CN114839053A - Detection method for interface damage between CRTS II type longitudinal connecting plate ballastless track layers - Google Patents

Detection method for interface damage between CRTS II type longitudinal connecting plate ballastless track layers Download PDF

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CN114839053A
CN114839053A CN202210257187.8A CN202210257187A CN114839053A CN 114839053 A CN114839053 A CN 114839053A CN 202210257187 A CN202210257187 A CN 202210257187A CN 114839053 A CN114839053 A CN 114839053A
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interface
crts
connecting plate
longitudinal connecting
mortar
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CN114839053B (en
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路宏遥
何越磊
李再帏
孟晓亮
黄自鹏
陈家璐
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Shanghai University of Engineering Science
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    • G—PHYSICS
    • G01—MEASURING; TESTING
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    • G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N3/24—Investigating strength properties of solid materials by application of mechanical stress by applying steady shearing forces
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N2203/02—Details not specific for a particular testing method
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    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N2203/02—Details not specific for a particular testing method
    • G01N2203/06—Indicating or recording means; Sensing means
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Abstract

The invention relates to a CRTS II type longitudinal connecting plate type ballastless track interlayer interface damage detection method, which belongs to the technical field of track damage detection and comprises the following steps: manufacturing a concrete-mortar composite test piece of a CRTS II type longitudinal connecting plate type ballastless track to be tested; performing an interface split-draw test and a shear test on the composite test piece to obtain an interlayer interface normal mechanical property parameter and a tangential mechanical property parameter of the concrete and the mortar; determining an interface cohesion model according to the normal mechanical property parameters of the interlayer interface and the tangential mechanical property parameters of the interlayer interface; constructing a space refined simulation model according to a CRTS II type longitudinal connecting plate type ballastless track structure to be detected, and introducing an interface cohesion model between a track plate and a mortar layer of the model; applying a temperature load on a simulated CRTS II type longitudinal connecting plate type ballastless track to be tested to a space refined simulation model to obtain interlayer interface damage parameters; and determining the interface damage state according to the interlayer interface damage parameters. The invention improves the accuracy of interlayer interface damage detection.

Description

Detection method for interface damage between CRTS II type longitudinal connecting plate ballastless track layers
Technical Field
The invention relates to the technical field of rail damage detection, in particular to a method for detecting the damage of an interface between CRTS II type longitudinal connecting plate ballastless rails.
Background
The CRTS II type longitudinal connecting plate type ballastless track is widely used due to the advantages of high smooth running, small number of structural diseases, obvious economic benefit, stable comprehensive performance and the like, is one of main track structural forms of the Chinese high-speed railway, and has the total mileage exceeding 5000km when routes are laid on the Jinghu high-speed railway, the Huhang passenger transport line, the Hebei passenger transport line, the Hangzhou passenger transport line, the NingHan passenger transport line, the Jingshi high-speed railway and the like.
As a typical layered structure with interface properties, the CRTS II type slab ballastless track mainly comprises a track slab, a CA mortar layer and a supporting layer. The mortar layer with a thickness of 30mm and certain elasticity and plasticity forms an elastic layer between the track slab and the supporting layer through later-stage pouring and curing, and bonding surfaces are generated at the upper interface and the lower interface, so that the mortar layer has strong sensitivity to temperature and is a weak position of a track structure. During operation, the smoothness of the track structure is affected by high-temperature upwarping of the track slab and interface damage and debonding diseases, and driving safety is threatened.
At present, the steel bar planting anchoring repair technology is widely applied to the treatment of high-temperature upwarping of track slabs, repair of track interlayer gap diseases and the like, a new idea is provided for maintenance and repair of high-speed railways and safe and efficient operation of lines, after steel bar planting of a track structure is repaired, the inherent properties of the layers of CRTS II type longitudinal connecting plate type ballastless tracks are not fundamentally changed, and an interlayer interface is still a weak position of the track structure. At present, relevant research aiming at preventing the large upwarp deformation of the track slab at high temperature by adopting the bar-planting anchoring repair scheme mainly focuses on demonstrating the high-temperature inhibition effect of different bar-planting anchoring schemes, and has defects in experimental analysis of mechanical characteristics and performance evolution rules of lower-layer interfaces of different bodies before and after bar-planting repair of the track structure, theoretical research on the mechanical behavior rules of lower-layer interfaces of the track structure in different states under the action of temperature load and the evolution mechanism of secondary damage of the interfaces, and the like.
Disclosure of Invention
The invention aims to provide a method for detecting the damage of an interlayer interface of a CRTS II type longitudinal connecting plate type ballastless track, which improves the accuracy of damage detection.
In order to achieve the purpose, the invention provides the following scheme:
a CRTS II type longitudinal connecting plate type ballastless track interlayer interface damage detection method optionally comprises the following steps:
manufacturing a concrete-mortar composite test piece according to the structure of the CRTS II type longitudinal connecting plate type ballastless track to be detected, wherein the concrete-mortar composite test piece is a composite test piece representing the structure of a track plate and a mortar layer in the CRTS II type longitudinal connecting plate type ballastless track to be detected;
performing an interface split-draw test on the concrete-mortar composite test piece to obtain an interlayer interface normal mechanical property parameter of the concrete and the mortar;
performing an interface shear test on the concrete-mortar composite test piece to obtain interlayer interface tangential mechanical property parameters of the concrete and the mortar;
determining the constitutive relation of an interface normal cohesion force model according to the interlayer interface normal mechanical property parameters;
determining an interface tangential cohesion model constitutive relation according to the interlayer interface tangential mechanical property parameters;
constructing a space refined simulation model according to the actual size and the actual position relation of the CRTS II type vertical connecting plate type ballastless track structure to be detected;
introducing an interface cohesion model into an interface between the track slab and the mortar layer of the space refined simulation model, wherein the interface cohesion model comprises an interface normal cohesion model constitutive relation and an interface tangential cohesion model constitutive relation;
applying a temperature load simulating the CRTS II type longitudinal connecting plate ballastless track to be tested in the actual service period to a space refined simulation model introduced with the interface cohesion model to obtain interlayer interface damage parameters;
and determining the interface damage state between the track slab and the mortar layer of the CRTS II type longitudinal connecting slab ballastless track to be tested according to the interlayer interface damage parameters.
Optionally, the interlayer interface normal mechanical property parameters include interface normal tensile strength and interface normal debonding displacement.
Optionally, the interfacial tangential mechanical property parameters between layers include interfacial tangential shear strength and interfacial tangential debonding displacement.
Optionally, the interface normal cohesion force model constitutive relation is expressed as:
Figure BDA0003548852850000031
Figure BDA0003548852850000032
Figure BDA0003548852850000033
wherein σ represents an interface normal bonding stress,
Figure BDA0003548852850000034
represents the interface normal initial bond stiffness, δ n Indicating the displacement of the interface from normal bonding,
Figure BDA0003548852850000035
represents the initial displacement of the interface normal damage, d n The degradation rate of the normal stiffness of the interface is shown,
Figure BDA0003548852850000036
denotes the interfacial normal debonding displacement, σ max Indicating the interfacial normal tensile strength.
Optionally, the interfacial tangential cohesion model constitutive relation is expressed as:
Figure BDA0003548852850000037
Figure BDA0003548852850000038
Figure BDA0003548852850000039
wherein, tau represents the interface tangential adhesive stress,
Figure BDA00035488528500000310
represents the interfacial tangential initial bond stiffness, δ s The tangential bond displacement of the interface is shown,
Figure BDA00035488528500000311
represents the initial displacement of interfacial tangential damage, d s The rate of degradation of the tangential stiffness of the interface is indicated,
Figure BDA00035488528500000312
denotes the interfacial tangential debonding displacement, τ max The interfacial tangential shear strength is indicated.
Optionally, the constructing a space refined simulation model according to the actual size and the actual position relationship of the CRTS ii type vertical link plate type ballastless track structure to be measured specifically includes:
and constructing a space refined simulation model by adopting ANSYS software according to the actual size and the actual position relation of the CRTS II type longitudinal connecting plate type ballastless track structure to be detected.
Optionally, the CRTS ii type longitudinal connecting plate ballastless track to be detected comprises a CRTS ii type longitudinal connecting plate ballastless track in an unbanded steel bar repairing state and a CRTS ii type longitudinal connecting plate ballastless track in a steel bar repairing state; the CRTS II type longitudinal connecting plate type ballastless track in the non-bar-planting repairing state comprises a track plate, wide and narrow joints, a mortar layer and a supporting layer, and the CRTS II type longitudinal connecting plate type ballastless track in the bar-planting repairing state comprises a track plate, wide and narrow joints, a mortar layer, a supporting layer, anchoring steel bars and bar-planting glue.
Optionally, introducing an interface cohesion model into an interface between the track slab and the mortar layer of the space refined simulation model specifically includes;
based on ANSYS contact technology, the bottom surface of the track plate in the space refined simulation model is used as a target surface, the top surface of the mortar layer is used as a contact surface, and an interface cohesion model is introduced between the target surface and the contact surface by adopting ANSYS software.
Optionally, the performing an interface split-pull test on the concrete-mortar composite test piece to obtain an interlayer interface normal mechanical property parameter of the concrete and the mortar specifically includes:
performing an interface split-pull test on the concrete-mortar composite test piece by adopting a split-pull loading device to obtain an interlayer interface normal mechanical property parameter of the concrete and the mortar;
the splitting and pulling loading device comprises a lower end bearing steel block and an upper end bearing steel block; the bottom surface of the lower end bearing steel block is a plane, the middle of the upper surface of the lower end bearing steel block is a raised table top, the two sides of the table top are arc-shaped, the lower bottom surface of the table top is larger than the upper bottom surface, and the lower bottom surface and the upper bottom surface are parallel to each other; the size of the upper end bearing steel block is the same as that of the table top protruding in the middle of the upper surface of the lower end bearing steel block; and when an interface split-pulling loading test is carried out, the concrete-mortar composite test piece is arranged between the lower end bearing steel block and the upper end bearing steel block.
Optionally, an interface shear test is performed on the concrete-mortar composite test piece to obtain an interlayer interface tangential mechanical property parameter of the concrete and the mortar, and the method specifically includes:
performing an interface shear test on the concrete-mortar composite test piece by adopting a shear loading device to obtain an interlayer interface tangential mechanical property parameter of the concrete and the mortar;
the shearing loading device comprises a bottom bearing steel block, an upper end clamping steel block and a top end bearing steel block; when an interface shear test is carried out, the concrete-mortar composite test piece is placed on the bottom bearing steel block, the upper end clamping steel block is placed on one side above the concrete-mortar composite test piece, the top end bearing steel block is placed on the other side above the concrete-mortar composite test piece, and the bottom bearing steel block and the upper end clamping steel block are fixed through anchor bolts and anchor rods.
According to the specific embodiment provided by the invention, the invention discloses the following technical effects:
the invention discloses a method for detecting damage of an interlayer interface of a CRTS II type longitudinal connecting plate type ballastless track, which is characterized in that an interface split-draw test and a shear test are carried out on a concrete-mortar composite test piece to accurately obtain key mechanical property parameters of the interlayer interface, so that the accuracy of simulating the actual service state of the CRTS II type longitudinal connecting plate type ballastless track is improved, the interaction relation between a track plate and a mortar layer can be truly reflected, and the accuracy of damage detection is improved.
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In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings needed to be used in the embodiments will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings without inventive exercise.
FIG. 1 is a schematic flow chart of a detection method for detecting interface damage between CRTS II type longitudinal connecting plate ballastless tracks of the invention;
FIG. 2 is a schematic diagram of the principle of the detection method for the damage of the interface between CRTS II type longitudinal connecting plate ballastless tracks;
FIG. 3 is a perspective view of a lower bearing steel block of the split loading apparatus of the present invention;
FIG. 4 is a front view of a lower bearing steel block of the split loading apparatus of the present invention;
FIG. 5 is a side view of a lower bearing steel block of the split loading apparatus of the present invention;
FIG. 6 is a top view of a lower bearing steel block of the split loading apparatus of the present invention;
FIG. 7 is a perspective view of an upper end loaded steel block of the split pull loading apparatus of the present invention;
FIG. 8 is a front view of an upper end loaded steel block of the split pull loading apparatus of the present invention;
FIG. 9 is a side view of an upper end loaded steel block of the split pull loading apparatus of the present invention;
FIG. 10 is a top view of an upper end loaded steel block of the split pull loading apparatus of the present invention;
FIG. 11 is a perspective view of a bottom load-bearing steel block of the shear loading apparatus of the present invention;
FIG. 12 is a front view of the bottom load-bearing steel block of the shear loading unit of the present invention;
FIG. 13 is a side view of the bottom load bearing steel block of the shear loading unit of the present invention;
FIG. 14 is a top plan view of the bottom load bearing block of the shear loading apparatus of the present invention;
FIG. 15 is a perspective view of the upper clamping block of the shear loading apparatus of the present invention;
FIG. 16 is an elevation view of the upper clamping block of the shear loading unit of the present invention;
FIG. 17 is a side view of the upper clamping steel block of the shear loading unit of the present invention;
FIG. 18 is a top view of the upper clamping block of the shear loading unit of the present invention;
FIG. 19 is a perspective view of a loaded steel block of the shear loading apparatus of the present invention;
FIG. 20 is a front view of a loaded steel block of the shear loading apparatus of the present invention;
FIG. 21 is a side view of a loaded steel block of the shear loading apparatus of the present invention;
FIG. 22 is a top plan view of the loaded steel block of the shear loading apparatus of the present invention;
FIG. 23 is a graph showing the load-displacement curve of the concrete-mortar composite test piece interface split test according to the present invention;
FIG. 24 is a load-displacement curve diagram of the interface shear test of the concrete-mortar composite test piece according to the present invention;
FIG. 25 is a schematic view of a CRTS II type longitudinal connecting plate ballastless track in a steel bar planting anchoring and repairing state according to the present invention;
FIG. 26 is a schematic diagram of the reinforced anchoring of the CRTS II type longitudinal connecting plate ballastless track of the invention.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
The invention aims to provide a method for detecting the interlayer interface damage of a CRTS II type longitudinal connecting plate type ballastless track, which improves the accuracy of the interlayer interface damage detection.
In order to make the aforementioned objects, features and advantages of the present invention comprehensible, embodiments accompanied with figures are described in further detail below.
Fig. 1 is a schematic flow chart of a detection method for detecting the damage of an interface between layers of a CRTS ii type longitudinal connecting plate type ballastless track shown in fig. 1, and the detection method for detecting the damage of the interface between layers of the CRTS ii type longitudinal connecting plate type ballastless track comprises the following steps:
step 101: and manufacturing a concrete-mortar composite test piece according to the structure of the CRTS II type longitudinal connecting plate type ballastless track to be detected, wherein the concrete-mortar composite test piece is a composite test piece representing the track plate and mortar layer structure in the CRTS II type longitudinal connecting plate type ballastless track to be detected.
Wherein, step 101 specifically includes:
and the structure composition and the material properties of each component of the CRTS II type longitudinal connecting plate type ballastless track are determined.
The CRTS II type longitudinal connecting plate type ballastless track to be detected comprises a CRTS II type longitudinal connecting plate type ballastless track in an un-implanted bar repairing state and a CRTS II type longitudinal connecting plate type ballastless track in an implanted bar repairing state; the CRTS II type longitudinal connecting plate type ballastless track in the non-bar-planting repair state comprises a track plate, wide and narrow joints, a mortar layer and a supporting layer. The CRTS II type longitudinal connecting plate type ballastless track in the steel bar planting repairing state is shown in figure 26, the CRTS II type longitudinal connecting plate type ballastless track in the steel bar planting repairing state comprises a track plate, a wide and narrow joint, a CA mortar layer, a supporting layer, an anchoring steel bar and steel bar planting glue, the local detailed structure is shown in figure 25, the anchoring steel bar is arranged in a steel bar planting hole, the steel bar planting hole sequentially penetrates through the track plate and the CA mortar layer to reach the supporting layer, and the steel bar planting glue is used for sealing the steel bar planting hole.
As a specific embodiment, the diameter of the bar planting hole is 36mm, the diameter of the anchoring steel bar is 28mm, the thickness of the track plate is 160mm, and the depth of the anchoring steel bar extending into the supporting layer is 250 mm.
And manufacturing a concrete-mortar composite test piece or a concrete-mortar composite test piece with embedded bars according to the standard.
Step 102: and (3) carrying out an interface split-draw test on the concrete-mortar composite test piece to obtain the normal mechanical property parameters of the interlayer interface of the concrete and the mortar.
Wherein, step 102 specifically comprises:
and (3) performing an interface split-pull test on the concrete-mortar composite test piece by adopting a split-pull loading device to obtain the normal mechanical property parameters of the interlayer interface of the concrete and the mortar.
The split pulling loading device comprises a lower end bearing steel block and an upper end loaded steel block; the bottom surface of the lower end bearing steel block is a plane, the middle of the upper surface of the lower end bearing steel block is a raised table top, two sides of the table top are arc-shaped, the lower bottom surface of the table top is larger than the upper bottom surface, and the lower bottom surface and the upper bottom surface are parallel to each other; the size of the upper end loaded steel block is the same as the size of the table top protruding in the middle of the upper surface of the lower end loaded steel block; when an interface split-pull loading test is carried out, the concrete-mortar composite test piece is arranged between the lower end bearing steel block and the upper end bearing steel block, namely the concrete-mortar composite test piece is arranged between the bottom surface with small area in the two parallel bottom surfaces of the upper end bearing steel block and the upper bottom surface of the upper table surface of the lower end bearing steel block.
The normal mechanical property parameters of the interlayer interface comprise the interface normal tensile strength sigma max Displacement from interfacial normal debonding
Figure BDA0003548852850000071
Step 103: and performing an interface shear test on the concrete-mortar composite test piece to obtain the interlayer interface tangential mechanical property parameters of the concrete and the mortar.
Wherein, step 103 specifically comprises:
and (3) carrying out an interface shear test on the concrete-mortar composite test piece by adopting a shear loading device to obtain the interlayer interface tangential mechanical property parameters of the concrete and the mortar.
The shearing loading device comprises a bottom bearing steel block, an upper end clamping steel block and a top end bearing steel block; when the interface shear test is carried out, the concrete-mortar composite test piece is placed on the bottom bearing steel block, the upper end clamping steel block is placed on one side above the concrete-mortar composite test piece, the top end loaded steel block is placed on the other side above the concrete-mortar composite test piece, and the bottom bearing steel block and the upper end clamping steel block are fixed through anchor bolts and anchor rods. During a shear test, an upper clamping steel block and a bottom supporting steel plate (bottom bearing steel block) are fixed at a hole with the radius of 15mm through an M30 type anchor bolt and an anchor rod.
The parameters of the tangential mechanical properties of the interlayer interface comprise the tangential shear strength tau of the interface max And interfacial tangential debonding displacement delta s max 。
As a specific embodiment, the concrete-mortar composite test piece used in the interfacial split-pull and shear test is a concrete-mortar composite test piece with a specification of 150mm × 150mm × 150mm, and the test process conforms to the specification requirements of "test method standard for physical and mechanical properties of concrete" (GB/T50081-2019), "CRTS type ii vertical slat ballastless track concrete track slab" (TB/T3399-2015), "temporary technical condition for cement emulsified asphalt mortar of CRTS type ii vertical slat ballastless track for passenger dedicated railway" (science and technology foundation [2008] No. 74), "design specification for high-speed railway ballastless track", and the like, the interfacial split-pull test loading device is shown in fig. 3-10, and the interfacial shear loading device is shown in fig. 11-22. Fig. 23 is a graph showing a load-displacement curve of a concrete-mortar composite test piece interface split test provided by an embodiment of the present invention. Fig. 24 is a load-displacement curve diagram of an interface shear test of a concrete-mortar composite test piece according to an embodiment of the present invention.
Step 104: and determining the constitutive relation of the interface normal cohesion force model according to the interlayer interface normal mechanical property parameters.
Step 105: and determining the constitutive relation of the interface tangential cohesion model according to the interlayer interface tangential mechanical property parameters.
Wherein, steps 104 and 105 specifically include:
the interface cohesion model including the interface normal and interface tangential constitutive relations is called by using a command 'TB' in the ANSYSAPDL language.
The interface normal cohesion force model constitutive relation is expressed as:
Figure BDA0003548852850000091
Figure BDA0003548852850000092
Figure BDA0003548852850000093
wherein, σ represents the interfacial normal bonding stress,
Figure BDA0003548852850000094
represents the interface normal initial bond stiffness, δ n Indicating the displacement of the interface from normal bonding,
Figure BDA0003548852850000095
represents the initial displacement of the interface normal damage, d n The degradation rate of the normal stiffness of the interface is shown,
Figure BDA0003548852850000096
denotes the interfacial normal debonding displacement, σ max Indicating the interfacial normal tensile strength.
The interfacial tangential cohesion force model constitutive relation is expressed as:
Figure BDA0003548852850000097
Figure BDA0003548852850000098
Figure BDA0003548852850000099
wherein, tau represents the interface tangential adhesive stress,
Figure BDA00035488528500000910
represents the interfacial tangential initial bond stiffness, δ s The tangential bond displacement of the interface is shown,
Figure BDA00035488528500000911
represents the initial displacement of interfacial tangential damage, d s The rate of degradation of the tangential stiffness of the interface is indicated,
Figure BDA00035488528500000912
denotes the interfacial tangential debonding displacement, τ max The interfacial tangential shear strength is indicated.
Step 106: and constructing a space refined simulation model according to the actual size and the actual position relation of the CRTS II type longitudinal connecting plate type ballastless track structure to be measured.
Wherein, step 106 specifically includes:
and according to the actual size and the actual position relation of the structure of the CRTS II type longitudinal connecting plate type ballastless track to be detected, adopting ANSYSAPDL programming language to construct a space refined simulation model of each main component of the CRTS II type longitudinal connecting plate type ballastless track to be detected.
A ANSYSAPDL programming language is adopted to establish CRTS II type longitudinal connecting plate type ballastless track space refinement in a steel bar planting repair state, the steel bar planting scheme adopts a scheme that 6 anchoring steel bars are symmetrically planted on a backup plate end of a single plate which is widely used in an engineering field, and the steel bar planting anchoring is as shown in figure 25. The main parts of the model include: track plate, wide and narrow joints, mortar layer, supporting layer, anchoring ribs, bar-planting glue and the like, as shown in fig. 26. The material parameters of the parts of the model are shown in table 1.
TABLE 1 CRTS II type vertical connecting plate type ballastless track model parameters
Figure BDA0003548852850000101
Figure BDA0003548852850000111
Step 107: introducing an interface cohesion model into an interface between a track plate and a mortar layer of the space refined simulation model, wherein the interface cohesion model comprises an interface normal cohesion model constitutive relation and an interface tangential cohesion model constitutive relation.
Wherein, step 107 specifically comprises;
based on ANSYS contact technology, using the ANSYSAPDL programming language: taking the bottom surface of the track board in the space refined simulation model as a target surface, and simulating by using an ANSYS3DTARGE target unit; and (3) taking the top surface of the mortar layer as a contact surface, simulating by using an ANSYS3DCONTA contact unit, introducing an interface cohesion model between a target surface and the contact surface through MAT (matrix MAT) and ESURF (electronic stability parameter function) commands, and forming a CRTS II type longitudinal connecting plate ballastless track space refined simulation model.
Step 108: and applying simulation to the space refined simulation model introduced with the interface cohesion model to obtain interlayer interface damage parameters, wherein the simulation simulates the temperature load on the CRTS II type longitudinal connecting plate type ballastless track to be tested in the actual service period.
Wherein, step 108 specifically comprises: the method comprises the steps of applying a simulation CRTS II type longitudinal connecting plate type ballastless track space refined simulation model based on ANSYSAPDL language to simulate the temperature load borne by the CRTS II type longitudinal connecting plate type ballastless track during actual service, calculating an interlayer interface damage parameter D through an operation model, and analyzing interface damage characteristics.
The theoretical formula of the interface damage parameter D is as follows:
Figure BDA0003548852850000121
Figure BDA0003548852850000122
Figure BDA0003548852850000123
Figure BDA0003548852850000124
Figure BDA0003548852850000125
step 109: and determining the interface damage state between the track slab and the mortar layer of the CRTS II type longitudinal connecting slab ballastless track to be tested according to the interlayer interface damage parameters.
Judging the interface damage state:
when D is 0, the interlayer interface is well bonded, and the track plate and the mortar layer are not damaged;
when D is more than 0 and less than 1, irreversible damage occurs to an interlayer interface, but debonding does not occur between the track plate and the mortar layer;
when D is 1, the interlayer interface is completely damaged, and the track plate and the mortar interlayer are debonded.
The adverse temperature load of the simulation analysis of this example was determined based on the plate temperature monitoring data: and selecting the working condition of the track slab with the maximum temperature rise load by coupling the overall temperature rise of the track slab at 35 ℃ and the temperature gradient of 90 ℃/m.
When the CRTS II type longitudinal connecting plate type ballastless track space refinement model in different states is analyzed to pass through interlayer interface damage parameter interface damage characteristics, based on tests, interface cohesion model parameters are shown in a table 2:
TABLE 2 interlayer interface cohesion model parameters
Figure BDA0003548852850000131
As shown in fig. 2, the method for detecting the interface damage between the CRTS II type longitudinal connecting plate ballastless track layer is adopted to obtain the interface damage characteristics of the track plate and the mortar layer before and after the bar planting under the high and low temperature load. Through comparative analysis before and after the bar planting interface damage evolves and stress distribution characteristics can know, under the biggest intensification load, the complicated stress state that interface high-order shear stress and normal tension-compression alternate evolution caused the interface damage by the flange to the board in evolvement, behind the structure bar planting, no matter be the damage scope with appear the position, the interface obtained is showing improvement behind the bar planting, this has also demonstrated that the local anchor of bar planting can not fundamentally limit the transmission of temperature power in the structure.
The invention has the beneficial effects that: according to the invention, through a concrete-mortar composite test piece interface split-draw test and an interface shear test, mechanical performance key parameters such as interlayer interface bonding strength and interface ductility are accurately obtained, and a test result is converted into an interface cohesion model parameter; by utilizing ANSYS contact technology and combining a CRTS II type longitudinal connecting plate ballastless track space refined model, the combination of scientific experiments and computational simulation is realized, and the CRTS II type longitudinal connecting plate ballastless track interlayer interface damage analysis method based on test-simulation mutual coupling is established. The method can accurately obtain key mechanical property parameters of the interlayer interface, better simulate the actual service state of the CRTS II type longitudinal connecting plate type ballastless track, more truly reflect the interaction relationship between the track plate and the mortar layer, more comprehensively analyze the interlayer interface damage mechanism, and provide theoretical guidance for the maintenance and disease remediation work of the high-speed railway.
The embodiments in the present description are described in a progressive manner, each embodiment focuses on differences from other embodiments, and the same and similar parts among the embodiments are referred to each other.
The principles and embodiments of the present invention have been described herein using specific examples, which are provided only to help understand the method and the core concept of the present invention; meanwhile, for a person skilled in the art, according to the idea of the present invention, the specific embodiments and the application range may be changed. In view of the foregoing, the description is not to be taken in a limiting sense.

Claims (10)

1. A CRTS II type longitudinal connecting plate type ballastless track interlayer interface damage detection method is characterized by comprising the following steps:
manufacturing a concrete-mortar composite test piece according to the structure of the CRTS II type longitudinal connecting plate type ballastless track to be detected, wherein the concrete-mortar composite test piece is a composite test piece representing the structure of a track plate and a mortar layer in the CRTS II type longitudinal connecting plate type ballastless track to be detected;
performing an interface split-draw test on the concrete-mortar composite test piece to obtain an interlayer interface normal mechanical property parameter of the concrete and the mortar;
performing an interface shear test on the concrete-mortar composite test piece to obtain interlayer interface tangential mechanical property parameters of the concrete and the mortar;
determining the constitutive relation of an interface normal cohesion force model according to the interlayer interface normal mechanical property parameters;
determining an interface tangential cohesion model constitutive relation according to the interlayer interface tangential mechanical property parameters;
constructing a space refined simulation model according to the actual size and the actual position relation of the CRTS II type longitudinal connecting plate type ballastless track structure to be tested;
introducing an interface cohesion model into an interface between the track slab and the mortar layer of the space refined simulation model, wherein the interface cohesion model comprises an interface normal cohesion model constitutive relation and an interface tangential cohesion model constitutive relation;
applying a temperature load simulating the CRTS II type longitudinal connecting plate ballastless track to be tested in the actual service period to a space refined simulation model introduced with the interface cohesion model to obtain interlayer interface damage parameters;
and determining the interface damage state between the track slab and the mortar layer of the CRTS II type longitudinal connecting slab ballastless track to be tested according to the interlayer interface damage parameters.
2. The method for detecting the damage of the interlayer interface of the CRTS II type longitudinal connecting plate type ballastless track according to claim 1, wherein the normal mechanical property parameters of the interlayer interface comprise the normal tensile strength of the interface and the normal debonding displacement of the interface.
3. The method for detecting the damage of the interlayer interface of the CRTS II type longitudinal connecting plate type ballastless track according to claim 1, wherein the interlayer interface tangential mechanical property parameters comprise interface tangential shear strength and interface tangential debonding displacement.
4. The method for detecting the damage of the interface between the CRTS II type longitudinal connecting plate ballastless tracks according to claim 1, wherein the constitutive relation of the interface normal cohesion model is expressed as follows:
Figure FDA0003548852840000021
Figure FDA0003548852840000022
Figure FDA0003548852840000023
wherein, σ represents the interfacial normal bonding stress,
Figure FDA0003548852840000024
represents the interface normal initial bond stiffness, δ n Indicating the displacement of the interface from normal bonding,
Figure FDA0003548852840000025
represents the initial displacement of the interface normal damage, d n The degradation rate of the normal stiffness of the interface is shown,
Figure FDA0003548852840000026
denotes the interfacial normal debonding displacement, σ max Indicating the interfacial normal tensile strength.
5. The method for detecting the damage of the interface between the CRTS II type longitudinal connecting plate ballastless tracks according to claim 1, wherein the constitutive relation of the interface tangential cohesion model is expressed as follows:
Figure FDA0003548852840000027
Figure FDA0003548852840000028
Figure FDA0003548852840000029
wherein, tau represents the interface tangential adhesive stress,
Figure FDA00035488528400000210
represents the interfacial tangential initial bond stiffness, δ s The tangential bond displacement of the interface is shown,
Figure FDA00035488528400000211
represents the initial displacement of interfacial tangential damage, d s The rate of degradation of the tangential stiffness of the interface is indicated,
Figure FDA00035488528400000212
denotes the interfacial tangential debonding displacement, τ max The interfacial tangential shear strength is indicated.
6. The method for detecting the damage of the interface between the CRTS II type longitudinal connecting plate type ballastless track layers according to claim 1, wherein the method for constructing a space refined simulation model according to the actual size and the actual position relationship of the CRTS II type longitudinal connecting plate type ballastless track structure to be detected specifically comprises the following steps:
and constructing a space refined simulation model by adopting ANSYS software according to the actual size and the actual position relation of the CRTS II type longitudinal connecting plate type ballastless track structure to be detected.
7. The method for detecting the interlayer interface damage of the CRTS II type longitudinal connecting plate type ballastless track according to claim 1, wherein the CRTS II type longitudinal connecting plate type ballastless track to be detected comprises a CRTS II type longitudinal connecting plate type ballastless track in an unbanded bar repairing state and a CRTS II type longitudinal connecting plate type ballastless track in a planted bar repairing state; the CRTS II type longitudinal connecting plate type ballastless track in the non-bar-planting repairing state comprises a track plate, wide and narrow joints, a mortar layer and a supporting layer, and the CRTS II type longitudinal connecting plate type ballastless track in the bar-planting repairing state comprises a track plate, wide and narrow joints, a mortar layer, a supporting layer, anchoring steel bars and bar-planting glue.
8. The method for detecting the damage of the interface between the CRTS II type longitudinal connecting plate ballastless track layers according to claim 1, wherein an interface cohesion model is introduced into the interface between the track plate and the mortar layer of the space refined simulation model, and the method specifically comprises the following steps;
based on ANSYS contact technology, the bottom surface of the track plate in the space refined simulation model is used as a target surface, the top surface of the mortar layer is used as a contact surface, and an interface cohesion model is introduced between the target surface and the contact surface by adopting ANSYS software.
9. The method for detecting the damage of the interlayer interface of the CRTS II type longitudinal connecting plate type ballastless track according to claim 1, wherein the method for performing the interface split-draw test on the concrete-mortar composite test piece to obtain the normal mechanical property parameters of the interlayer interface of the concrete and the mortar specifically comprises the following steps:
performing an interface split-pull test on the concrete-mortar composite test piece by adopting a split-pull loading device to obtain an interlayer interface normal mechanical property parameter of the concrete and the mortar;
the splitting and pulling loading device comprises a lower end bearing steel block and an upper end bearing steel block; the bottom surface of the lower end bearing steel block is a plane, the middle of the upper surface of the lower end bearing steel block is a raised table top, the two sides of the table top are arc-shaped, the lower bottom surface of the table top is larger than the upper bottom surface, and the lower bottom surface and the upper bottom surface are parallel to each other; the size of the upper end bearing steel block is the same as that of the table top protruding in the middle of the upper surface of the lower end bearing steel block; and when an interface split-pulling loading test is carried out, the concrete-mortar composite test piece is arranged between the lower end bearing steel block and the upper end bearing steel block.
10. The method for detecting the damage of the interlayer interface of the CRTS II type longitudinal connecting plate type ballastless track according to claim 1, wherein an interface shear test is performed on the concrete-mortar composite test piece to obtain the interlayer interface tangential mechanical property parameters of the concrete and the mortar, and the method specifically comprises the following steps:
performing an interface shear test on the concrete-mortar composite test piece by adopting a shear loading device to obtain an interlayer interface tangential mechanical property parameter of the concrete and the mortar;
the shearing loading device comprises a bottom bearing steel block, an upper end clamping steel block and a top end bearing steel block; when an interface shear test is carried out, the concrete-mortar composite test piece is arranged on the bottom bearing steel block, the upper end clamping steel block is arranged on one side above the concrete-mortar composite test piece, the top end bearing steel block is arranged on the other side above the concrete-mortar composite test piece, and the bottom bearing steel block and the upper end clamping steel block are fixed through anchor bolts and anchor rods.
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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN115597661A (en) * 2022-09-29 2023-01-13 同济大学（Cn） Method and system for detecting and evaluating actual bar planting effect of ballastless track
CN116380663A (en) * 2023-04-14 2023-07-04 同济大学 Rail plate fatigue damage research test device and evaluation method
CN117875139A (en) * 2024-03-13 2024-04-12 中南大学 Ballastless track multi-scale damage evolution analysis method and system

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN115597661A (en) * 2022-09-29 2023-01-13 同济大学（Cn） Method and system for detecting and evaluating actual bar planting effect of ballastless track
CN116380663A (en) * 2023-04-14 2023-07-04 同济大学 Rail plate fatigue damage research test device and evaluation method
CN116380663B (en) * 2023-04-14 2024-03-15 同济大学 Rail plate fatigue damage research test device and evaluation method
CN117875139A (en) * 2024-03-13 2024-04-12 中南大学 Ballastless track multi-scale damage evolution analysis method and system

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