CN107190622B - Permanent deformation for asphalt pavement method for quick predicting based on full temperature range Temperature Distribution - Google Patents
Permanent deformation for asphalt pavement method for quick predicting based on full temperature range Temperature Distribution Download PDFInfo
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Abstract
The present invention discloses a kind of permanent deformation for asphalt pavement method for quick predicting based on full temperature range Temperature Distribution, using set the time year Temperature Distribution frequency and temperature range in average set deformation volume as basic parameter, according to formulaThe permanent deformation of design time bituminous pavement bitumen layer is calculated, the average set deformation volume calculation formula in the temperature range is f=aNb+ c, consider the permanent deformation rule and its superposition of different loads asphalt under condition of different temperatures, introduce the thought of degree and zoning layering, the thought that i.e. temperature subregion, axis carry classification, road surface is layered, establish inverse accumulation superimposed load effect number permanent deformation calculation method, a kind of new paragon is provided for permanent deformation for asphalt pavement rapid Estimation under the conditions of full temperature range, realize all standing, the overall process evaluation of temperature and axis load, analysis result is more bonded reality, accuracy is higher, and applicable surface is wider.
Description
Technical field
The present invention relates to a kind of permanent deformation for asphalt pavement method for quick predicting, in particular to are based on full temperature range Temperature Distribution
Permanent deformation for asphalt pavement method for quick predicting.
Background technique
Pavement structure generates excessive permanent deformation under Repeated Loading, and road surface can be made to occur influencing comfort
With the out-of-flatness of travel safety, even results in road surface and crack.Therefore, the set deformation volume for limiting pavement structure is road surface
The basic demand that must be taken into consideration in structure design.According to the difference of foundation when establishing model, it is used to estimate pitch both at home and abroad
The basic skills of mixture pavement permanent deformation can be divided into empirical method, experience-theory method and theoretical analysis three categories.(1) it passes through
The method empirical method of testing is obtained from Experiment Road determination data by regression analysis, is more conform with the actual conditions on the road, has and be directed to
Strong, the high feature of estimate accuracy under specified conditions of property；But the group effect of pavement structure is not accounted for, and estimates the formula of deformation
Epitaxy is poor, and versatility is poor, is only applicable under specific region, specified conditions to the pre- of asphaltic road-mix surface course permanent deformation
Estimate.Therefore the permanent deformation for promoting evaluation asphaltic road-mix surface course is subject to certain restrictions.(2)-half theory method of semiempirical, with
Empirical method is compared, and-half theory method of semiempirical reduces the limitation in use scope to a certain extent, is had in terms of versatility
Improve.Stress and the displacement on road surface are generally first solved using elastic layer system theory or Layered Viscoelastic system theory, then
In conjunction with the related test of indoor and outdoor, the permanent deformation and road surface deflection of bitumen layer are counted, between material property parameter and load
Rule-of-thumb relation.(3) theoretical analysis theoretical analysis is theoretical using Layered elastic system or viscoelastic systems theory is base
Plinth calculates the stress in pavement system, and it is permanent using pavement asphalt mixture permanent strain and stress relation to calculate road surface
Strain.All standing, the overall process evaluation of existing analyzing and predicting method temperature all difficult to realize and axis load, so that calculated value
There are biggish differences with actual value.
Summary of the invention
In view of this, the purpose of the present invention is to provide a kind of permanent deformation for asphalt pavement based on full temperature range Temperature Distribution
Method for quick predicting considers the permanent deformation rule and its superposition of different loads asphalt under condition of different temperatures, i.e.,
It has carried out temperature subregion and axis carries classification, realized all standing, the overall process evaluation of temperature and axis load, analysis result is more bonded
Practical, accuracy is higher, and applicable surface is wider.
A kind of permanent deformation for asphalt pavement method for quick predicting based on full temperature range Temperature Distribution of the invention, to set year
Part year Temperature Distribution frequency and temperature range in average set deformation volume be basic parameter, according to formulaThe permanent deformation of design time bituminous pavement bitumen layer is calculated, in formula, Δ h is that bitumen layer permanently becomes
Shape；M is the pavement structure ambient temperature number of partitions；fiFor the average set deformation volume in the i-th temperature range；PiFor the i-th temperature
The Temperature Distribution frequency in section；I is 1,2,3n；δ is temperature correction coefficient；Being averaged in the temperature range
Set deformation volume is the theoretical value and year temperature point for setting different temperatures section runway wheel stitch width set deformation volume in the time
The ratio of cloth frequency, calculation formula f=aNb+ c, in formula, f is the average set deformation volume in temperature range, and N is humidity province
Between runway wheel stitch width number of loading, a, b, c be fitting parameter；
Further, comprising the following steps:
S1, temperature is represented as Lu Biao using the temperature at the 1cm of road surface, is divided according to certain temperature interval T
For m temperature range, and the representative temperature value using the median in the section as the temperature range, acquire the complete of each temperature range
Year pavement temperature distribution frequency；Wherein, the annual pavement temperature distribution frequency refers to hourage shared by each temperature range whole year
Account for the percentage of annual total hourage；The usual value of T is 5 DEG C；M is the natural number greater than 1, usual value 5~10；
S2, the temperature that each temperature range different pitches mixture pavement depth is obtained using measurement method or theoretical model
Value；The temperature value of the different pitches mixture pavement depth refers to each temperature range in asphaltic road-mix surface course different depth
Actual measurement or predicting temperature values；
S3, temperature axle load distribution press axis according to highway practical operation situation and carry size division axle for vehicle load grade simultaneously
The axle load distribution frequency for not carrying grade coaxially is calculated, according to annual traffic volume growth rate in design period, combining road temperature
The axis load effect time for not carrying grade, different temperatures area coaxially within design period is calculated in distribution frequency and axle load distribution frequency
Number, i.e. temperature axle load distribution；
S4, pass through three axis reloading scrag tests in asphalt room, Research on Asphalt Mixture is repeating lotus
Deformation rule and non-deformability under load effect, determine that asphalt viscoelasticity mechanical model is gone forward side by side under Repeated Loading
Row amendment；
S5, the relation equation for determining asphaltic road-mix surface course material temperature and modulus is tested by dynamic modulus, and then really
Determine each temperature range different depth of the asphaltic road-mix surface course i.e. dynamic modulus of different temperatures；
S6, according to the actual conditions of asphaltic road-mix surface course structure, pavement structure computation model is established using BISAR, and
Asphaltic road-mix surface course structure is vertically divided into n sub-layer by the depth interval of setting；Wherein, bitumen layer is according to 1~4cm
Spacing divided, the sub-layer of base and underlayment divides spacing and increases；At a temperature of each temperature range represents, utilize
BISAR software carries out Analysis of Pavement Structural Stress to the pavement structure computation model of foundation, obtains each Asia of asphaltic road-mix surface course
Deviatoric stress distribution in layer；
S7, based on asphalt viscoelasticity mechanics correction model under Repeated Loading, in conjunction with being dripped at a temperature of each representative
The calculating deviatoric stress value of green surface layer each unit layer repeats load scrag test result to three axis and carries out interpolation and fitting, in advance
Measure out asphalt permanent strain predicting equation of bituminous pavement under the conditions of representing temperature；
S8, consider road traffic condition, using permanent deformation for asphalt pavement predictor method, using year as measurement unit, calculate
The set deformation volume of each temperature range roadbed wheel track center and road surface permanent deformation of summing to obtain after 1st year Driving Loading
Measure Δ h；Asphalt permanently becomes under the conditions of being brought into each temperature after calculating 2,3,4,5......n year traffic load
Shape equation calculates the 2nd, 3,4, the set deformation volume on the road surface 5......n, until the road surface variable reaches 15mm, and then judgement
The permanent deformation for asphalt pavement service life.Wherein, the set deformation volume of each temperature range carries grade from small toward big inverse step by step according to axis
Superposition obtains.I.e. according to its action of traffic loading times N since axis carries grade 1t1It substitutes into permanent strain correction model and calculates
Permanent strain Δ ε1, by Δ ε1It substitutes into axis and carries its corresponding action of traffic loading of the permanent strain correction model inverse of grade 2t
Number Δ N2, then axis is carried to the action of traffic loading times N of grade 2t2In addition Δ N2Value N2' substitute into the permanent of axis load grade 2t
It can be calculated axis in strain correction model and carry the permanent strain Δ ε after the effect of grade 1t, 2t2, then again by Δ ε2Axis is substituted into carry
The permanent strain correction model of grade 3t, similarly axis carry grade 2t when permanent strain calculating process, and so on to axis carry etc.
Permanent strain Δ N when grade 20t20, Δ N20As axis load grade 1t forward direction is added to axis load grade 20t road surface structare layer and is produced
Raw total permanent strain, by Δ N20Be multiplied the i.e. set deformation volume of temperature range road surface structare layer thus with Laminate construction thickness；
Further, in step S2, mould is estimated according to the road table temperature building any depth temperature of bituminous pavement bitumen layer
Type, using principle of least square method to bituminous pavement bitumen layer temperature T, road table temperature T0It is carried out with pavement structure layer depth h more
Member returns, and prediction model is as follows:
T=dT0+eh+q
In formula, T is the temperature at bituminous pavement bitumen layer h；T0For away from the temperature at the table 1cm of road；H is pavement structure pitch
Layer depth；D, e, q are regression coefficient；Road surface knot is calculated by the bituminous pavement bitumen layer Temperature Prediction model in different temperatures section
The pavement temperature of any depth of structure bitumen layer.
Beneficial effects of the present invention: the permanent deformation for asphalt pavement quick predict of the invention based on full temperature range Temperature Distribution
Method considers the permanent deformation rule and its superposition of different loads asphalt under condition of different temperatures, introduces subregion point
The thought of stage layered, i.e. temperature subregion, axis carry the thought of classification, road surface layering, propose the drip based on full temperature range Temperature Distribution
In average set deformation volume and number of loading relation equation and permanent deformation and temperature range in green pavement temperature section
Average set deformation volume, Temperature Distribution frequency relation equation, establish inverse accumulation superimposed load effect number permanently become
Shape calculation method provides a kind of new paragon for permanent deformation for asphalt pavement rapid Estimation under the conditions of full temperature range, realize temperature and
The all standing of axis load, overall process evaluation, analysis result are more bonded reality, and accuracy is higher, and applicable surface is wider.
Detailed description of the invention
The invention will be further described with reference to the accompanying drawings and examples:
Fig. 1 is the design frame of the permanent deformation for asphalt pavement method for quick predicting of the invention based on full temperature range Temperature Distribution
Figure；
Fig. 2 is bituminous pavement whole year Temperature Distribution frequency；
Fig. 3 is temperature distribution history of the bituminous pavement bitumen layer along depth；
Fig. 4 is temperature distribution history of the asphalt pavement of highway different temperatures section bitumen layer along depth；
Fig. 5 is asphalt pavement of highway traffic axle load distribution；
Fig. 6 is runway wheel stitch width temperature-axle load distribution；
Fig. 7 be (10-15] DEG C when bitumen layer deviatoric stress be distributed；
Fig. 8 is origin method different year different temperatures section permanent deformation distribution curve；
Fig. 9 is origin method different year different temperatures section permanent deformation accumulation contribution rate distribution curve；
Figure 10 is that origin method does not carry grade permanent deformation accumulation contribution rate distribution curve coaxially；
Figure 11 is anti-inference method different year different temperatures section permanent deformation distribution curve；
Figure 12 is anti-inference method different year different temperatures section permanent deformation accumulation contribution rate distribution curve；
Figure 13 is that anti-inference method does not carry grade permanent deformation accumulation contribution rate distribution curve coaxially；
Figure 14 is the theoretical value and correction value that asphalt pavement structure permanent deformation is estimated；
Figure 15 is average set deformation volume and number of loading relationship in different temperatures section；
Average set deformation volume and number of loading relation equation theoretical value and fitting in Figure 16 different temperatures section
It is worth correlation curve.
Specific embodiment
Fig. 1 is, as shown in the figure: temperature to be represented as Lu Biao using the temperature at the 1cm of road surface, according between certain temperature
It is divided into m temperature range every T, and the representative temperature value using the median in the section as the temperature range, acquired each
The annual pavement temperature distribution frequency of temperature range；Wherein, the annual pavement temperature distribution frequency refers to that each temperature range is complete
Hourage shared by year accounts for the percentage of annual total hourage；The usual value of T is 5 DEG C；M is the natural number greater than 1, usual value 5
~10；By taking Ganzhong area as an example, temperature is represented as Lu Biao using the temperature at the 1cm of road surface, is drawn using 5 DEG C as interval temperature
Divide temperature range, bituminous pavement whole year Temperature Distribution frequency and bitumen layer are calculated along the temperature of depth by actual measurement and model
Distribution curve, as shown in Figures 2 and 3.
Asphalt pavement of highway bitumen layer Temperature Distribution prediction model: in order to calculate asphalt pavement of highway bitumen layer
The temperature in any depth different temperatures section, makes its result have bigger adaptability and application value, it is necessary to according to road
The prediction model of the table temperature building any depth temperature of bituminous pavement bitumen layer.In consideration of it, utilizing principle of least square method pair
Bituminous pavement bitumen layer temperature T, road table temperature T0Multiple regression is carried out with pavement structure layer depth h, prediction model is as follows:
T=dT0+eh+q (1)
In formula, T is the temperature at bituminous pavement bitumen layer h, DEG C；T0For away from the temperature at the table 1cm of road, DEG C；H is road surface knot
Structure pitch layer depth, cm；D, e, q are regression coefficient.
In conjunction with the reality of the regional asphalt pavement of highway bitumen layer Temperature Distribution in Chongqing City, Jiangxi Province, three, Yunnan Province
It surveys as a result, being fitted according to formula (1) using 1stOpt15 software, fitting result is shown in Table 1.
1 asphalt pavement of highway different temperatures section bitumen layer Temperature Distribution prediction model regression parameter of table
As shown in Table 1, the bituminous pavement bitumen layer Temperature Prediction model regression coefficient phase in highway different temperatures section
It closes coefficients R and is all larger than 0.95, correlation is good.It can by the bituminous pavement bitumen layer Temperature Prediction model in different temperatures section
To calculate the pavement temperature of any depth of pavement structure bitumen layer.It is dripped according to 1 asphalt pavement of highway different temperatures section of table
Cyan layer Temperature Distribution prediction model regression parameter obtains the Temperature Distribution of asphalt pavement of highway different temperatures section bitumen layer
As shown in table 2 and Fig. 4.Temperature range can be divided into low-temperature range (20 DEG C of T <), medium temperature section (20 DEG C≤T≤30 DEG C), high-temperature region
Between (30 DEG C of < T), bitumen layer temperature is divided into up-small and down-big, upper and lower close, up big and down small three kinds of trend, Jin Erying along depth distribution
Ring the variation of Dynamic Modulus of Asphalt Mixture.
2 asphalt pavement of highway different temperatures section bitumen layer temperature of table is along depth distribution
Axle load distribution: comprehensive Jiangxi Province, Yunnan Province's freeway traffic axle load distribution obtain asphalt pavement of highway friendship
Logical axle load distribution, provides the data supporting of traffic axle load distribution, asphalt pavement of highway traffic axle load distribution for follow-up study
As shown in Figure 5.
Asphalt pavement structure parameter: with Jiangxi Province Quan Nan highway Ji lotus section to rely on engineering, traffic loading item is surveyed
Part and natural environmental condition, in conjunction with the data of actual measurement highway track, according to the drip based on principle of stacking under the conditions of full temperature range
Green road surface permanent deformation accumulation predictor method carries out permanent deformation for asphalt pavement Predict analysis, and is modified to prediction model.
Asphalt pavement structure composition is as shown in table 3 with design parameter.
The lucky lotus section asphalt pavement structure composition of 3 spring of table south high speed and design parameter
Dynamic Modulus of Asphalt Mixture: according to Dynamic Modulus of Asphalt Mixture test result, with nonlinear minimum two
Multiplication carries out numerical fitting by S type function (Xi Gemode (Sigmoidal) function), to establish dynamic modulus and load frequency
The relationship of rate.SMA-13, AC-20, AC-25, ATB-25 Dynamic Modulus of Asphalt Mixture principal curve equation respectively as formula (1),
(2), (3), (4) are shown.
As speed 80km/h, when loading frequency is about 15Hz, according to fig. 2 with Fig. 3 asphalt pavement of highway bitumen layer temperature
Degree can be calculated asphalt pavement of highway structure different temperatures section pitch along depth distribution and formula (1), (2), (3) and (4)
Layer and upper base's dynamic modulus are as shown in table 4 along depth distribution and Poisson's ratio setting:
4 different temperatures section bitumen layer of table and upper base's dynamic modulus are along depth distribution and Poisson's ratio
Temperature-axle load distribution: the lucky lotus section of spring south high speed counted 2013 and 2014 volume of traffic are respectively
174008,198974 (removing car), annual growth 14.35%.Actual measurement is considered when choosing traffic volume growth rate
As a result, taking within 2015 to 2019 10%, the subsequent time takes 6%, and design period is 15 years.
The number of loading of runway wheel stitch width is that the highway annual volume of traffic (two-way) is distributed multiplied by direction
Coefficient 0.5, lane distribution coefficient 0.8 and coefficient of wheel tracking transverse distribution 0.3.When the 80km/h of standard section, driving vehicle single lotus
Load action time is 0.0102s, and the laboratory test loading effect time is 0.2s, considers the reduction of time, and actual traffic axis, which carries, to be made
With number multiplied by reduction coefficient 0.051.
According to Boltzmann linear superposition theorem, the effect that each carload passes through can be folded by the load action time
Add.The loading effect time of indoor reloading scrag test is 0.2s herein, it is contemplated that vehicle difference running speed pair
The road surface load time is inconsistent with the loading effect time of indoor reloading scrag test, reply actual axle load effect
Number is reduced, and reduction coefficient is the ratio of road surface loading effect time and laboratory test load time.Table 5 is running speed
The time reduction coefficient of grade, value 0.051 are not carried when 80km/h coaxially.Can similarly obtain, running speed 30,60,100,
Not carrying the time reduction coefficient of grade when 120km/h coaxially is respectively 0.137,0.068,0.041,0.034.
The time reduction coefficient of grade is not carried when 5 running speed 80km/h of table coaxially
Temperature-axle load distribution, that is, different temperatures section does not carry the traffie distribution of grade coaxially, and the traffic of grade is carried with axis
Amount is calculated multiplied by the distribution frequency of temperature range.Spring south highway Temperature Distribution presses the Jiangxi Province Fig. 1 Ganzhong area pitch
Road surface whole year Temperature Distribution frequency selection purposes.The lucky lotus section of spring south high speed runway wheel stitch width temperature-axle load distribution such as Fig. 6 in 2013
It is shown.The runway wheel stitch width temperature-axle load distribution in other design times repeats no more.
Asphalt viscoelasticity mechanics correction model
Tri- kinds of SMA-13, AC-20, AC-25 drips are studied to obtain according to three axis repeated-load test of Bitumen Mixture Permanent Deformation
Shown in green mixture permanent strain viscoelasticity mechanics correction model such as formula (5), (6) and (7).Average correction factor ξ value such as table 6
It is shown.
In formula: ξ --- average correction factor.
Asphalt viscoelasticity mechanical model is averaged correction factor under 6 Repeated Loading of table
average correction coefficient of viscoelastic model of asphalt
mixture under repeated load
The distribution of bitumen layer deviatoric stress: it is used according to Jiangxi Province Ganzhong area whole year Temperature Distribution frequency and axle load distribution
BISAR3.0 calculates deviatoric stress, the lucky lotus section asphalt pavement structure of spring south high speed (10-15] DEG C when bitumen layer deviatoric stress distribution such as Fig. 7
It is shown, different temperatures section axis carry grade (0-1] t when deviatoric stress it is as shown in table 7 along the distribution of pitch layer depth.Other not equalities of temperature
Deviatoric stress is along the distribution of pitch layer depth by being linearly doubled and redoubled when spending section axis load grade 2t~20t, and details are not described herein.
The lucky lotus section different temperatures section axis of table 7 spring south high speed carry grade (0-1] t when bitumen layer deviatoric stress be distributed
Bitumen layer permanent strain distribution: according to the lucky lotus section asphalt pavement structure ground surface material permanent strain model of spring south high speed
That is formula (5), formula (6) and formula (7), different temperatures section (10~15] DEG C, (15~20] DEG C, (20~25] DEG C, (25~30] DEG C,
(30~35] DEG C, (35~40] DEG C, (40~45] DEG C, (45~50] DEG C it is taken to represent temperature i.e. 12.5 DEG C, 17.5 DEG C, 22.5
℃,27.5℃,32.5℃,37.5℃,42.5℃,47.5℃.By its deviatoric stress, represent temperature and the substitution of axis load effect number forever
Long strain model calculates the lucky lotus section asphalt pavement structure bitumen layer permanent strain distribution of spring south high speed.This paper spring south highway
The method that lucky lotus section bituminous pavement bitumen layer permanent strain calculates is divided into two kinds i.e. origin and increases accumulation permanent strain calculation method
Superposition permanent strain calculation method is accumulated with inverse.Origin increases accumulation calculation method, that is, each temperature range and each axis load etc.
Grade calculates permanent strain all since origin, then adds up and obtain total permanent strain.Such method is equivalent to each temperature range
It carries grade with each axis to act on new road surface, estimation results are bigger than normal.Inverse accumulation superposition permanent strain calculation method is such as
It is preceding described.
According to asphalt viscoelasticity mechanics correction model under Repeated Loading, using MATLAB software programming operation
Program calculates the lucky lotus section asphalt pavement structure permanent strain of spring south high speed according to the method for inverse accumulation superposition calculation permanent strain
Distribution.
Bitumen layer permanent deformation distribution: asphalt pavement of highway bitumen layer set deformation volume, which calculates, uses improved layering
Strain Method, such as formula (8).Introduce the thought of degree and zoning layering superposition, i.e., the think of that temperature subregion, axis carry classification, road surface is layered
Think, pavement temperature distribution is usually divided into several temperature ranges with 5 DEG C of interval temperature, is denoted as m；By traffic loading usually with
1~2t is that interval is divided into several axis load grade；It can be sub- for one by every 1cm~4cm according to actual (real) thickness by asphalt layer
Layer, base, underlayment and soil matrix divide sub-layer as needed, pavement structure are divided into several sub-layers with this, is denoted as n；Then
Calculate separately the deflection of each sub-layer under different temperatures section and loading condition.Consider that the viscoelastic plasticity of asphalt is special simultaneously
The influence of property and travel speed to the load action time, the bituminous pavement based on principle of stacking permanently becomes under the conditions of obtaining full temperature range
Shape prediction model:
In formula, Δ h is bitumen layer permanent deformation, mm；M is the pavement structure ambient temperature number of partitions；N is pavement structure
Hierarchy number；hiFor bitumen layer the i-th sub-layer thickness, mm；εiFor bitumen layer the i-th sub-layer permanent strain.
According to the calculation method for the First Year i.e. 2013 year permanent deformation that is open to traffic, similarly, the 2nd, 3,4 ... n after calculating is open to traffic
The set deformation volume in spring south high speed different temperatures section, as shown in table 8.
8 permanent deformation for asphalt pavement calculated result of table
Since asphalt pavement of highway set deformation volume is more than 10mm, that is, enters critical state, be easy to cause rainy day road
Area water causes the vehicle of normally travel to generate sliding drift phenomenon, threatens traffic safety, can be used as supporting for highway maintenance department with this
Protect one of evaluation criteria.Increase accumulation permanent deformation calculation method, after pavement usage 4 years, permanent deformation for asphalt pavement by origin
More than 10mm, it if bituminous pavement is timely rebuild and conserved at this time, can avoid the deterioration of damage, it is good to restore road surface
Service performance.If with no treatment to road, with the increase of pavement life, the permanent deformation of bituminous pavement can be after
It is continuous to increase, cause road table status and surface evenness to continue to deteriorate, when permanent deformation for asphalt pavement is more than 15mm, by serious shadow
The service quality for ringing bituminous pavement, reduces the comfort of vehicle driving, induces traffic accident, it has to road pavement overhauled or
Reconstruction.Thus deducibility obtains, the permanent deformation service life of the lucky lotus section of spring south high speed is 6 years.Superposition calculation is accumulated by inverse
The accumulation for the lucky lotus section bituminous pavement different year of spring south high speed that permanent deformation method obtains is permanently deformed within design period most
Big accumulation is permanently deformed to 8.87mm, is less than road surface and allows the 15mm that is permanently deformed.
As shown in Figure 8, spring south high speed lucky lotus section different designs time different temperatures section permanent deformation distribution trend is similar,
And the trend linearly increased year by year.With the increase of temperature, set deformation volume presentation first increases to be reduced afterwards, wherein temperature range
(35~40] DEG C set deformation volume it is maximum, reach peak value.As shown in Figure 7, spring south high speed different temperatures section permanent deformation is tired
The trend of first increases and then decreases is presented in product contribution rate, wherein temperature range (35~40] DEG C to the accumulation contribution rate of permanent deformation
To peak value, this is identical as permanent deformation distribution curve.Document [20] research is thought, when pavement temperature is less than 20 DEG C, makees in load
It is the flexible deformation that can restore with the deformation that lower road surface generates, and only when pavement temperature is greater than 20 DEG C, road surface can just produce
Raw permanent deformation.Therefore the temperature range more than or equal to 20 DEG C is only calculated when studying permanent deformation for asphalt pavement.Less than 20 DEG C temperature
The permanent deformation contribution rate in section is 4.90%, considers that its contribution rate is smaller, no longer calculates when down-stream designs and is lower than 20 DEG C
When asphalt permanent deformation, and design permanent deformation Temperature affection factor and make up its difference, be computed temperature coefficient
Value 1.05.Meanwhile as shown in Figure 7,2013~2018 spring south high speed lucky lotus section different year different temperatures section is forever
The contribution rate distribution curve of deformation accumulation long is almost the same, and bituminous pavement bitumen layer permanent deformation is only because the increase of the volume of traffic is linear
Increase, there are certain defectives for calculation method.
By 9 it is found that axis carries grade and presents to the contribution rate of permanent deformation for asphalt pavement as axis carries being gradually increased for grade
The trend of first increases and then decreases, axis carry grade (9~10] t is to the contribution rate of permanent deformation to peak value.Axis carries grade (0-
1] t to the contribution rate of permanent deformation less than 1%, consider axis carry grade (0-1] t contribution rate 0.05% is smaller, down-stream design
Shi Buzai calculate axis carry grade (0-1] t when asphalt permanent deformation, ignore.
As shown in Figure 10, spring south high speed lucky lotus section different year different temperatures section permanent deformation distribution trend is dissimilar.
After being open to traffic i.e. 2013~2017 in 5 years, with the increase of temperature, set deformation volume presentation first increases to be reduced afterwards, medium temperature
Spend section (35~40] DEG C set deformation volume it is maximum, reach peak value.I.e. 2018 and later after being open to traffic more than 5 years, with temperature
The trend that persistently increases is presented in the increase of degree, set deformation volume, wherein temperature range (45~50] DEG C set deformation volume it is maximum,
Reach peak value.As shown in Figure 8, temperature range (10~15] DEG C to (25~30] DEG C and (35~40] DEG C arrive (45~50] DEG C between
The growth of set deformation volume is gentle, and (25~30] DEG C to (35~40] DEG C between set deformation volume increase it is very fast, therefore, temperature
Section (25~30] DEG C to (35~40] DEG C between be permanent deformation increase turnover section.
As shown in Figure 11, permanent deformation accumulation contribution rate distribution in spring south high speed lucky lotus section different year different temperatures section becomes
Gesture is dissimilar.Permanent deformation accumulation contribution rate in different temperatures section, which is presented, within 2013~2027 total service lives continues
The trend of increase, wherein temperature range (45~50] DEG C to the accumulation contribution rate of permanent deformation to peak value, this and permanent deformation
Overall distribution curve identical；At 2013~2015, the initial stage different temperatures section permanent deformation accumulation contribution rate that is open to traffic was presented
First increases and then decreases, wherein temperature range (35~40] DEG C permanent deformation accumulation contribution rate it is maximum；At 2016~2017,
Different temperatures section permanent deformation accumulation contribution rate is also that first increases and then decreases is presented, wherein temperature range (40~45] DEG C forever
The contribution rate of deformation accumulation long is maximum；At 2018~2027, different temperatures section permanent deformation accumulation contribution rate, which is presented, to be continued
Increase tendency, wherein temperature range (45~50] it is DEG C maximum to the accumulation contribution rate of permanent deformation.
As shown in Figure 12, it is 5.09% less than the permanent deformation contribution rate of 20 DEG C of temperature ranges, considers that its contribution rate is smaller,
Down-stream can no longer calculate the permanent deformation of asphalt when lower than 20 DEG C when designing, and design permanent deformation temperature adjustmemt
Coefficient makes up its difference, is computed temperature correction coefficient value 1.06.
The amendment of permanent deformation for asphalt pavement prediction model: it is analyzed, is passed through according to spring south highway Ji lotus section rut detection
Probability method of determining and calculating is calculated 2014, lucky lotus section bituminous pavement overall length track mean depth is in spring south in 2015 at a high speed
7.03mm, 7.00mm, and in this, as measured value.And 2014, the lucky lotus section bituminous pavement of the south of spring in 2015 high speed it is tired by inverse
The permanent deformation theoretical value that product Superposition Calculation Method obtains is 3.23mm, 4.14mm.Linear correction factor is measured value and theory
The ratio of value.Then correction factor takes the average value of the ratio between spring south highway Ji lotus section 2 years measured values of bituminous pavement and theoretical value
It is 1.93.The then permanent deformation for asphalt pavement advance estimate modification model under the conditions of full temperature range based on principle of stacking are as follows:
In formula, Δ h is bitumen layer permanent deformation, mm；M is the bituminous pavement whole year temperature number of partitions；N is bitumen layer layering
Number；hiFor bitumen layer the i-th sub-layer thickness, mm；εiFor bitumen layer the i-th sub-layer permanent strain, formula (5.17) Repeated Loading is seen
Lower asphalt viscoelasticity mechanics correction model；For theoretical correction coefficient, value 1.93；δ is temperature correction coefficient, if
Temperature Distribution only takes 20 DEG C or more, then δ value is 1.06.If Temperature Distribution is full temperature range Temperature Distribution, δ value is 1.00.
The theoretical value and correction value result that asphalt pavement structure permanent deformation is estimated are as shown in figure 14.
Permanent deformation for asphalt pavement estimates simplified model: the average set deformation volume in temperature range designs in the time not
The theoretical value of synthermal section runway wheel stitch width set deformation volume and the ratio of its Temperature Distribution frequency.If pitch can be found out
Average permanent deformation in the corresponding temperature range of Pavement Structure difference runway wheel stitch width number of loading
Amount, then the annual Temperature Distribution frequency in region locating for known bituminous pavement, can release the permanent deformation in different temperatures section.In conjunction with
Fig. 2,3 and Figure 11 can obtain average set deformation volume and number of loading pass in the high speed lucky lotus section different temperatures section of spring south
System, as shown in figure 15.
Average set deformation volume and number of loading relation equation in temperature range is as follows: f=aNb+ c (10) formula
In, f is the average set deformation volume in temperature range, 0.01mm；N is temperature range runway wheel stitch width load action
Number, it is secondary；A, b, c are fitting parameter.It is fitted by formula (10) to datagram 15 is calculated using 1stOpt15 software, pitch can be obtained
The fitting parameter of average set deformation volume and number of loading relation equation in the different temperatures section of road surface, fitting result are shown in
Shown in table 9.Average set deformation volume and number of loading relational theory value and fitting in the high speed different temperatures section of spring south
It is as shown in figure 16 to be worth correlation curve.
Average set deformation volume and number of loading relation equation fitting parameter in 9 temperature range of table
By 9 fitting correlation coefficient of table and Figure 16 it is found that average set deformation volume and load in bituminous pavement temperature section
The fitting effect for acting on number relation equation is preferable.Number of loading in Known designs time different temperatures section, by it
The average set deformation volume f in temperature range can be acquired by substituting into formula (10), then will be in Temperature Distribution frequency P and temperature range
Average set deformation volume f substitute into following equation (11) permanent deformation of design time bituminous pavement bitumen layer can be found out.In formula, Δ h is bitumen layer permanent deformation, mm；M is the pavement structure ambient temperature number of partitions；
fiFor the average set deformation volume in the i-th temperature range, 0.01mm；PiFor the Temperature Distribution frequency of the i-th temperature range, %；I is
1,2,3······n；δ is temperature correction coefficient, if Temperature Distribution only takes 20 DEG C or more, δ value is 1.06.If warm
Degree is distributed as full temperature range Temperature Distribution, then δ value is 1.00；For theoretical correction coefficient, value 1.93.Formula (11) i-th
Average set deformation volume f in temperature rangeiUsed number of loading is by Fig. 2,3 Jiangxi Province Ganzhong area asphalt roads
The lucky lotus section design of spring south high speed is calculated in face whole year Temperature Distribution frequency and Fig. 6 asphalt pavement of highway traffic axle load distribution
Time different temperatures section does not carry the number of loading summation of grade coaxially.
Finally, it is stated that the above examples are only used to illustrate the technical scheme of the present invention and are not limiting, although referring to compared with
Good embodiment describes the invention in detail, those skilled in the art should understand that, it can be to skill of the invention
Art scheme is modified or replaced equivalently, and without departing from the objective and range of technical solution of the present invention, should all be covered at this
In the scope of the claims of invention.
Claims (3)
1. a kind of permanent deformation for asphalt pavement method for quick predicting based on full temperature range Temperature Distribution, it is characterised in that: with setting
Time year Temperature Distribution frequency and temperature range in average set deformation volume be basic parameter, according to formulaThe permanent deformation of design time bituminous pavement bitumen layer is calculated, in formula, Δ h is that bitumen layer permanently becomes
Shape,For theoretical correction coefficient；M is the pavement structure ambient temperature number of partitions；fiIt is average permanent in the i-th temperature range
Deflection；PiFor the Temperature Distribution frequency of the i-th temperature range；I is 1,2,3n；δ is temperature correction coefficient；Institute
The average set deformation volume in temperature range is stated as different temperatures section runway wheel stitch width set deformation volume in the setting time
Theoretical value and year Temperature Distribution frequency ratio, calculation formula f=aNb+ c, in formula, f be in temperature range it is average forever
Long deflection, N are temperature range runway wheel stitch width number of loading, and a, b, c are fitting parameter.
2. the permanent deformation for asphalt pavement method for quick predicting according to claim 1 based on full temperature range Temperature Distribution,
It is characterized in that: the following steps are included:
S1, temperature is represented as Lu Biao using the temperature at the 1cm of road surface, is divided into m according to certain temperature interval T
Temperature range, and the representative temperature value using the median in the section as the temperature range, acquire the annual road of each temperature range
Face Temperature Distribution frequency；Wherein, the annual pavement temperature distribution frequency refers to that hourage shared by each temperature range whole year accounts for entirely
The percentage of year total hourage；The usual value of T is 5 DEG C；M is the natural number greater than 1, usual value 5~10；
S2, the temperature value that each temperature range different pitches mixture pavement depth is obtained using measurement method or theoretical model；Institute
The temperature value for stating different pitches mixture pavement depth refers to each temperature range in the actual measurement of asphaltic road-mix surface course different depth
Or predicting temperature values；
S3, temperature axle load distribution carry size division axle for vehicle load grade by axis according to highway practical operation situation and calculate
The axle load distribution frequency for not carrying grade coaxially, according to annual traffic volume growth rate in design period, combining road Temperature Distribution
The axis load effect number for not carrying grade, different temperatures area coaxially within design period is calculated in frequency and axle load distribution frequency,
That is temperature axle load distribution；
S4, pass through three axis reloading scrag tests in asphalt room, Research on Asphalt Mixture is made in reloading
Deformation rule and non-deformability under determine asphalt viscoelasticity mechanical model under Repeated Loading and are repaired
Just；
S5, the relation equation for determining asphaltic road-mix surface course material temperature and modulus is tested by dynamic modulus, and then determine drip
The dynamic modulus of green each temperature range different depth, that is, different temperatures of mixture pavement；
S6, according to the actual conditions of asphaltic road-mix surface course structure, pavement structure computation model is established using BISAR, and along perpendicular
Asphaltic road-mix surface course structure is divided into n sub-layer to the depth interval by setting；Wherein, bitumen layer is according between 1~4cm
Away from being divided, the sub-layer of base and underlayment divides spacing and increases；It is soft using BISAR at a temperature of each temperature range represents
Part carries out Analysis of Pavement Structural Stress to the pavement structure computation model of foundation, obtains inclined in each sub-layer of asphaltic road-mix surface course
Stress distribution；
S7, it is based on asphalt viscoelasticity mechanics correction model under Repeated Loading, in conjunction with bituminous sheaths at a temperature of each representative
The calculating deviatoric stress value of layer each unit layer repeats load scrag test result to three axis and carries out interpolation and fitting, measures in advance
Asphalt permanent strain predicting equation of bituminous pavement under the conditions of representing temperature out；
S8, consider road traffic condition, using permanent deformation for asphalt pavement predictor method, using year as measurement unit, calculate the 1st year
The set deformation volume of each temperature range roadbed wheel track center and road surface set deformation volume Δ of summing to obtain after Driving Loading
h；Bitumen Mixture Permanent Deformation side under the conditions of each temperature is brought into after calculating 2,3,4,5......n year traffic load
Journey calculates the 2nd, 3,4, the set deformation volume on the road surface 5......n, up to the road surface variable reaches 15mm, and then judges pitch
The road surface permanent deformation service life, wherein the set deformation volume of each temperature range carries grade according to axis and is superimposed from small toward big inverse step by step
It obtains, i.e., according to its action of traffic loading times N since axis carries grade 1t1It substitutes into permanent strain correction model and calculates permanently
Strain Δε1, by Δ ε1It substitutes into axis and carries its corresponding action of traffic loading number Δ of the permanent strain correction model inverse of grade 2t
N2, then axis is carried to the action of traffic loading times N of grade 2t2In addition Δ N2Value N2' substitute into the permanent strain that axis carries grade 2t
It can be calculated axis in correction model and carry the permanent strain Δ ε after the effect of grade 1t, 2t2, then again by Δ ε2It substitutes into axis and carries grade
The permanent strain correction model of 3t, similarly axis carry grade 2t when permanent strain calculating process, and so on to axis carry grade 20t
When permanent strain Δ N20, Δ N20As axis carries grade 1t forward direction and is added to caused by axis load grade 20t road surface structare layer always
Permanent strain, by Δ N20Be multiplied the i.e. set deformation volume of temperature range road surface structare layer thus with Laminate construction thickness.
3. the permanent deformation for asphalt pavement method for quick predicting according to claim 2 based on full temperature range Temperature Distribution,
It is characterized in that: in step S2, according to the prediction model of the road table temperature building any depth temperature of bituminous pavement bitumen layer, utilizing
Principle of least square method is to bituminous pavement bitumen layer temperature T, road table temperature T0Multiple regression is carried out with pavement structure layer depth h,
Prediction model is as follows:
T=dT0+eh+q
In formula, T is the temperature at bituminous pavement bitumen layer h；T0For away from the temperature at the table 1cm of road；H is pavement structure pitch layer depth
Degree；D, e, q are regression coefficient；Pavement structure drip is calculated by the bituminous pavement bitumen layer Temperature Prediction model in different temperatures section
The pavement temperature of any depth of cyan layer.
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| CN110672413A (en) * | 2019-09-30 | 2020-01-10 | 山东大学 | Micro strain-resistance response testing device and method used in tension and compression state |
| CN110864995A (en) * | 2019-11-26 | 2020-03-06 | 长安大学 | Automatic testing device for testing adhesiveness of asphalt and coarse aggregate and evaluation method thereof |
| CN111472243B (en) * | 2020-04-22 | 2021-12-10 | 重庆交通大学 | Method for testing comprehensive dynamic modulus of roadbed and pavement structure |
| CN112508253B (en) * | 2020-11-30 | 2023-08-25 | 三一汽车制造有限公司 | Temperature prediction method and device, material mixing system and computer storage medium |
| CN113481785A (en) * | 2021-07-06 | 2021-10-08 | 蔡金一 | Temperature correction method for 0-20 ℃ deflection value of aggregate and asphalt stabilized base layer |
| CN114002093B (en) * | 2021-12-27 | 2022-04-05 | 山东省交通科学研究院 | Method for determining resilience modulus of pavement aggregate layer material in real time |
| CN114061523B (en) * | 2022-01-18 | 2022-04-19 | 山东省交通科学研究院 | Intelligent system and method for predicting rutting depth of asphalt pavement |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102127895A (en) * | 2011-01-10 | 2011-07-20 | 东南大学 | Indoor test estimation method for estimating bituminous pavement rut |
| WO2013015780A1 (en) * | 2011-07-25 | 2013-01-31 | Michelin Recherche Et Technique, S. A. | System for predicting residual tire endurance limit in real-time |
| CN104598669A (en) * | 2014-12-22 | 2015-05-06 | 重庆交通大学 | Method for forecasting permanent deformation of bituminous mixture pavement |
| CN105160094A (en) * | 2015-08-28 | 2015-12-16 | 武汉理工大学 | Asphalt pavement track simulation method |
| CN106480868A (en) * | 2016-09-22 | 2017-03-08 | 长沙理工大学 | Fine grained soil roadbed permanent deformation estimation method |
-
2017
- 2017-04-21 CN CN201710267258.1A patent/CN107190622B/en not_active Expired - Fee Related
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102127895A (en) * | 2011-01-10 | 2011-07-20 | 东南大学 | Indoor test estimation method for estimating bituminous pavement rut |
| WO2013015780A1 (en) * | 2011-07-25 | 2013-01-31 | Michelin Recherche Et Technique, S. A. | System for predicting residual tire endurance limit in real-time |
| CN104598669A (en) * | 2014-12-22 | 2015-05-06 | 重庆交通大学 | Method for forecasting permanent deformation of bituminous mixture pavement |
| CN105160094A (en) * | 2015-08-28 | 2015-12-16 | 武汉理工大学 | Asphalt pavement track simulation method |
| CN106480868A (en) * | 2016-09-22 | 2017-03-08 | 长沙理工大学 | Fine grained soil roadbed permanent deformation estimation method |
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