CN103514309A - Ballastless track designing, checking and calculating system based on space detail solid model - Google Patents
Ballastless track designing, checking and calculating system based on space detail solid model Download PDFInfo
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Abstract
The invention relates to a ballastless track designing, checking and calculating system based on a space detail solid model. A method includes the following steps that a finite element model of a steel rail, a ballastless track system and a lower portion foundation is built; according to the model, the bending moment and the internal force of each structural layer of the track system under the action of loads are calculated; according to the bending moment and the internal force obtained through calculation, a detail checking and calculating model of a solid steel bar unit, a ballastless track system solid unit and the lower portion foundation is built; according to the checking and calculating model, the internal force, the stress and deformation conditions of the steel rail, the ballastless track system and the lower portion foundation under different loading conditions are checked and calculated, and stress of detail connecting steel bars is checked and calculated. The designed models can extract the bending moment and the axial force, under the action of the loads, of the track system, and a power evaluation model considers a detailed structure mode of a vehicle and the lower portion, uses self-compiled programs for completing wheeltrack contact and achieves extraction of power indexes of the vehicle in high-speed running.
Description
Technical field
The invention belongs to railway engineering application and calculate and design field, the ballastless track of high-speed railway design inspection calculation system that particularly quiet power combination, whole and thin portion are combined.
Background technology
Ballastless track structure has the feature ，Wei countries in the world high-speed railway of high ride, high stability, high-durability and high reliability to be accepted, and China Express Railway also extensively adopts ballastless track structure.Non-fragment orbit, in design process, need to carry out the processes such as detailed checking computation of internal forces and Reinforcement Design, and need to as shearing pin, door type muscle etc. carries out the inspection of thin portion, calculate thin portion member, and method for designing has been done many simplification to the design aspect of non-fragment orbit at present.For example, non-fragment orbit is again in innovation theory, in order to calculate the internal force of track plates, supporting course or bedplate, rail is reduced to a brace summer, track plates, bedplate are reduced to shell unit, and beam-plate-Slab conveniently extracts the internal force results such as moment of flexure of beam or shell unit like this, and under actual conditions, the thickness relative length of plate and the size of width be can not ignore, and such simplification has a larger impact to each layer, track is stressed.
In recent years, a lot of research has been done to non-fragment orbit design by domestic a lot of scholar and designing unit, but when calculating internal force, all the time fail to break away from the impact of beam-plate-Slab, in these design theories in order to obtain the internal force of plate, all suppose that plate is shell unit, consider that screed is even spring supporting, thereby different structure layer is carried out to Reinforcement Design.In inspection, calculate and set up spatial model, do not consider the impact of inner arrangement of reinforcement, although can draw the internal force and deformation of track plates and other structural sheets, but the rough property due to track structure model, internal force computational accuracy cannot guarantee, and front and back computation model is not unified model, cannot meet the requirement of design.
The design of non-fragment orbit, needs a kind of detailed, unified model to come design and inspection to calculate, and in the situation that considering track plates arrangement of reinforcement, instructs the design of non-fragment orbit and inspection to calculate.
Summary of the invention
The object of the present invention is to provide a kind of careful, entity, vertical coupling model in length and breadth of considering structural reinforcement, the moment of flexure of loading condition lower plate, axle power are calculated, utilize the construction design method of reinforced concrete and prestressed concrete to carry out Reinforcement Design, again arrangement of reinforcement is carried out to modeling, the computation model of reinforcement manner has been considered in utilization, to track is stressed, examine calculation, and utilizing the method combining with finite element of programming to analyze the dynamic response in vehicle operating process, Research Thinking is as shown in Figure 1.
The model of setting up is different according to function, be divided into design a model, static(al) inspection calculates model and power assessment models, design a model and can realize to track structure the moment of flexure under load action, axle power is extracted; The arrangement of reinforcement impact that model is considered track plates, bedplate etc. is calculated in inspection, and power transmission reinforcing bar between layers as shearing pin, door type muscle impact, and internal force, stress and distortion that can be to rail, track plates, screed, bedplate, reinforcing bar etc.; Power assessment models is considered detailed vehicle and substructure mode, utilizes self-compiling program to complete Wheel Rail Contact, realizes the extraction to the lower dynamic index of vehicle high-speed operation.Specific as follows:
Non-fragment orbit design & checkup system based on the thin portion in space solid model comprises the following steps: the finite element model of setting up rail, ballastless track system, basis, bottom; According to above-mentioned model, calculate moment of flexure and the internal force of each structural sheet of load action lower railway system; According to calculating gained moment of flexure and internal force, set up the thin portion inspection on entity reinforcing bar unit, non-fragment orbit system solid element and basis, bottom and calculate model; According to above-mentioned inspection, calculate model, internal force, stress and the deformation on rail under different loading conditions, ballastless track system, basis, bottom calculated in inspection, and thin portion connecting reinforcement stressed examined to calculation; According to dynamics calculation principle, set up the dynamics assessment models of vehicle and track structure coupling; According to above-mentioned dynamics assessment models, vehicle, track, bottom vibration of foundation characteristic in vehicle operating process are examined and calculated and assessment.
In the above-mentioned finite element model step of setting up rail, ballastless track system, basis, bottom: the track plates in rail and ballastless track system, screed, bedplate all adopt solid modelling; Fastener adopts 3 to 4 non-linear springs to simulate; Between levels, adopt Contact Algorithm to be coupled to node; Model is set up according to the physical size of roadbed or bridge in basis, bottom, is coupled and calculates with track structure.
In the above-mentioned finite element model step of setting up rail, ballastless track system, basis, bottom, set up plurality of plates Bing end and adopt symmetry constraint.
In the above-mentioned finite element model step of setting up rail, ballastless track system, basis, bottom, the factor of consideration comprises: non-fragment orbit bonding way between layers, one-piece casting or separation layer rubbing contact etc.; The thin portion of non-fragment orbit is as the complicated contact relation between boss and groove; The rubber spacer model using in ballastless track system.
In the moment of flexure and internal force step of above-mentioned each structural sheet of calculating load action lower railway system, calculate the relevant regulations of load in innovating again according to " Design of High-speed Railway standard (trying) " and non-fragment orbit.
In the moment of flexure and internal force step of above-mentioned each structural sheet of calculating load action lower railway system, load action mainly comprises: temperature load, whole year temperature difference and thermograde; Vehicular load, vehicle hangs down, lateral load and braking tractive force etc.; And the different loads such as gravity load, concrete shrinkage, foundation settlement distortion.
In the moment of flexure and internal force step of above-mentioned each structural sheet of calculating load action lower railway system, by the method for python Programming with Pascal Language, the result of calculation under load action is carried out to aftertreatment, obtain the vertical and horizontal moment of flexure of ejecting plate and internal force, and extract the internal force of boss root.
Above-mentioned thin portion inspection of setting up entity reinforcing bar unit, non-fragment orbit system solid element and basis, bottom is calculated in model step, according to calculating gained moment of flexure and internal force, sets up arrangement of reinforcement solid model in plate, and presstressed reinforcing steel is applied to prestress.
Above-mentioned prestress application method can be divided into pre-tensioning system or post stretching according to design conditions.
Internal force, stress and the deformation on rail under different loading conditions, ballastless track system, basis, bottom calculated in above-mentioned inspection, and stressed inspection of thin portion connecting reinforcement calculated in step, loading condition comprises dead load and live load, is divided into gravity load, concrete shrinkage load, prestressed load, temperature load and vehicular load etc.
Internal force, stress and the deformation on rail under different loading conditions, ballastless track system, basis, bottom calculated in above-mentioned inspection, and stressed inspection of thin portion connecting reinforcement calculated in step, internal force, stress and the deformation of the rail under different loading conditions, track plates, screed, bedplate and inner arrangement of reinforcement etc. are examined to calculation.
Internal force, stress and the deformation on rail under different loading conditions, ballastless track system, basis, bottom calculated in above-mentioned inspection, and thin portion connecting reinforcement stressed examined and calculated in step, thin portion connecting reinforcement is examined to calculation as shearing pin, door type muscle etc. stressed.
In the above-mentioned dynamics assessment models step of setting up the coupling of vehicle and track structure, kinetic model comprises rebar model, entity non-fragment orbit model, the contact of each interlayer of non-fragment orbit, the perfect dynamics calculation elements such as the auto model of many rigid bodies, wheel track coupling model, track irregularity model of thin portion.
In the above-mentioned dynamics assessment models step of setting up the coupling of vehicle and track structure, by formula translation, to vehicle structure modeling, and vehicle structure model and Wheel-rail contact model are simulated.
In above-mentioned vehicle structure modeling, for the sink-float of car body and trailing or leading bogie, nod, traversing, sidewinder and yaw motion feature, and each take turns right sink-float, traversing, sidewinder the simulation of carrying out whole vehicle model with yaw motion feature.
Above-mentioned rail carries out modeling by actual cross-section attribute, between wheel track, with dynamic wheel-rail contact relationship, is coupled, and rail level and tread profile is carried out discrete, by trace method, dynamically determines Wheel/Rail Contact Geometric.
Above-mentioned Wheel Rail Contact adopts hertz Non-linear contact theory and wheel track creep theory to carry out modeling.
Above-mentioned to vehicle, track, bottom vibration of foundation characteristic in vehicle operating process examine calculate with appraisal procedure in, by coupling computational analysis, obtain safety in operation, the riding index of vehicle, index is calculated in the multiple inspections such as shearing force amplitude information of Wheel Rail Contact force information, track structure vibration index, inside concrete arrangement of reinforcement stress amplitude, thin portion's pin or boss.
Key step in the present invention also can independent architectonical, uses separately:
(1) the non-fragment orbit method for designing based on the thin portion in space solid element finite elements, comprises the following steps: the finite element model of setting up rail, ballastless track system, basis, bottom; According to above-mentioned model, calculate moment of flexure and the internal force of each structural sheet of load action lower railway system; To solving of solid element cross section internal force, the internal force condition such as cross section moment of flexure, axle pressure of design is provided, thereby carries out structural design according to the Concrete Structure Design principle.
In the above-mentioned finite element model step of setting up rail, ballastless track system, basis, bottom: the track plates in rail and ballastless track system, screed, bedplate all adopt solid modelling; Fastener adopts 3 to 4 non-linear springs to simulate; Between levels, adopt Contact Algorithm to be coupled to node; Model is set up according to the physical size of roadbed or bridge in basis, bottom, is coupled and calculates with track structure.
In the above-mentioned finite element model step of setting up rail, ballastless track system, basis, bottom, set up plurality of plates Bing end and adopt symmetry constraint.
In the above-mentioned finite element model step of setting up rail, ballastless track system, basis, bottom, the factor of consideration comprises: non-fragment orbit bonding way between layers, one-piece casting or separation layer rubbing contact etc.; The thin portion of non-fragment orbit is as the complicated contact relation between boss and groove; The rubber spacer model using in ballastless track system.
In the moment of flexure and internal force step of above-mentioned each structural sheet of calculating load action lower railway system, calculate the relevant regulations of load in innovating again according to " Design of High-speed Railway standard (trying) " and non-fragment orbit.
In the moment of flexure and internal force step of above-mentioned each structural sheet of calculating load action lower railway system, load action mainly comprises: temperature load, whole year temperature difference and thermograde; Vehicular load, vehicle hangs down, lateral load and braking tractive force etc.; And the different loads such as gravity load, concrete shrinkage, foundation settlement distortion.
In the moment of flexure and internal force step of above-mentioned each structural sheet of calculating load action lower railway system, by the method for python Programming with Pascal Language, the result of calculation under load action is carried out to aftertreatment, obtain the vertical and horizontal moment of flexure of ejecting plate and internal force, and extract the internal force of boss root.
(2) the perfect thin portion checking method that comprises entity reinforcing bar unit, non-fragment orbit system solid element and basis, bottom, comprise the following steps: in designing a model, add Reinforcement Design result, introduce entity reinforcing bar unit, and as required entity reinforcing bar unit is carried out to prestress loading; On the basis of previous step, internal force, stress and the deformation on rail under different loading conditions, ballastless track system, basis, bottom calculated in inspection, and thin portion connecting reinforcement stressed examined to calculation;
Above-mentioned prestress application method is pre-tensioning system or post stretching.
Internal force, stress and the deformation on rail under different loading conditions, ballastless track system, basis, bottom calculated in above-mentioned inspection, and stressed inspection of thin portion connecting reinforcement calculated in step, loading condition is that dead load adds live load, comprises gravity load, concrete shrinkage load, prestressed load, temperature load and vehicular load etc.
Internal force, stress and the deformation on rail under different loading conditions, ballastless track system, basis, bottom calculated in above-mentioned inspection, and stressed inspection of thin portion connecting reinforcement calculated in step, internal force, stress and the deformation of the rail under different loading conditions, track plates, screed, bedplate and inner arrangement of reinforcement etc. are examined to calculation.
Internal force, stress and the deformation on rail under different loading conditions, ballastless track system, basis, bottom calculated in above-mentioned inspection, and thin portion connecting reinforcement stressed examined and calculated in step, thin portion connecting reinforcement is examined to calculation as shearing pin, door type muscle etc. stressed.
(3) based on thin portion model, vehicle, track, bottom vibration of foundation characteristic in vehicle operating process are examined the method for calculating with assessment, it is characterized in that, comprise the following steps: according to dynamics calculation principle, set up the dynamics assessment models of vehicle and track structure coupling; According to above-mentioned dynamics assessment models, vehicle, track, bottom vibration of foundation characteristic in vehicle operating process are examined and calculated and assessment.
In the above-mentioned dynamics assessment models step of setting up the coupling of vehicle and track structure, kinetic model comprises rebar model, entity non-fragment orbit model, the contact of each interlayer of non-fragment orbit, the perfect dynamics calculation elements such as the auto model of many rigid bodies, wheel track coupling model, track irregularity model of thin portion.
In above-mentioned vehicle structure modeling, by formula translation, to vehicle structure modeling, and vehicle structure model and Wheel-rail contact model are simulated.
In above-mentioned vehicle structure modeling, for the sink-float of car body and trailing or leading bogie, nod, traversing, sidewinder and yaw motion feature, and each take turns right sink-float, traversing, sidewinder the simulation of carrying out whole vehicle model with yaw motion feature.
Above-mentioned rail carries out modeling by actual cross-section attribute, between wheel track, with dynamic wheel-rail contact relationship, is coupled, and rail level and tread profile is carried out discrete, by trace method, dynamically determines Wheel/Rail Contact Geometric.
Above-mentioned Wheel Rail Contact adopts hertz Non-linear contact theory and wheel track creep theory to carry out modeling.
In above-mentioned inspection calculation and appraisal procedure, by coupling computational analysis, obtain safety in operation, the riding index of vehicle, index is calculated in the multiple inspections such as shearing force amplitude information of Wheel Rail Contact force information, track structure vibration index, inside concrete arrangement of reinforcement stress amplitude, thin portion's pin or boss.
The principal feature of the method for designing based on above-mentioned computation model is: designing a model can be based on solid modelling, avoided existing result of study only can use beam element or shell unit to calculate the defect of non-fragment orbit internal force, and can process comprise non-fragment orbit vertical connect and the problem of non-vertical company, plate between a difficult problem in many designs such as separation layer nonlinear contact, result of calculation better design is put into practice.Inspection is calculated in model and has been added non-fragment orbit arrangement of reinforcement model, can realize the aspects such as vertical transverse prestress of non-fragment orbit are accurately simulated, and calculates, and can examine and calculate the inner reinforcement stresses of non-fragment orbit thereby the thin portion of non-fragment orbit structure is carried out to inspection in detail.Model is calculated in the inspection of kinetic model based on non-fragment orbit, utilizes self-programmed software to realize the modeling of vehicle and wheel-rail contact relationship, then set up auto model and finite element model trajectory are coupled, thereby non-fragment orbit circuit dynamic performance is carried out to comprehensive evaluation.
Accompanying drawing explanation
The design of Fig. 1 non-fragment orbit, inspection are calculated and the integrated thinking figure of assessment
The flat facade of Fig. 2 station track non-fragment orbit and thin portion arrangenent diagram
Fastener model schematic diagram under Fig. 3 Rail
Roadbed spring model schematic diagram under Fig. 4 supporting course
Fig. 5 track structure finite element model sectional view
Each layer of transverse bending moment schematic diagram of Fig. 6 Vehicle Load lower railway
Each layer of longitudinal axis power schematic diagram of Fig. 7 Vehicle Load lower railway
The thin portion of Fig. 8 road bed board and supporting course arrangement of reinforcement illustraton of model
Fig. 9 track different structure layer vibration acceleration time-histories figure
Figure 10 track different structure layer vibration displacement time-histories figure
Figure 11 track different structure layer meridional stress time-histories figure
Figure 12 wheel-rail contact force time-histories figure
Figure 13 ladder type orbit plane arrangenent diagram
Figure 14 ladder type track finite element model figure
Figure 15 load action is in ladder type track diverse location place track plates moment of flexure schematic diagram
Figure 16 ladder type rail profile arrangement of reinforcement figure
Figure 17 ladder type track concrete and deformed bar coupling model figure
Figure 18 applies one-sided beams of concrete cross section moment curve after prestress
After Figure 19 applies prestress, one-sided beams of concrete cross section longitudinal axis is tried hard to
Figure 20 vehicle operating process wheel rail force time-histories figure
Figure 21 vehicle operating process derailment coefficients time-histories figure
Figure 22 vehicle operating process rate of wheel load reduction time-histories figure
Figure 23 vehicle operating process car body acceleration time-histories figure
Figure 24 vehicle operating process rail vertical acceleration time-histories figure
Figure 25 vehicle operating process sleeper vertical acceleration time-histories figure
Figure 26 vehicle operating process rail vertical deviation time-histories figure
Figure 27 vehicle operating process ladder type track plates end changing of the relative positions amount time-histories figure
Figure 28 CRTSIII plate-type non-fragment orbit floor plan
Figure 29 CRTSIII plate-type non-fragment orbit sectional drawing
Figure 30 CRTSIII plate-type unballasted track bed plate model and inner steel reinforcement cage model
Figure 31 door steel bar and track plates, the signal of self-compacting concrete model for coupling
Embodiment
The invention provides a kind of non-fragment orbit design and checking method based on thin portion model, the middle consideration track structure that designs a model is entity, broken through solid model and cannot provide the obstacle of the internal force calculation of effect under the load action of design, and under actual arrangement of reinforcement model, different loading conditions are examined to calculation, for the design of non-fragment orbit and inspection provide a kind of brand-new mode.In Cable Power Computation model, the method of utilizing self-programming to combine with business software, take thin portion model as basis, add many rigid bodies auto model and wheel track coupling calculation procedure, the difficulty that middle and lower part structure cannot refinement is calculated in the difficulty that simultaneously solves Wheel Rail Contact modeling in finite element model and programming.
The modeling of vehicle and Wheel Rail Contact: in dynamics inspection calculation process, need to set up vehicle and Wheel-rail contact model, this part mainly completes by self-programming.Consider car body and trailing or leading bogie sink-float, nod, traversing, sidewinder and yaw motion, and each take turns right sink-float, traversing, sidewinder and yaw motion feature, the whole vehicle model of choosing 31 degree of freedom carries out dynamics simulation.Wheel Rail Contact adopts hertz Non-linear contact theory and wheel track creep theory to carry out modeling.
The modeling of rail: in design & checkup model, rail adopts the entity finite element model of refinement, to consider internal force and the ess-strain of rail under load action.In dynamics inspection, calculate in model, with beam element, simulate, to do interface with top vehicle and Wheel-rail contact model.
The modeling of ballastless track system: in designing a model, ballastless track system solid modelling, and consider non-fragment orbit bonding way (one-piece casting or separation layer rubbing contact etc.) between layers, and consider that the thin portion of non-fragment orbit is as the complicated contact relation between boss and groove, and the rubber spacer model using in ballastless track system etc., from valency, simulate more rationally, accurately non-fragment orbit stressed.The calculating load that the designs a model relevant regulations in innovating again according to " Design of High-speed Railway standard (try) " and non-fragment orbit considers, mainly comprises the different loads such as temperature load (whole year temperature difference and thermograde), vehicular load (vehicle hangs down, lateral load and brake tractive force etc.), gravity load, concrete shrinkage, foundation settlement distortion.For non-fragment orbit design is instructed, according to the loading characteristic of different structure system, use the post processor of autonomous establishment, the design internal force such as the internal force of main extraction fragment-free track slab and moment of flexure, in addition, extract the foundation of boss root, for boss arrangement of reinforcement provides internal force.In static(al) inspection, calculate in model, arrangement of reinforcement result is added to the modeling of ballastless track system, and fragment-free track slab is carried out to prestress modeling.In the process of track slab prestress modeling, distinguish the method for applying prestressing force (first opening and posttension) of track plates.Statics inspection calculation load and design load are similar, but distinguish dead load (deadweight, concrete shrinkage, prestress etc.) and live load (temperature and vehicular load etc.), the xoncrete structure stress of calculating under different loading conditions and distortion etc., and calculate the stressing conditions of inner arrangement of reinforcement, whether checking computations meet the requirement of standard.Dynamics inspection is calculated in model, non-fragment orbit modeling is continued to use static(al) inspection and is calculated the modeling element in model, by car operation process is carried out to simulation calculation, the time-histories such as the vibration acceleration of output non-fragment orbit, displacement, stress, corner, evaluate non-fragment orbit vibration characteristics from power angle.
Basic model: on roadbed, actual field ground situation can be considered in non-fragment orbit basis, according to actual measurement earth working material, carry out modeling, while not surveying parameter, also can adopt non-fragment orbit again innovation theory according to the equivalent stiffness of 76MPa/m, carry out modeling, adopt spring unit to simulate.In tunnel, also can adopt actual lining cutting and country rock situation to carry out modeling, while there is no preset parameter with roadbed on the similar employing equivalent stiffness of recommending simulate.Ballastless track on bridge carries out modeling according to the physical size of bridge, and beam-ends adopts the spring that is equivalent to pier stiffness to retrain.
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.
Embodiment 1:
The present embodiment is that the design of station track non-fragment orbit is calculated with inspection, and station track non-fragment orbit design as shown in Figure 2.
In designing a model, set up rail solid model, fastener is simulated with two cartesian coordinate system three-dimensional springs, as shown in Figure 3.Road bed board and supporting course are all thought of as solid element, uniform roadbed spring under supporting course, spring rate basis " Design of High-speed Railway standard (trying) " and non-fragment orbit again innovation theory achievement are taken as 76MPa/m, and as shown in Figure 4, track structure block mold as shown in Figure 5 for roadbed spring model.
Design & checkup institute load application comprises temperature load, vehicular load, gravity load, concrete shrinkage deformation, foundation settlement distortion etc.Whole intensification load be take cold district as example, considers maximum intensification 45 ℃.Thermograde is taken as 45 ℃/m according to " Design of High-speed Railway standard (trying) ".The heavy 100kN of the one-sided dead axle of train single-wheel, dynamic impact coefficient is decided to be 3 according to travelling speed.Lateral load is taken as 0.8 times of wheel load, i.e. 80kN.Damping force is pressed least favorable load mode, loads the longitudinal force of 9kN on each fastener node.Concrete shrinkage is according to 30 ℃ of considerations of cooling.Consideration foundation settlement is 15mm/20m, and the shape of settlement of subgrade is taken as recessed sinusoidal pattern half-wave curve.
Design process:
According to design drawing, set up track structure finite element model, calculate the internal force at the situation Xia road bed boards such as said temperature, vehicle, concrete shrinkage, foundation settlement distortion and supporting course.Enumerate vehicular load and each layer of internal force result of calculation of temperature load effect lower railway is as shown in the table.Each structural sheet internal force of Vehicle Load lower railway longitudinally changes as Figure 6-Figure 7, and wherein, Fig. 6 is each layer of transverse bending moment schematic diagram of Vehicle Load lower railway, and Fig. 7 is each layer of longitudinal axis power schematic diagram of Vehicle Load lower railway.Different load action lower railway structural internal forces are in Table 1.
The different load action lower railway of table 1 structural internal force calculation result gathers
According to calculating gained internal force, set up track structure arrangement of reinforcement model as shown in Figure 8.According to inspection, calculate model, calculate track structure stress and deformation under different loading status.Calculated results is summarized in table 2.
The different load action lower railway of table 2 stress and deformation result of calculation gathers
By above inspection, calculate, can draw, after arrangement of reinforcement, under vehicular load and temperature load effect, road bed board and supporting course are all in less stress state, and concrete shrinkage and foundation settlement meeting bring larger concrete longitudinal tension stress, because road bed board and supporting course are non-prestressed structure, now two structures will be in work with cracking state.
According to dynamics calculation principle, utilize self-compiling program to set up the dynamics assessment models of vehicle and track structure coupling, analyze the vibration characteristics of track structure.The initial irregularity excitation of track is chosen as military wide actual measurement irregularity spectrum.As shown in Figure 9, as shown in figure 10, as shown in figure 11, wheel-rail contact force time-histories as shown in figure 12 for track different structure layer meridional stress time-histories for track different structure layer vibration displacement time-histories for track different structure layer vibration acceleration time-histories.
The simulation result that careful dynamics simulation model based on set up draws is summarized in table 3.
Table 3 vehicle operating process middle orbit structural dynamic response gathers
| Index for selection | Result of calculation |
| Vehicle vertical acceleration (g) | 0.035 |
| Wheel track vertical force (kN) | 108.9 |
| Wheel-rail lateral force (kN) | 13.97 |
| Derailment coefficients | 0.17 |
| Rate of wheel load reduction | 0.58 |
| Rail vertical acceleration (g) | 170.6 |
| Road bed board vertical acceleration (g) | 4.37 |
| Supporting course vertical acceleration (g) | 3.43 |
| Rail vertical deviation (mm) | 1.07 |
| Road bed board vertical deviation (mm) | 0.33 |
| Supporting course vertical deviation (mm) | 0.33 |
| Rail meridional stress (MPa) | 29.62 |
| Road bed board longitudinal tension stress (MPa) | 0.355 |
| Supporting course longitudinal tension stress (MPa) | 0.065 |
As can be seen from the above table, the vertical peak acceleration 0.035g of vehicle, is less than high-speed railway operation amenity standards 0.13g; Wheel track vertical force maximal value 108.9kN, coefficient of impact 1.36, is less than regulation coefficient of impact 3; Transverse force maximal value 13.97kN, is less than maximal value 80kN; Derailment coefficients maximal value 0.17, rate of wheel load reduction 0.58, all meets the security requirement of operation.Rail meridional stress maximal value 30MPa left and right, in the longitudinal maximum tension stress 0.4MPa of road bed board, the longitudinal maximum tension stress of supporting course is in 0.1MPa, all in structure allowable stress scope.
Embodiment 2:
In the present embodiment, for having prestressed ladder type track structure to carry out quiet, dynamics Design and inspection is calculated.Ladder type track belongs to a kind of of frame-type non-fragment orbit, the vibration damping section of main application and urban track traffic.The layout of ladder type track as shown in figure 13.
Ladder type track longeron is precast prestressed reinforced concrete structure, long 6.15m, and wide 0.46m, thickness 0.185m, material is C60 concrete.Ladder type rail steel is effective connects two longerons, make it into as a whole, steel pipe length 1.85m, sectional dimension 0.125 * 0.075m.Ladder type track surrounding is arranged longitudinal and transverse, vertical elastic buffer and vibration-proof material, to transmit track structure vibration to surrounding.According to the resulting finite element model of above design parameter as shown in figure 14.
Ladder-type sleepers is mainly used in Urban Underground iron, most in tunnel, and the year temperature difference effect that track structure in tunnel is considered is less, the foundation settlement effect that need to consider as cellular structure is also less, therefore, using the primary load of vehicular load as designed path structural strength, at Vehicle Load during in ladder-type sleepers diverse location place, the suffered moment of flexure of single-sided tracks plate as shown in figure 15, wherein, while acting in plate, maximal bending moment 12.9kN/m, while acting on plate end, maximal bending moment 5.42kN/m.
According to structure design principle, ladder type track both sides are applied respectively to longitudinal prestressing, every side beams of concrete levels configures 9 firm twisted wires of prestress, and every steel strand wires apply the pretension of 4t, specifically arrange as shown in figure 16 dimensionally-optimised.
According to Reinforcement Design scheme, set up the inspection of the prestress reinforcement of both sides beams of concrete and calculate model, as shown in figure 17.
Concrete internal force and distortion to both sides beams of concrete under prestress effect are calculated, and obtain table 4.
Ladder type track stress and distortion result of calculation under the effect of table 4 prestress
After applying prestress, sleeper agent structure longitudinally can reach total cross-section pressurized, only at side direction gear platform place, is subject to the tension of 0.6MPa left and right, and cross section maximum crushing stress reaches 11.04MPa.Horizontal tensile stress maximal value results from PC longeron near side direction gear platform place.Longitudinally maximum displacement occurs in away from longitudinal Dang Tai one end, is mainly because concrete produces certain contraction applying prestress after, owing to longitudinally keeping off platform, has certain position-limiting action, therefore, during contraction longitudinally to keep off centered by platform.Steel pipe is longitudinally being subject to concrete shrinkage effect, and longitudinally compressive stress is larger, is 22.4MPa.After applying prestress, one-sided beams of concrete cross section moment of flexure as shown in figure 18.Owing to applying, the vertical bending moment that prestress produces is less, all below 1kNm.
According to applied calculation of Prestress result, to diverse location section along track longitudinally axle power calculate, result of calculation is as shown in figure 19.
From the prestress of PC longeron, theoretical precompression and actual precompression can coincide preferably.In each steel pipe place compressive stress a part of because steel pipe bears, in Figure 19, corresponding each position all produces a sudden change.
By applying of above concrete post-tensioned prestressing, can find out, model is better to the modelling effect of post-tensioned prestressing, can be good at simulating stress and the internal force situation of fragment-free track slab under prestress effect.Therefore,, based on above model, the stressed inspection of track to ladder type track under vehicular load and concrete shrinkage load action calculated and analyzed.
Different load case lower railway stress and deformations are calculated, obtain table 5.
Under the different load actions of table 5, ladder type track stress gathers with distortion result of calculation
From above result of calculation, can find out:
After applying prestress, PC longeron main part under vertical load, lateral load and Braking can be accomplished total cross-section pressurized, only at longitudinal gear platform place, is subject to less tension, all below 1MPa.After whole temperature drop, PC longeron precompression has significantly reduction, but still can guarantee that concrete is in pressured state, and prestressed structure has security and stability in whole temperature drop certain limit.After whole temperature rise, PC longeron precompression is greatly improved, and due to the difference of steel pipe and concrete bullet mould, after temperature rise, larger tension has appearred in concrete and steel pipe connecting junction, therefore, advise this position, carry out structural strengthening measure, as need are strengthened the arrangement of reinforcement to herein.Applying the rigidity of PC longeron integral body after prestress increases to some extent, but increasing degree is less, vertical force operating mode one and operating mode two times, and its vertical maximum displacement differs below 1%.
Can infer thus, above-mentioned arrangement of reinforcement situation lower railway structure stressed better, designed prestress value is also within rational scope.
According to dynamics calculation principle, utilize self-compiling program to set up the dynamics assessment models of vehicle and track structure coupling, the vibration characteristics of analyzing friction speed condition lower railway structure, computing velocity is chosen 40km/h, 60km/h, 80km/h, 100km/h and 120km/h.The initial irregularity excitation of track is chosen as German track spectrum (being applicable to non-fragment orbit).The results are shown in Table 6 in dynamics inspection calculation.Wheel rail force time-histories is shown in Figure 20, derailment coefficients time-histories is shown in Figure 21, rate of wheel load reduction time-histories is shown in Figure 22, car body acceleration time-histories is shown in Figure 23, rail vertical acceleration time-histories is shown in Figure 24, sleeper vertical acceleration time-histories is shown in Figure 25, and rail vertical deviation time-histories is shown in Figure 26, and ladder type track plates end changing of the relative positions amount time-histories is shown in Figure 27.
Table 6 vehicle operating process medium power is learned index simulation result and is gathered
From result of calculation, can find out: the vehicle safeties in operation such as wheel-rail force, derailment coefficients, rate of wheel load reduction and car body hang down, transverse acceleration and comfort index increase along with the increase of road speed substantially, especially wheel-rail force, presents obvious non-linear increase trend.Bogie and the right vibration acceleration of wheel have following vehicle speed to increase and the trend that increases, but are subject to the impact of self natural frequency and excited frequency, and not in full conformity with the larger rule of the larger vibration of speed; The vibration acceleration of rail and sleeper also has following vehicle speed to increase and the trend of increase.Vertical, the transversal displacement of rail and sleeper have the trend increasing with speed; Sleeper beam-ends changing of the relative positions amount is subject to rate smaller, also has on the whole speed to increase and the trend of increase.
Embodiment 3:
This introduction method of the present embodiment article is calculated the application in model in the inspection of thin portion.Take that the application of CRTS III plate-type non-fragment orbit and inspection calculate is example, introduces the application of the method in the inspection of thin portion is calculated.Wherein, mainly carry out following two calculating: the 1) impact analysis of the different reinforcement manners of bedplate to bedplate stressing conditions; 2) the intensity inspection of the door steel bar that track plates bottom is connected with self-compacting concrete is calculated.
CRTS III plate-type non-fragment orbit is comprised of rail, fastener, track plates, door steel bar, self-compacting concrete, separation layer, rubber spacer, bedplate etc. from top to bottom.Rail is CHN60 rail, and fastener is WJ-8 type fastener system, and fastener spacing is 0.63m, and the longitudinal force that every group of fastener provides is 9.0kN, and lateral static stiffness is 50kN/mm, and vertical quiet rigidity is 35kN/mm.Track plates is precast prestressed reinforced concrete structure, and monolithic rail plate long is 5.35m, the wide 2.5m of being.Track plates floor plan situation as shown in figure 28.Track facade size and deployment scenarios are as shown in figure 29.Self-compacting concrete layer thickness 0.1m, width is 2.5m, longitudinal length is 5.6m, identical with track plates, and at middle part or two ends downward boss be set be connected with bedplate, depth of groove is 0.1m, the length of groove and wide 0.7m and the 1.0m of being respectively, two-layer geotextile is set between self-compacting concrete and bedplate, considers that its vertical compressional stiffness is very big, think and there is no vertical relative deformation.Between geotextile in length and breadth to coefficientoffrictionμ >=0.5.Bedplate thickness is 0.3m, and wide is 3.1m, and longitudinal length is 11.32m, the wide 0.02m of bedplate break joint.Bedplate middle part arranges four groove ，Yu top self-compacting concrete layers and is connected.Elastic insert is filled in groove inner side.Each layer of section arranges sees Figure 29.
1) impact analysis of the different reinforcement manners of bedplate to bedplate stressing conditions
For the reinforcement manner of CRTS III plate-type unballasted track bed plate, there are at present three kinds of modes: bedplate is arrangement of reinforcement, near the whole arrangement of reinforcement of arrangement of reinforcement and bedplate groove only not.Set up respectively track plates, self-compacting concrete and bedplate model in above-mentioned three kinds of situations, calculate it at the go to the bottom stressing conditions of seat board of integral body intensification loading condition.
According to above-mentioned parameter, set up bedplate finite element model and bedplate arrangement of reinforcement model, the inner steel reinforcement cage model of bedplate model and bedplate is as shown in figure 30.
Bedplate stressing conditions is listed in table 7:
The whole thermogenic action of the table 7 seat board stress and displacement result of calculation of going to the bottom
Known by above calculating, after the whole arrangement of reinforcement of bedplate, integrated stress declines to some extent, and rigidity promotes to some extent; And only when groove arrangement of reinforcement, it is not obvious that Stress and displacement changes, and do not compare during arrangement of reinforcement with groove, near groove, still may produce stress and concentrate.Under action of long-term load, after the whole arrangement of reinforcement of bedplate, make itself in lower stress state, aspect the permanance of raising structure, there is certain advantage.Comprehensive above-mentioned reason, suggestion is carried out whole arrangement of reinforcement to bedplate.
2) the intensity inspection of the door steel bar that track plates bottom is connected with self-compacting concrete is calculated
The Main Function of the connecting reinforcement arranging at the bottom of track plates is to strengthen being connected of track plates and self-compacting concrete.Door steel bar is being subject to vehicular load and temperature load is done the used time, and owing to may producing mutual changing of the relative positions amount between plate, thereby opposite house steel bar produces shear action.To only arranging in a type muscle situation, not consider bond between layers and rub, needed door type muscle quantity designs with inspection to be calculated.
Set up the thin portion model that door type muscle and track plates, self-compacting concrete are coupled, the model of setting up as shown in figure 31.
Under stressed comparatively obvious three loading conditions of opposite house steel bar, calculate the stressed following table that obtains of door steel bar:
The different load actions of table 8 Xiamen type muscle Force Calculation result gathers
Under positive thermograde effect and Lateral Force, between the uplift force of reinforcing bar and plate, shearing is large compared with the above two, but on the whole, all do not exceed resistance to plucking and resistance to compression limit value, consideration damping force and positive thermograde are done the used time simultaneously, and the shearing of reinforcing bar is 15.334KN, and uplift force is 12.282KN; Consideration transverse force and positive thermograde are done the used time simultaneously, and the shearing of reinforcing bar is 14.157KN, and uplift force is 13.249KN, does not all exceed limiting design value.
Claims (10)
1. the non-fragment orbit design & checkup system based on the thin portion in space solid model, is characterized in that, comprises the following steps:
Set up the finite element model on rail, ballastless track system, basis, bottom;
According to above-mentioned model, calculate moment of flexure and the internal force of each structural sheet of load action lower railway system;
According to calculating gained moment of flexure and internal force, set up the thin portion inspection on entity reinforcing bar unit, non-fragment orbit system solid element and basis, bottom and calculate model;
According to above-mentioned inspection, calculate model, internal force, stress and the deformation on rail under different loading conditions, ballastless track system, basis, bottom calculated in inspection, and thin portion connecting reinforcement stressed examined to calculation;
According to dynamics calculation principle, set up the dynamics assessment models of vehicle and track structure coupling;
According to above-mentioned dynamics assessment models, vehicle, track, bottom vibration of foundation characteristic in vehicle operating process are examined and calculated and assessment.
2. the non-fragment orbit design & checkup system based on the thin portion in space solid model according to claim 1, is characterized in that,
In the described finite element model step of setting up rail, ballastless track system, basis, bottom:
Track plates in rail and ballastless track system, screed, bedplate all adopt solid modelling;
Fastener adopts 3 to 4 non-linear springs to simulate;
Between levels, adopt Contact Algorithm to be coupled to node;
Model is set up according to the physical size of roadbed or bridge in basis, bottom, is coupled and calculates with track structure.
3. the non-fragment orbit design & checkup system based on the thin portion in space solid model according to claim 1, is characterized in that,
In the moment of flexure and internal force step of described each structural sheet of calculating load action lower railway system, load action mainly comprises:
Temperature load, whole year temperature difference and thermograde;
Vehicular load, vehicle hangs down, lateral load and braking tractive force etc.;
And the different loads such as gravity load, concrete shrinkage, foundation settlement distortion.
4. the non-fragment orbit design & checkup system based on the thin portion in space solid model according to claim 1, is characterized in that,
Described thin portion inspection of setting up entity reinforcing bar unit, non-fragment orbit system solid element and basis, bottom is calculated in model step, according to calculating gained moment of flexure and internal force, sets up arrangement of reinforcement solid model in plate, and presstressed reinforcing steel is applied to prestress.
5. the non-fragment orbit design & checkup system based on the thin portion in space solid model according to claim 1, is characterized in that,
Internal force, stress and the deformation on rail under different loading conditions, ballastless track system, basis, bottom calculated in described inspection, and stressed inspection of thin portion connecting reinforcement calculated in step, loading condition is dead load, comprises gravity load, concrete shrinkage load, prestressed load etc.; Or live load, comprise temperature load and vehicular load etc.
6. the non-fragment orbit design & checkup system based on the thin portion in space solid model according to claim 1, is characterized in that,
In the described dynamics assessment models step of setting up the coupling of vehicle and track structure, kinetic model comprises rebar model, entity non-fragment orbit model, the contact of each interlayer of non-fragment orbit, the perfect dynamics calculation elements such as the auto model of many rigid bodies, wheel track coupling model, track irregularity model of thin portion.
7. the non-fragment orbit design & checkup system based on the thin portion in space solid model according to claim 1, is characterized in that,
Described to vehicle, track, bottom vibration of foundation characteristic in vehicle operating process examine calculate with appraisal procedure in,
By coupling computational analysis, obtain safety in operation, the riding index of vehicle, index is calculated in the multiple inspections such as shearing force amplitude information of Wheel Rail Contact force information, track structure vibration index, inside concrete arrangement of reinforcement stress amplitude, thin portion's pin or boss.
8. the non-fragment orbit method for designing based on the thin portion in space solid element finite elements, is characterized in that, comprises the following steps:
Set up the finite element model on rail, ballastless track system, basis, bottom;
According to above-mentioned model, calculate moment of flexure and the internal force of each structural sheet of load action lower railway system;
To solving of solid element cross section internal force, the internal force condition such as cross section moment of flexure, axle pressure of design is provided, thereby carries out structural design according to the Concrete Structure Design principle.
9. the perfect thin portion checking method that comprises entity reinforcing bar unit, non-fragment orbit system solid element and basis, bottom, is characterized in that, comprises the following steps:
In designing a model, add Reinforcement Design result, introduce entity reinforcing bar unit, and as required entity reinforcing bar unit is carried out to prestress loading;
On the basis of previous step, internal force, stress and the deformation on rail under different loading conditions, ballastless track system, basis, bottom calculated in inspection, and thin portion connecting reinforcement stressed examined to calculation.
10. based on thin portion model, vehicle, track, bottom vibration of foundation characteristic in vehicle operating process are examined the method for calculating with assessment, be it is characterized in that, comprise the following steps:
According to dynamics calculation principle, set up the dynamics assessment models of vehicle and track structure coupling;
According to above-mentioned dynamics assessment models, vehicle, track, bottom vibration of foundation characteristic in vehicle operating process are examined and calculated and assessment.
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