CN110455651A - A kind of antifatigue cracking performance evaluation method of bituminous pavement based on cuboid test specimen - Google Patents
A kind of antifatigue cracking performance evaluation method of bituminous pavement based on cuboid test specimen Download PDFInfo
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- 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
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- G01N2203/0069—Fatigue, creep, strain-stress relations or elastic constants
- G01N2203/0073—Fatigue
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- G01N2203/02—Details not specific for a particular testing method
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- G—PHYSICS
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Abstract
The invention discloses a kind of antifatigue cracking performance evaluation method of bituminous pavement based on cuboid test specimen, this method comprises: S1, at highway scene carrying out core boring sampling, road section information where record core sample, and direction of traffic is marked on core sample surface；S2, live core sample is cut in laboratory；The actual conditions of S3, simulation test specimen under road load effect；S4, uniaxial repetition direct tensile test is carried out to test specimen using MTS, corresponding test parameters is set；S5, apparent stress amplitude during test is obtained, calculates virtual dissipation strain energy；S6, the antifatigue cracking performance of test specimen is evaluated using amendment paris formula, parameters of formula in amendment pa is acquired by the relational expression of the amendment paris formula parameter and fitted model parameters that are derived by；S7, the numerical value for correcting parameters of formula in pa by comparing each test specimen, to compare its antifatigue cracking performance.The present invention can be used to evaluate the antifatigue cracking performance of highway pavement, and evaluation method is simple and effective.
Description
Technical field
The present invention relates to field of road more particularly to a kind of antifatigue crackings of bituminous pavement based on cuboid test specimen
Method of evaluating performance.
Background technique
Bituminous pavement has the advantages such as driving comfort level is good, noise is small and is widely used, and is the master of express highway pavement
Want one of form.Bituminous pavement accumulates over a long period in the effect of long-term traffic loading and generates the military service of fatigue cracking influence road
Performance, therefore in field of road, the research to asphalt fatigue cracking is always the emphasis of concern.
There are many method of asphalt mixture fatigue testing at present, and various methods are in loading method, Specimen Shape and size, examination
The condition of testing is to have differences, and there is also differences for the mechanical property reflected, and currently used fatigue test scheme is all base
It is formulated in indoor shaping test piece, and a kind of simple and effective fatigue test scheme is lacked for in-service bituminous pavement.Meanwhile it boring
Core sampling is as the means generallyd use in Road Detection, and the detection means at this stage based on road surface core sample is relatively simple, usually
Road surface thickness, the information such as road surface core sample density, porosity, without further to its mechanical property are only obtained by core boring sampling
It is analyzed, lacks the effective use of road pavement core sample.And it can directly effectively if carrying out fatigue test by road surface core sample
Reflection road military service performance, thus to operation the antifatigue cracking performance of phase express highway pavement evaluate.
In common fatigue test method, the test method of direct tensile test and Indirect Tensile Tests is relatively simple, because
This is using relatively broad, and two kinds of test methods generally use cylinder test specimen and tested, and pulling force effect is in test specimen in test
Vertical plane is entreated, the road surface actual loading situation of road surface core sample test specimen is not met.The rectangular beam test specimen that bend test uses also is difficult to
It is cut and is obtained by road surface core sample test specimen.
Therefore the characteristics of being directed to road surface core sample actual loading situation and its layered structure, this method is by road surface cylindrical body road
For face core sample Slice by slice cutting at cuboid test specimen, height of specimen is each surface thickness of pavement structure, sectional dimension be 100mm ×
The square of 100mm applies pulling force along direction of traffic to test specimen using the fatigue test method of uniaxial direct tension, passes through test
The mechanical property parameters of test specimen are obtained, the evaluation index using amendment paris formula parameter as antifatigue cracking performance mentions
A kind of antifatigue cracking performance evaluation method of operation phase express highway pavement based on cuboid sample out, for phase asphalt road of operating
The Evaluating Mechanical Properties in face provide corresponding Technical Reference.
Summary of the invention
The technical problem to be solved in the present invention is that for the defects in the prior art, providing a kind of based on cuboid test specimen
The antifatigue cracking performance evaluation method of bituminous pavement.
The technical solution adopted by the present invention to solve the technical problems is:
The present invention provides a kind of antifatigue cracking performance evaluation method of the bituminous pavement based on cuboid test specimen, this method packet
Include following steps:
S1, drill core plan is formulated, carries out core boring sampling at highway scene, the core sample of acquirement includes at least entire surface layer
Structure sheaf, road section information where record core sample, and direction of traffic is marked on core sample surface；
S2, live core sample is cut in laboratory, its section is cut into the square of same size, then along each knot
Structure layer line of demarcation is cut, and the cuboid test specimen of road upper layer, the middle and the lower layer is respectively obtained；
The actual conditions of S3, simulation test specimen under road load effect, are respectively placed along direction of traffic in four sides of test specimen
One shaft position sensor, the axial deformation of record test specimen during the test；
S4, uniaxial repetition direct tensile test is carried out to test specimen using MTS, corresponding test parameters is set；
S5, pass through test result, obtain apparent stress amplitude during test, and lossless stage and damage rank is calculated
Virtual dissipation strain energy is calculated according to dynamic modulus and phase angle in the dynamic modulus of section and phase angle；
S6, the antifatigue cracking performance of test specimen is evaluated using amendment paris formula, establishes the virtual strain that dissipates
Apparent stress amplitude can be obtained with test and dissipation dummy strain can be carried out Linear Quasi with the model of fit of apparent stress amplitude
It closes, fitted model parameters is obtained by EXCEL programming evaluation, by the amendment paris formula parameter and model of fit being derived by
The relational expression of parameter acquires parameters of formula in amendment pa；
S7, the numerical value for correcting parameters of formula in pa by comparing each test specimen, to compare its antifatigue cracking performance.
Further, step S1 of the invention method particularly includes:
Coring is carried out in Expressway Road section to be detected, coring includes two positions of road shoulder and wheel path, selection
Adjacent road shoulder band and runway carry out coring, and institute's coring sample includes at least entire surface layer structure sheaf, a diameter of 150mm, often
200m-400m is divided between a section coring；Information record is carried out to the test specimen on different sections of highway road surface, and marks and goes on core sample surface
Vehicle direction.
Further, step S2 of the invention method particularly includes:
Road pavement core sample essential information cuts core sample after carrying out verification record indoors, using cast-cutting saw to rectangular
Body road surface core sample is cut, and obtains the cuboid test specimen of upper layer, the middle and the lower layer, test specimen section be long 100mm ×
The square of wide 100mm, the actual (real) thickness of a height of each structure sheaf in road surface.
Further, step S4 of the invention method particularly includes:
Test instrument is multifunctional electrohydraulic servo material test system, abbreviation MTS；Test method is controlled strain
Single shaft repeats direct tensile test, abbreviation RDT test；Using MTS to core sample be further applied load the standard that generates semisinusoidal strain it is bent
Line, test temperature are 20 DEG C, loading frequency 25Hz, and loading cycle is 600 periods；Specifically test process includes:
Firstly, carrying out the RDT test an of strain level, determine that asphalt is in the linear viscoelasticity in lossless stage
Dynamic modulus and phase angle in section；Then, then the RDT test of a strain level is carried out, second of strain level be greater than
First time strain level guarantees that asphalt is in injury stage；Test specimen has the time of having a rest of 900s to make during two groups of tests
It restores deformation before test next time；
It is 70mm that core sample side, which is placed there are three gauge length, is separated by 90 ° of shaft position sensor, abbreviation LVDT；It is testing
In the process, three axial direction LVDT record test specimens in the axial deformation in three directions in side, and take the flat of three direction axial deformations
Axial deformation of the mean value as test specimen under test conditions；Cuboid fixture is pasted in test specimen top and bottom, so that test specimen is fixed
On MTS, and make tension uniform suffered by section.
Further, step S5 of the invention method particularly includes:
Dynamic modulus and the phase angle in lossless stage and injury stage, calculation formula are obtained by calculation by test data
It is as follows:
In formula: | E*(ω) | it is dynamic modulus, unit is MPa；σ0For the amplitude of axial stress, unit is Pa；ε0For axial direction
The amplitude of strain, unit are μ ε；
In formula:For phase angle, unit degree of being；ω is angular frequency, is worth for 2 π rad/s；Δ t is that a cycle internal strain is stagnant
The time difference of stress afterwards, unit are s；
Dissipation fictitious strain energy DPSE is obtained according to dynamic modulus and phase angle:
In formula: σ0It is asphalt in the stress amplitude of injury stage, unit is Pa；ε0For injury stage strain amplitude,
Unit is μ ε；For the phase angle of injury stage, unit degree of being；For the phase angle in lossless stage linear viscoelasticity section,
Unit degree of being.
Further, step S6 of the invention method particularly includes:
Establish virtual dissipation strain energy and apparent stress amplitude model of fit；It is as follows to correct paris formula:
In formula: φ is damage density；To damage density spreading rate；For the material for correcting paris formula
Expect parameter；JR=virtual J integral；
Virtual dissipation strain energy and loss density are fitted using power function model according to its variation tendency, are fitted mould
Type is as shown by the equation:
DPSE=eNd
φ=aNb+c
In formula: a, b, c, d, e are fitting parameter, and N is loading cycle；C is as the parameter in damage density model of fit, generation
The damage density in the 0th period of table, i.e. asphalt do not generate damage density when fatigue cracking, for setting for asphalt
Count voidage v；
Establish energy-balance equation about dissipation fictitious strain energy, expression-form as shown by the equation:
DPSEA=DPSET
Damage density definition and actual stress amplitude expression formula as shown by the equation:
By deriving to obtain apparent stress amplitude formula:
By the power function fitting model of amendment paris formula expression formula and virtual dissipation strain energy and damage density, obtain
Relational expression between amendment paris formula parameter and fitted model parameters:
It further derives and acquires apparent stress amplitude about amendment paris formula parameterModel of fit:
In formula:It is one quantitative；
Further, amendment paris formula parameter is solved in step S6 of the invention method particularly includes:
Linear fit is carried out to test result using the programming evaluation function of EXCLE, the specific steps are as follows:, for calculating
Obtained dissipation fictitious strain energy is fitted using formula power function model, obtains parameter e, d；Then parameter d is updated to
In the model of fit of apparent stress amplitude, i.e., programming evaluation obtains amendment paris formula parameterPass throughFurther may be used
Acquire parameterAndAs JRIndex, for damage rate of change of the density influence be greater thanPitch can more be reacted
The ability of mixture resisting fatigue cracking, therefore useAs evaluation index to the antifatigue cracking ability of asphalt into
Row qualitative evaluation.
The beneficial effect comprise that: the antifatigue cracking performance of the bituminous pavement of the invention based on cuboid test specimen
Evaluation method, by live core boring sampling, core sample is cut using evaluating operation phase bituminous pavement fatigue anti-cracking performance as target
At cuboid test specimen, the uniaxial repeat pull along direction of traffic is carried out indoors, testing inspection data is analyzed, using amendment
Paris formula parameter is that index evaluates the antifatigue cracking performance of test specimen.This method propose a kind of simply and effectively battalion
The evaluation method of the antifatigue cracking performance of Yunqi's express highway pavement, choosing amendment paris formula parameter is evaluation index, with
Traditional highway onthe technology of site test has apparent difference and biggish innovation, for from now on further to operation phase highway
Pavement performance carries out evaluation and provides a good thinking.
(1) use site core sample carries out indoor antifatigue cracking performance testing inspection；
The detection means of the existing construction site in China is mainly based upon the damaged class detection of coring, but for the benefit of core sample
Very low with rate, getable valid data are also extremely limited.This method obtains test specimen by live core sample and is analyzed and evaluated,
The utilization rate of live core sample is improved, can more effectively be evaluated for operation phase road surface.
(2) test applies pressure using cuboid test specimen and along its direction of traffic；
Traditional uniaxial repeat pull is all based on indoor molding cylinder test specimen, applies along test specimen two ends and draws
Power is not inconsistent with the practical pulled condition in road surface.And under road vehicles load action, pavement structure is pressurized in vertical direction, in water
Flat direction of traffic tension, therefore this method uses cuboid test specimen, applies pulling force along direction of traffic to it, the reality with road surface
Stress condition is consistent.To preferably simulate stress condition of the road surface under Vehicle Load, so that fatigue test results
It can preferably reflect the road ability that resisting fatigue cracks under Vehicle Load.
(3) road pavement structure sheaf has carried out layered queuing networks；
Different from indoor shaping test piece, road surface test specimen upper layer, middle surface layer, the structure of cutting optimal are had differences, mechanics
Performance is also different, and this method has carried out Slice by slice cutting to live core sample, carries out respectively to road upper layer, middle surface layer, cutting optimal
Evaluation, analyzes otherness of the different structure layer on antifatigue cracking performance.
Detailed description of the invention
Present invention will be further explained below with reference to the attached drawings and examples, in attached drawing:
Attached drawing 1 is core sample cutting schematic diagram.
Attached drawing 2 is test test specimen figure.
Attached drawing 3 is virtual dissipation strain energy matched curve.
Attached drawing 4 is the matched curve of apparent stress amplitude.
Specific embodiment
In order to make the objectives, technical solutions, and advantages of the present invention clearer, with reference to the accompanying drawings and embodiments, right
The present invention is further elaborated.It should be appreciated that described herein, specific examples are only used to explain the present invention, not
For limiting the present invention.
The antifatigue cracking performance evaluation method of the bituminous pavement based on cuboid test specimen of the embodiment of the present invention includes following
Step:
(1) drill core plan is formulated, carries out core boring sampling at highway scene, institute's coring sample includes at least entire surface layer knot
Structure layer, a diameter of 150mm, road section information where record core sample, and direction of traffic is marked on core sample surface.
(2) live core sample is cut in laboratory, its section is cut into the pros that size is 100mm × 100mm
Shape, then cut along each structure sheaf line of demarcation, respectively obtain the cuboid test specimen of road upper layer, the middle and the lower layer.
(3) to simulate actual conditions of the test specimen under highway loading effect, the direction stretched in test is direction of traffic, edge
Direction of traffic respectively places the shaft position sensor that a gauge length is 70mm in four sides of test specimen, and effect is that record test specimen exists
Axial deformation during test.
(4) testing program used repeats direct tensile test for single shaft, using multifunctional electrohydraulic servo testing of materials system
System (MTS) is tested, and test temperature is 20 DEG C.Using the mode of strain controlling, it is further applied load using MTS to core sample and generates mark
Quasi- semisinusoidal strain curve, loading frequency 25Hz, loading cycle are 600 periods, and it is horizontal that each test specimen carries out small strain
Repetition direct tensile test under (20 μ ε) and big strain level (200 μ ε) guarantees that asphalt is under small strain level
Linear viscoelasticity section, big strain level guarantee cause enough destructions to be that asphalt generates fatigue cracking, two groups of tests
Period test specimen has the time of having a rest of 900s that it is made to restore deformation before test next time.
(5) by test result, apparent stress amplitude during test is obtained, and lossless stage and damage rank is calculated
Virtual dissipation strain energy is calculated according to dynamic modulus and phase angle in the dynamic modulus of section and phase angle.
(6) the antifatigue cracking performance of test specimen is evaluated using amendment paris formula, establishes the virtual strain that dissipates
Apparent stress amplitude can be obtained with test and dissipation dummy strain can be carried out Linear Quasi with the model of fit of apparent stress amplitude
It closes, fitted model parameters is obtained by EXCEL programming evaluation, by the amendment paris formula parameter and model of fit being derived by
The relational expression of parameter acquires parameters of formula A in amendment paJR、nJR。
(7) test result is analyzed using the above method, by comparing the n of each test specimenJRValue come compare its resist it is tired
Labor cracking performance.Can qualitatively it be compared with the antifatigue cracking performance of each surface layer of road pavement structure by analyzing result.
In another specific embodiment of the invention:
(1) highway scene core boring sampling
This test institute's coring sample derives from Beijing-Hongkong Australia highway Hubei Section, maintenance history and road surface knot based on highway
Structure situation drafts coring plan, chooses representational section at highway scene and carries out coring, coring includes road shoulder and wheel
Two positions of mark band.Due to being to carry out coring at highway scene, need to close a road to traffic to coring section, for convenience of core work
Expansion, select adjacent road shoulder band and runway to carry out coring, institute's coring sample includes at least entire surface layer structure sheaf, diameter
200m-400m is divided between each section coring according to field condition for 150mm.The antifatigue cracking performance of this method road pavement
Evaluation is main include two aspect: one is to analysis is compared to the antifatigue cracking performance in different sections of highway road surface, second is that same
The antifatigue cracking performance on road surface is compared analysis at road shoulder and wheel path at pile No..This test institute's coring sample information such as table
Shown in 1.
The live core sample information of table 1
(2) test specimen is cut
Road pavement core sample essential information cuts core sample after carrying out verification record indoors.Road vehicles load action
Under, pavement structure is pressurized in vertical direction, and in horizontal direction of traffic tension, therefore this method uses convenient for applying in all directions
The cuboid test specimen for adding pulling force applies pulling force along its direction of traffic, is consistent with the actual loading situation on road surface.Using cast-cutting saw pair
It is cut having a size of the road surface diameter 150mm × high 180mm core sample, cutting process is as shown in figure 3, obtain upper layer, middle face
The cuboid test specimen of layer and cutting optimal, test specimen section are long 100mm × wide 100mm square, a height of each structure sheaf in road surface
Actual (real) thickness.
(3) testing program and step
Test instrument is multifunctional electrohydraulic servo material test system (hereinafter referred to as MTS), and test method is control
The uniaxial of strain repeats direct tensile test (abbreviation RDT test), is further applied load the semisinusoidal of the standard that generates using MTS to core sample
Strain curve, test temperature are 20 DEG C, loading frequency 25Hz, and loading cycle is 600 periods.Specifically test process includes:
Firstly, carrying out the RDT test of a small strain level, it is therefore an objective to determine that asphalt is in the linear viscoelasticity in lossless stage
Dynamic modulus and phase angle in section；Then, the RDT test for carrying out primary big strain level, guarantees that asphalt is in
Injury stage.Test specimen has the time of having a rest of 900s that it is made to restore deformation before test next time during two groups of tests.
As shown in Figure 4, it is 70mm that core sample side, which is placed there are three gauge length, is separated by 90 ° of shaft position sensor
(Linear Variable Differential Transformer, abbreviation LVDT).During the test, three axial direction LVDT
Effect be to record test specimen in the axial deformation in three directions in side, and take the average value of three direction axial deformations as test specimen
Axial deformation under test conditions., the cuboid fixture of high 2cm close with its sectional dimension is pasted in test specimen top and bottom,
So that test specimen is capable of fixing on MTS, and make tension uniform suffered by section.
(4) virtual dissipation strain energy and apparent stress amplitude are calculated
Dynamic modulus and the phase angle in lossless stage and injury stage are obtained by calculation by test data.Calculation formula
It is as follows:
In formula: | E*(ω) | it is dynamic modulus, unit is MPa；σ0For the amplitude of axial stress, unit is Pa；ε0For axial direction
The amplitude of strain, unit are μ ε.
In formula:For phase angle, unit degree of being；ω is angular frequency, is worth for 2 π rad/s；Δ t is that a cycle internal strain is stagnant
The time difference of stress afterwards, unit are s.
Dissipation fictitious strain energy is obtained according to dynamic modulus and phase angle,
In formula: σ0It is asphalt in the stress amplitude of injury stage, unit is Pa；ε0For injury stage strain amplitude,
Unit is μ ε；For the phase angle of injury stage, unit degree of being；For the phase angle in lossless stage linear viscoelasticity section,
Unit degree of being.
Apparent stress amplitude is the stress amplitude data that test collects, and can directly be obtained by test data.
(5) virtual dissipation strain energy and apparent stress amplitude model of fit are established
Amendment paris formula is widely used in one of the model of description asphalt fatigue cracking, and formula is as follows:
In formula: φ is damage density；To damage density spreading rate；For the material for correcting paris formula
Expect parameter；
JR=virtual J integral (Pseudo-J integral).
Virtual dissipation strain energy and loss density generally use power function model and are fitted, intend according to its variation tendency
Molding type is as shown by the equation:
DPSE=eNd
φ=aNb+c
In formula: a, b, c, d, e are fitting parameter, and N is loading cycle.C is as the parameter in damage density model of fit, generation
The damage density in the 0th period of table, that is, damage density when asphalt does not generate fatigue cracking, generally regard as dripping
The Design Air Voids v of green mixture, it is 4% that this calculating, which takes asphalt initial porosity,.
There is connection between dissipation fictitious strain energy and loss density, when solving damage density, establishes empty about dissipating
The energy-balance equation of quasi- strain energy, assert that asphalt generates in by damage process based on whole (including inside
Hole) apparent dissipation fictitious strain energy be equal to the actual dissipation dummy strain based on the dense material in addition to hole and crack
Can, expression-form as shown by the equation:
DPSEA=DPSET
Damage density definition and actual stress amplitude expression formula as shown by the equation:
Apparent stress amplitude formula can be obtained by deriving:
Dissipation fictitious strain energy is contacted with damage density by the generation of apparent stress amplitude as can be seen from the above equation.
It, can by the power function fitting model of amendment paris formula expression formula and virtual dissipation strain energy and damage density
Obtain the relational expression between amendment paris formula parameter and fitted model parameters:
It further derives and acquires apparent stress amplitude about amendment paris formula parameterModel of fit:
In formula:It is one quantitative；
(6) paris formula parametric solution is corrected
Linear fit is carried out to test result using the programming evaluation function of EXCLE, the specific steps are as follows:, for calculating
Obtained dissipation fictitious strain energy is fitted using formula power function model, obtains parameter e, d；Then parameter d is updated to
In the model of fit of apparent stress amplitude, can programming evaluation obtain amendment paris formula parameterPass throughFurther may be used
Acquire parameterAndAs JRIndex, for damage rate of change of the density influence be much larger thanPitch can more be reacted
The ability of mixture resisting fatigue cracking, therefore useAs evaluation index to the antifatigue cracking ability of asphalt into
Row qualitative evaluation.
(7) calculated result
Using above-mentioned steps, each surface layer test specimen of road pavement core sample is tested, and test result is as shown in table 2, wherein 105,
No. 106 test specimens do not obtain accordingly result because of cutting optimal breakage.
1 fatigue cracking test result of table
Pass through test result, it can be deduced that draw a conclusion:
The antifatigue cracking performance in (1) 2011 year maintenance section is optimal, the antifatigue cracking performance in maintenance section in 2008
Take second place, the antifatigue cracking performance for not conserving section is worst, illustrates have after maintenance to the antifatigue cracking performance of bituminous pavement
More it is obviously improved.
(2) for this highway, the antifatigue cracking performance of core sample is substantially better than at wheel path at road shoulder, in-service road
Surface layer is optimal in the resisting fatigue cracking performance of face, and upper layer takes second place, and cutting optimal is worst, and the most first occurred position of fatigue cracking is under
Surface layer, i.e. road surface destroy layer below as caused by fatigue at first.Usually at road shoulder by Driving Loading compared with wheel path
Place is few, and antifatigue cracking performance also should generally be better than wheel path, and test result is also consistent therewith, illustrates that this method has one
Fixed feasibility.
It should be understood that for those of ordinary skills, it can be modified or changed according to the above description,
And all these modifications and variations should all belong to the protection domain of appended claims of the present invention.
Claims (7)
1. a kind of antifatigue cracking performance evaluation method of bituminous pavement based on cuboid test specimen, which is characterized in that this method packet
Include following steps:
S1, drill core plan is formulated, carries out core boring sampling at highway scene, the core sample of acquirement includes at least entire surface layer structure
Layer, road section information where record core sample, and direction of traffic is marked on core sample surface；
S2, live core sample is cut in laboratory, its section is cut into the square of same size, then along each structure sheaf
Line of demarcation is cut, and the cuboid test specimen of road upper layer, the middle and the lower layer is respectively obtained；
The actual conditions of S3, simulation test specimen under road load effect, respectively place one in four sides of test specimen along direction of traffic
Shaft position sensor, the axial deformation of record test specimen during the test；
S4, uniaxial repetition direct tensile test is carried out to test specimen using MTS, corresponding test parameters is set；
S5, by test result, obtain apparent stress amplitude during test, and lossless stage and injury stage is calculated
Virtual dissipation strain energy is calculated according to dynamic modulus and phase angle in dynamic modulus and phase angle；
S6, using amendment paris formula the antifatigue cracking performance of test specimen is evaluated, establish virtual dissipation strain energy and
The model of fit of apparent stress amplitude obtains apparent stress amplitude with test and dissipation dummy strain can be carried out linear fit, leads to
It crosses EXCEL programming evaluation and obtains fitted model parameters, by the amendment paris formula parameter and fitted model parameters being derived by
Relational expression acquire amendment pa in parameters of formula；
S7, the numerical value for correcting parameters of formula in pa by comparing each test specimen, to compare its antifatigue cracking performance.
2. the antifatigue cracking performance evaluation method of the bituminous pavement according to claim 1 based on cuboid test specimen, special
Sign is, step S1's method particularly includes:
Coring is carried out in Expressway Road section to be detected, coring includes two positions of road shoulder and wheel path, is selected adjacent
Road shoulder band and runway carry out coring, institute's coring sample include at least entire surface layer structure sheaf, a diameter of 150mm, Mei Gelu
200m-400m is divided between section coring；Information record is carried out to the test specimen on different sections of highway road surface, and marks driving side on core sample surface
To.
3. the antifatigue cracking performance evaluation method of the bituminous pavement according to claim 1 based on cuboid test specimen, special
Sign is, step S2's method particularly includes:
Road pavement core sample essential information cuts core sample after carrying out verification record indoors, using cast-cutting saw to cuboid road
Face core sample is cut, and obtains the cuboid test specimen of upper layer, the middle and the lower layer, and test specimen section is long 100mm × wide
The square of 100mm, the actual (real) thickness of a height of each structure sheaf in road surface.
4. the antifatigue cracking performance evaluation method of the bituminous pavement according to claim 1 based on cuboid test specimen, special
Sign is, step S4's method particularly includes:
Test instrument is multifunctional electrohydraulic servo material test system, abbreviation MTS；Test method is the single shaft of controlled strain
Repeat direct tensile test, abbreviation RDT test；It is further applied load the semisinusoidal strain curve of the standard that generates using MTS to core sample, examination
Testing temperature is 20 DEG C, loading frequency 25Hz, and loading cycle is 600 periods；Specifically test process includes:
Firstly, carrying out the RDT test an of strain level, determine that asphalt is in the linear viscoelasticity section in lossless stage
Interior dynamic modulus and phase angle；Then, then the RDT test of a strain level is carried out, second strain level is greater than first
Secondary strain level guarantees that asphalt is in injury stage；During two groups of tests test specimen have the time of having a rest of 900s make its
Restore deformation before test next time；
It is 70mm that core sample side, which is placed there are three gauge length, is separated by 90 ° of shaft position sensor, abbreviation LVDT；In test process
In, three axial direction LVDT record test specimens in the axial deformation in three directions in side, and take the average value of three direction axial deformations
As the axial deformation of test specimen under test conditions；Cuboid fixture is pasted in test specimen top and bottom, so that test specimen is fixed on MTS
On, and make tension uniform suffered by section.
5. the antifatigue cracking performance evaluation method of the bituminous pavement according to claim 1 based on cuboid test specimen, special
Sign is, step S5's method particularly includes:
Dynamic modulus and the phase angle in lossless stage and injury stage are obtained by calculation by test data, calculation formula is as follows
It is shown:
In formula: | E*(ω) | it is dynamic modulus, unit is MPa；σ0For the amplitude of axial stress, unit is Pa；ε0For axial strain
Amplitude, unit is μ ε；
In formula:For phase angle, unit degree of being；ω is angular frequency, is worth for 2 π rad/s；Δ t is that a cycle internal strain lag is answered
The time difference of power, unit are s；
Dissipation fictitious strain energy DPSE is obtained according to dynamic modulus and phase angle:
In formula: σ0It is asphalt in the stress amplitude of injury stage, unit is Pa；ε0For injury stage strain amplitude, unit
It is μ ε；For the phase angle of injury stage, unit degree of being；For the phase angle in lossless stage linear viscoelasticity section, unit
Degree of being.
6. the antifatigue cracking performance evaluation method of the bituminous pavement according to claim 1 based on cuboid test specimen, special
Sign is, step S6's method particularly includes:
Establish virtual dissipation strain energy and apparent stress amplitude model of fit；It is as follows to correct paris formula:
In formula: φ is damage density；To damage density spreading rate；For the material ginseng for correcting paris formula
Number；JR=virtual J integral；
Virtual dissipation strain energy and loss density are fitted, model of fit is such as according to its variation tendency using power function model
Shown in formula:
DPSE=eNd
φ=aNb+c
In formula: a, b, c, d, e are fitting parameter, and N is loading cycle；C represents the as the parameter in damage density model of fit
The damage density in 0 period, i.e. asphalt do not generate damage density when fatigue cracking, are that the design of asphalt is empty
Gap rate v；
Establish energy-balance equation about dissipation fictitious strain energy, expression-form as shown by the equation:
DPSEA=DPSET
Damage density definition and actual stress amplitude expression formula as shown by the equation:
By deriving to obtain apparent stress amplitude formula:
By the power function fitting model of amendment paris formula expression formula and virtual dissipation strain energy and damage density, repaired
Relational expression between positive paris formula parameter and fitted model parameters:
It further derives and acquires apparent stress amplitude about amendment paris formula parameterModel of fit:
In formula:It is one quantitative；
7. the antifatigue cracking performance evaluation method of the bituminous pavement according to claim 6 based on cuboid test specimen, special
Sign is, amendment paris formula parameter is solved in step S6 method particularly includes:
Linear fit is carried out to test result using the programming evaluation function of EXCLE, the specific steps are as follows:, for being calculated
Dissipation fictitious strain energy be fitted using formula power function model, obtain parameter e, d；Then parameter d is updated to apparently
In the model of fit of stress amplitude, i.e., programming evaluation obtains amendment paris formula parameterPass throughIt can further acquire
ParameterAndAs JRIndex, for damage rate of change of the density influence be greater thanPitch mixing can more be reacted
Expect the ability of resisting fatigue cracking, therefore usesThe antifatigue cracking ability of asphalt is determined as evaluation index
Property evaluation.
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| CN110954006A (en) * | 2019-11-21 | 2020-04-03 | 武汉理工大学 | Slurry crack monitoring method based on strain loss |
| CN111122358A (en) * | 2020-01-13 | 2020-05-08 | 上海工程技术大学 | Method for determining fatigue life of magnesium alloy by considering hysteretic elastic energy |
| CN111965711A (en) * | 2020-08-21 | 2020-11-20 | 武汉理工大学 | GPR image forward modeling technology-based road pavement reflection crack depth development simulation method |
| CN112414461A (en) * | 2020-11-11 | 2021-02-26 | 长沙理工大学 | Measurement system for dynamic mechanical response of intelligent acquisition concrete surface layer |
| CN112414459A (en) * | 2020-11-11 | 2021-02-26 | 长沙理工大学 | Measurement system for intelligence acquisition road surface basic unit developments mechanics response |
| CN112414460A (en) * | 2020-11-11 | 2021-02-26 | 长沙理工大学 | Measurement system for intelligence is gathered bituminous surface layer dynamic mechanics response |
| CN113626986A (en) * | 2021-07-15 | 2021-11-09 | 武汉理工大学 | Method and device for determining modulus gradient of asphalt pavement and electronic equipment |
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| CN111122358B (en) * | 2020-01-13 | 2022-05-31 | 上海工程技术大学 | Method for determining fatigue life of magnesium alloy by considering hysteretic elastic energy |
| CN111965711A (en) * | 2020-08-21 | 2020-11-20 | 武汉理工大学 | GPR image forward modeling technology-based road pavement reflection crack depth development simulation method |
| CN111965711B (en) * | 2020-08-21 | 2021-12-03 | 武汉理工大学 | GPR image forward-modeling technique pavement reflection crack depth development simulation method |
| CN112414461A (en) * | 2020-11-11 | 2021-02-26 | 长沙理工大学 | Measurement system for dynamic mechanical response of intelligent acquisition concrete surface layer |
| CN112414459A (en) * | 2020-11-11 | 2021-02-26 | 长沙理工大学 | Measurement system for intelligence acquisition road surface basic unit developments mechanics response |
| CN112414460A (en) * | 2020-11-11 | 2021-02-26 | 长沙理工大学 | Measurement system for intelligence is gathered bituminous surface layer dynamic mechanics response |
| CN113626986A (en) * | 2021-07-15 | 2021-11-09 | 武汉理工大学 | Method and device for determining modulus gradient of asphalt pavement and electronic equipment |
| CN113626986B (en) * | 2021-07-15 | 2024-04-05 | 武汉理工大学 | Asphalt pavement modulus gradient determination method and device and electronic equipment |
| CN117634227A (en) * | 2024-01-25 | 2024-03-01 | 佛山市交通科技有限公司 | Method, equipment and medium for predicting tensile-compression fatigue characteristics of reclaimed asphalt mixture |
| CN117634227B (en) * | 2024-01-25 | 2024-05-28 | 佛山市交通科技有限公司 | Method, equipment and medium for predicting tensile-compression fatigue characteristics of reclaimed asphalt mixture |
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