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 PDFInfo
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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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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
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. the modular non-fragment orbit Jointless Track Design of a high-speed railway long-span bridge method, is characterized in that, 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 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, the structure of CRTS I plate-type non-fragment orbit gapless track and long-span bridge forms, described hot-short comprises car body, bogie, it is right to take turns, single stage suspension and secondary suspension, described 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, described long-span bridge comprises simple supported box beam, continuous box girder and bridge pier, specifically comprise:
(1) hot-short is multi-rigid model, car body, bogie, wheel,, single stage suspension, secondary suspension is consisted of;
(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 moment of flexure; Rail, according to less length division unit, to meet the needs of dynamics calculation, is considered longitudinal and transverse, vertical linear displacement and corner; On rail, apply field measurement irregularity track spectrum, and consider the rail cant under rail;
(3) fastener adopts spring unit to simulate, and considers longitudinal resistance, lateral stiffness and the vertical stiffness of fastener;
(4) track plates, slurry placement layer, bed plate, convex blocking platform and the solid element of resin filling layer employing are around simulated, and consider physical dimension and the physical attribute of each several part structure;
(5) bridge adopts solid element to simulate, and considers physical dimension and the physical attribute of bridge construction.
2. the modular non-fragment orbit Jointless Track Design of high-speed railway long-span bridge according to claim 1 method, it is characterized in that, 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, main consider rail, fastener, track plates, slurry placement layer, bed plate, convex blocking platform and around the structure of resin filling layer, bridge and bridge pier form, specifically comprise:
(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 moment of flexure; Rail, according to supporting node division unit, is considered longitudinal and transverse, vertical linear displacement and corner;
(2) fastener adopts spring unit to simulate, and considers longitudinal resistance, lateral stiffness and the vertical stiffness of fastener; The longitudinal resistance of fastener, lateral stiffness and vertical stiffness are according to measured value value;
(3) track plates, slurry placement layer, bed plate, convex blocking platform and the solid element of resin filling layer employing are around simulated, and consider physical dimension and the physical attribute of each several part structure;
(4) bridge adopts solid element to simulate, and considers physical dimension and the physical attribute of bridge construction; Consider that Bridge Pier top vertical cross stiffness is linear substantially, adopts Hookean spring unit to simulate.
3. the modular non-fragment orbit Jointless Track Design of high-speed railway long-span bridge according to claim 2 method, it is characterized in that, when applying described high-speed railway long-span bridge CRTS I plate-type non-fragment orbit gapless track vertical space coupling statics model carrying out statics Analysis in length and breadth, calculate following data:
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 continuous girder bridge span length degree condition, 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.
4. the modular non-fragment orbit Jointless Track Design of high-speed railway long-span bridge according to claim 1 method, it is characterized in that, when applying described high-speed railway long-span bridge CRTS I plate-type non-fragment orbit gapless track vertical space Coupling Dynamic Model carrying out dynamic analysis in length and breadth, calculate following data:
Kinetics safety indexes: comprise wheel track vertical and lateral force, wheel shaft lateral force, derailment coefficients, rate of wheel load reduction, car body is vertical and transverse acceleration;
Rail dynamics calculation result: comprise that rail acceleration, vertical and lateral displacement, gauge and rail are to variable quantity;
Ballastless track structure dynamics calculation result: comprise 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: comprise the vertical and transverse acceleration of bridge, deflection of bridge span, beam-ends corner.
5. the modular non-fragment orbit Jointless Track Design of high-speed railway long-span bridge according to claim 1 method, it is characterized in that, 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, the main structure composition of considering 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, specifically comprises:
(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 moment of flexure; Rail, according to supporting node division unit, is considered longitudinal and transverse, vertical linear displacement and corner;
(2) fastener adopts spring unit to simulate, and considers longitudinal resistance, lateral stiffness and the vertical stiffness of fastener; The longitudinal resistance of fastener, lateral stiffness and vertical stiffness are according to measured value value;
(3) double-block type sleeper, road bed board and bed plate adopt solid element to simulate, and consider physical dimension and the physical attribute of each several part structure; Pp geo textiles intermediate isolating layer is set between road bed board and bed plate; The protruding convex blocking platform to bed plate direction is set under road bed board, limited impression is set on bed plate; 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;
(4) on roadbed, adopt bed board to add the structure of supporting layer, supporting layer adopts solid element to simulate, and considers physical dimension and the physical attribute of supporting layer;
(5) bridge adopts solid element to simulate, and considers physical dimension and the physical attribute of bridge construction; Consider that Bridge Pier top vertical cross stiffness is linear substantially, adopts Hookean spring unit to simulate.
6. the modular non-fragment orbit Jointless Track Design of high-speed railway long-span bridge according to claim 5 method, it is characterized in that, when applying described high-speed railway long-span bridge double-block type ballastless track gapless track vertical space coupling statics model carrying out statics Analysis in length and breadth, calculate following data:
Under variations in temperature, flexing action and braking condition, adopt the maximum longitudinal force of rail under 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, continuous girder bridge span length degree condition, road bed board and bed plate maximum stress, the maximum longitudinal force of continuous beam bridge pier, the maximum length travel of rail, road bed board and bed plate, the maximum longitudinally variable quantity of beam seam, the maximum vertical deviation of bridge.
7. the modular non-fragment orbit Jointless Track Design of high-speed railway long-span bridge according to claim 1 method, it is characterized in that, 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, the structure of double-block type ballastless track gapless track and long-span bridge forms, described hot-short comprises car body, bogie, it is right to take turns, single stage suspension and secondary suspension, described 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, described long-span bridge comprises simple supported box beam, continuous box girder and bridge pier, specifically comprise:
(1) hot-short is multi-rigid model, car body, bogie, wheel,, single stage suspension, secondary suspension is consisted of;
(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 moment of flexure; Rail, according to less length division unit, to meet the needs of dynamics calculation, is considered longitudinal and transverse, vertical linear displacement and corner; On rail, apply field measurement irregularity track spectrum, and consider the rail cant under rail;
(3) fastener adopts spring unit to simulate, and considers longitudinal resistance, lateral stiffness and the vertical stiffness of fastener;
(4) double-block type sleeper, road bed board and bed plate adopt solid element to simulate, and consider physical dimension and the physical attribute of each several part structure; Road bed board is divided into the convex blocking platform of putting spacing use; 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;
(5) bridge adopts solid element to simulate, and considers physical dimension and the physical attribute of bridge construction comprehensively.
8. the modular non-fragment orbit Jointless Track Design of high-speed railway long-span bridge according to claim 7 method, it is characterized in that, when applying described high-speed railway long-span bridge double-block type ballastless track gapless track vertical space Coupling Dynamic Model carrying out dynamic analysis in length and breadth, calculate following data:
Kinetics safety indexes: comprise wheel track vertical and lateral force, wheel shaft lateral force, derailment coefficients, rate of wheel load reduction, car body is vertical and transverse acceleration;
Rail dynamics calculation result: comprise that rail acceleration, vertical and lateral displacement, gauge and rail are to variable quantity;
Ballastless track structure dynamics calculation result: comprise bed board vertical acceleration, vertical deviation, dynamic stress, bed plate vertical acceleration, vertical deviation, dynamic stress;
Bridge moving mechanical calculation result: comprise the vertical and transverse acceleration of bridge, deflection of bridge span, beam-ends corner.
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| ES2671913B1 (en) * | 2015-07-01 | 2019-03-20 | Obrascon Huarte Lain S A | DESIGN PROCEDURE OF A SYSTEM OF VIA IN PLATE AND SYSTEM OF VIA IN PLATE DESIGNED |
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| CN118153383A (en) * | 2024-03-11 | 2024-06-07 | 哈尔滨工业大学 | CRTS II type ballastless track shear tooth space rigidity identification method |
| CN118313217B (en) * | 2024-05-29 | 2024-09-24 | 中国铁路设计集团有限公司 | Bridge abutment settlement limit value evaluation method and system based on track structure stress |
| CN118503891B (en) * | 2024-07-19 | 2024-09-27 | 成都纺织高等专科学校 | Subway rail anomaly detection method, system, equipment and medium based on power flow |
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| CN201209235Y (en) * | 2007-12-14 | 2009-03-18 | 中铁第四勘察设计院集团有限公司 | Ballastless track telescoping device for wide span bridge end of passenger dedicated line |
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