撑层采用实体单元进行模拟，考虑支撑层的几何尺寸和物理属性；(4) The structure of ballast bed slab plus support layer is adopted on the subgrade, and the support layer is simulated by solid elements, considering the geometric size and physical properties of the support layer; (5)桥梁采用实体单元进行模拟，考虑桥梁结构的几何尺寸和物理属性；考虑桥梁墩台顶纵横向刚度基本为线性，采用线性弹簧单元进行模拟。(5) The bridge is simulated using solid elements, considering the geometric dimensions and physical properties of the bridge structure; considering that the vertical and transverse stiffness of the bridge pier top is basically linear, a linear spring element is used for simulation. 6.根据权利要求5所述的高速铁路长大桥梁单元式无砟轨道无缝线路设计方法，其特征在于，应用所述高速铁路长大桥梁双块式无砟轨道无缝线路纵横垂向空间耦合静力学模型进行静力学分析时，计算得到以下数据：6. the high-speed railway long bridge unit type ballastless track seamless line design method according to claim 5 is characterized in that, the double-block type ballastless track seamless line of the high-speed railway long bridge is applied When performing a static analysis to the space-coupled static model, the following data are calculated: 在温度变化、挠曲作用和制动条件下，采用不同扣件纵向阻力、桥梁温差、无砟轨道结构温差、橡胶垫板刚度、隔离层摩擦系数、连续梁桥墩纵向刚度、连续梁桥跨长度条件下的钢轨最大纵向力，道床板和底座板最大应力，连续梁桥墩最大纵向力，钢轨、道床板和底座板最大纵向位移，梁缝最大纵向变化量，桥梁最大垂向位移。Under the conditions of temperature change, deflection and braking, different fastener longitudinal resistance, bridge temperature difference, ballastless track structure temperature difference, rubber backing plate stiffness, isolation layer friction coefficient, continuous beam pier longitudinal stiffness, continuous beam bridge span length The maximum longitudinal force of the rail, the maximum stress of the ballast slab and the base plate, the maximum longitudinal force of the continuous girder pier, the maximum longitudinal displacement of the rail, the ballast slab and the base plate, the maximum longitudinal change of the beam joint, and the maximum vertical displacement of the bridge. 7.根据权利要求1所述的高速铁路长大桥梁单元式无砟轨道无缝线路设计方法，其特征在于，应用ABAQUS软件建立高速铁路长大桥梁双块式无砟轨道无缝线路纵横垂向空间耦合动力学模型，主要考虑高速车辆、双块式无砟轨道无缝线路和长大桥梁的结构组成，所述高速车辆包括车体、转向架、轮对、一系悬挂和二系悬挂，所述双块式无砟轨道无缝线路包括钢轨、扣件、双块式轨枕、道床板、凸形挡台、隔离层、底座板、限位凹槽和橡胶垫板，所述长大桥梁包括简支箱梁、连续箱梁和桥墩，具体包括：7. the high-speed railway long bridge unit type ballastless track seamless line design method according to claim 1 is characterized in that, the application of ABAQUS software establishes the high-speed railway long bridge double block type ballastless track seamless line vertically and horizontally The vertical space coupling dynamic model mainly considers the structural composition of high-speed vehicles, double-block ballastless track seamless lines and long bridges. The high-speed vehicles include car bodies, bogies, wheelsets, primary suspensions and secondary suspensions. The double-block ballastless track seamless line includes steel rails, fasteners, double-block sleepers, track bed boards, convex blocks, isolation layers, base plates, limit grooves and rubber pads. The above long bridges include simply supported box girders, continuous box girders and piers, specifically including: (1)高速车辆为多刚体模型，由车体、转向架、轮对、一系悬挂、二系悬挂组成；(1) The high-speed vehicle is a multi-rigid body model, which is composed of car body, bogie, wheel set, primary suspension and secondary suspension; (2)钢轨选用实体单元进行模拟，按实际截面属性建模，考虑钢轨的截面积、惯性矩以及扭转弯矩；钢轨按照较小的长度划分单元，以满足动力学计算的需要，考虑纵、横、垂向线位移及转角；钢轨上施加现场实测不平顺轨道谱，并考虑钢轨底下的轨底坡；(2) The rail is simulated with solid elements, modeled according to the actual section properties, and the cross-sectional area, moment of inertia, and torsional bending moment of the rail are considered; the rail is divided into elements according to smaller lengths to meet the needs of dynamic calculations. Horizontal and vertical line displacement and rotation angle; on-site measured uneven track spectrum is applied to the rail, and the rail bottom slope under the rail is considered; (3)扣件采用弹簧单元进行模拟，考虑扣件的纵向阻力、横向刚度和垂向刚度；(3) The fastener is simulated with the spring unit, considering the longitudinal resistance, transverse stiffness and vertical stiffness of the fastener; (4)双块式轨枕、道床板和底座板采用实体单元进行模拟，考虑各部分结构的几何尺寸和物理属性；道床板下设置限位用的凸形挡台；道床板与底座板之间设置的聚丙烯土工布中间隔离层采用罚函数接触进行模拟，限位凹槽与凸形挡台之间的橡胶垫板采用线性接触刚度进行模拟；(4) The double-block sleeper, ballast bed plate and base plate are simulated by solid elements, considering the geometric dimensions and physical properties of each part of the structure; a convex stop for the limit is set under the ballast bed plate; between the ballast bed plate and the base plate The middle isolation layer of polypropylene geotextile is simulated by penalty function contact, and the rubber pad between the limit groove and the convex stopper is simulated by linear contact stiffness; (5)桥梁采用实体单元进行模拟，全面考虑桥梁结构的几何尺寸和物理属性。(5) The bridge is simulated with solid elements, fully considering the geometric dimensions and physical properties of the bridge structure. 8.根据权利要求7所述的高速铁路长大桥梁单元式无砟轨道无缝线路设计方法，其特征在于，应用所述高速铁路长大桥梁双块式无砟轨道无缝线路纵横垂向空间耦合动力学模型进行动力学分析时，计算得到以下数据：8. the method for designing the seamless line of the unit type ballastless track of the long bridge of high-speed railway according to claim 7, is characterized in that, the vertical and horizontal vertical of the double-block type ballastless track seamless line of the long bridge of the high-speed railway is applied When performing dynamic analysis to the spatially coupled dynamic model, the following data are calculated: 动力学安全性指标：包括轮轨垂向和横向力、轮轴横向力、脱轨系数、轮重减载率、车体垂向和横向加速度；Dynamic safety indicators: including wheel-rail vertical and lateral force, wheel axle lateral force, derailment coefficient, wheel load reduction rate, vehicle body vertical and lateral acceleration; 钢轨动力学计算结果：包括钢轨加速度、垂向和横向位移、轨距和轨向变化量；Rail dynamics calculation results: including rail acceleration, vertical and lateral displacement, gauge and rail direction variation; 无砟轨道结构动力学计算结果：包括道床板垂向加速度、垂向位移、动应力，底座板垂向加速度、垂向位移、动应力；Dynamic calculation results of ballastless track structure: including vertical acceleration, vertical displacement and dynamic stress of ballast bed slab, vertical acceleration, vertical displacement and dynamic stress of base plate; 桥梁动力学计算结果：包括桥梁垂向和横向加速度、桥梁挠度、梁端转角。Bridge dynamics calculation results: including bridge vertical and lateral acceleration, bridge deflection, beam end rotation angle.
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