CN107190622B - Rapid prediction method for permanent deformation of asphalt pavement based on temperature distribution in the whole temperature domain - Google Patents

Rapid prediction method for permanent deformation of asphalt pavement based on temperature distribution in the whole temperature domain Download PDF

Info

Publication number
CN107190622B
CN107190622B CN201710267258.1A CN201710267258A CN107190622B CN 107190622 B CN107190622 B CN 107190622B CN 201710267258 A CN201710267258 A CN 201710267258A CN 107190622 B CN107190622 B CN 107190622B
Authority
CN
China
Prior art keywords
temperature
pavement
permanent deformation
asphalt
permanent
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Expired - Fee Related
Application number
CN201710267258.1A
Other languages
Chinese (zh)
Other versions
CN107190622A (en
Inventor
梁乃兴
赵毅
曹源文
于伟
徐建平
曾晟
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Chongqing Jiaotong University
Original Assignee
Chongqing Jiaotong University
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Chongqing Jiaotong University filed Critical Chongqing Jiaotong University
Priority to CN201710267258.1A priority Critical patent/CN107190622B/en
Publication of CN107190622A publication Critical patent/CN107190622A/en
Application granted granted Critical
Publication of CN107190622B publication Critical patent/CN107190622B/en
Expired - Fee Related legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Classifications

    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
    • E01C23/00—Auxiliary devices or arrangements for constructing, repairing, reconditioning, or taking-up road or like surfaces
    • E01C23/01—Devices or auxiliary means for setting-out or checking the configuration of new surfacing, e.g. templates, screed or reference line supports; Applications of apparatus for measuring, indicating, or recording the surface configuration of existing surfacing, e.g. profilographs
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/20—Design optimisation, verification or simulation

Landscapes

  • Engineering & Computer Science (AREA)
  • Physics & Mathematics (AREA)
  • Theoretical Computer Science (AREA)
  • Computer Hardware Design (AREA)
  • Evolutionary Computation (AREA)
  • Geometry (AREA)
  • General Engineering & Computer Science (AREA)
  • General Physics & Mathematics (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Road Paving Structures (AREA)

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

Permanent deformation for asphalt pavement method for quick predicting based on full temperature range Temperature Distribution
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)

1.一种基于全温域温度分布的沥青路面永久变形快速预测方法，其特征在于：以设定年份的年温度分布频率和温度区间内的平均永久变形量为基本参数，根据公式计算得到设计年份沥青路面沥青层的永久变形，式中，Δh为沥青层永久变形，为理论修正系数；m为路面结构周围环境温度分区数；fi为第i温度区间内的平均永久变形量；Pi为第i温度区间的温度分布频率；i为1、2、3······n；δ为温度修正系数；所述温度区间内的平均永久变形量为设定年份内不同温度区间行车道轮迹宽度永久变形量的理论值与年温度分布频率的比值，计算公式为f＝aNb+c，式中，f为温度区间内的平均永久变形量，N为温度区间行车道轮迹宽度荷载作用次数，a、b、c为拟合参数。1. a method for rapidly predicting permanent deformation of asphalt pavement based on temperature distribution in the whole temperature domain, is characterized in that: with the annual temperature distribution frequency of the set year and the average permanent deformation in the temperature interval as a basic parameter, according to the formula Calculate the permanent deformation of the asphalt pavement layer in the design year, where Δh is the permanent deformation of the asphalt layer, is the theoretical correction coefficient; m is the number of ambient temperature zones around the pavement structure; f i is the average permanent deformation in the i-th temperature interval; P i is the temperature distribution frequency in the i-th temperature interval; i is 1, 2, 3·· n; δ is the temperature correction coefficient; the average permanent deformation in the temperature range is the ratio of the theoretical value of the permanent deformation of the track width of the roadway in different temperature ranges in the set year to the annual temperature distribution frequency, calculated by The formula is f=aN b +c, where f is the average permanent deformation in the temperature range, N is the number of times of loading on the track width of the roadway in the temperature range, and a, b, and c are the fitting parameters. 2.根据权利要求1所述的基于全温域温度分布的沥青路面永久变形快速预测方法，其特征在于：包括以下步骤：2. The method for rapidly predicting permanent deformation of asphalt pavement based on temperature distribution in all temperature domains according to claim 1, characterized in that: comprising the following steps: S1、以距离路面1cm处的温度作为路表代表温度，按照一定的温度间隔T将其划分为m个温度区间，并以该区间的中间值作为该温度区间的代表温度值，求得各温度区间的全年路面温度分布频率；其中，所述全年路面温度分布频率是指各温度区间全年所占小时数占全年总小时数的百分比；T通常取值为5℃；m为大于1的自然数，通常取值5～10；S1. Take the temperature at a distance of 1 cm from the road surface as the representative temperature of the road surface, divide it into m temperature intervals according to a certain temperature interval T, and take the middle value of the interval as the representative temperature value of the temperature interval, and obtain each temperature The annual road surface temperature distribution frequency in the interval; wherein, the annual road surface temperature distribution frequency refers to the percentage of the hours occupied by each temperature interval in the year to the total number of hours in the year; T usually takes a value of 5°C; m is greater than A natural number of 1, usually 5 to 10; S2、采用实测方法或理论模型获得各温度区间不同沥青混合料路面深度的温度值；所述不同沥青混合料路面深度的温度值是指各温度区间在沥青混合料路面不同深度的实测或预测温度值；S2. Use the actual measurement method or the theoretical model to obtain the temperature values of different asphalt mixture pavement depths in each temperature interval; the temperature values of different asphalt mixture pavement depths refer to the actual measured or predicted temperatures at different depths of the asphalt mixture pavement in each temperature interval value; S3、确定温度轴载分布，根据公路实际运行情况按轴载大小划分车辆轴载等级并计算不同轴载等级的轴载分布频率，根据设计年限内年平均交通量增长率，结合路面温度分布频率和轴载分布频率计算得到不同轴载等级、不同温度区在设计年限内的轴载作用次数，即温度轴载分布；S3. Determine the temperature axle load distribution, divide the vehicle axle load grades according to the axle load size according to the actual operation of the road, and calculate the axle load distribution frequencies of different axle load grades. Frequency and axle load distribution frequency are calculated to obtain the number of axle load actions in different axle load levels and different temperature zones within the design life, that is, the temperature axle load distribution; S4、通过沥青混合料室内三轴重复荷载永久变形试验，研究沥青混合料在重复荷载作用下的变形规律和抗变形能力，确定重复荷载作用下沥青混合料黏弹性力学模型并进行修正；S4. Through the indoor triaxial repeated load permanent deformation test of the asphalt mixture, the deformation law and the anti-deformation ability of the asphalt mixture under the repeated load are studied, and the viscoelasticity model of the asphalt mixture under the repeated load is determined and corrected; S5、通过动态模量试验确定沥青混合料路面材料温度与模量的关系方程，进而确定沥青混合料路面各温度区间不同深度即不同温度的动态模量；S5. Determine the relationship equation between the temperature and the modulus of the asphalt mixture pavement material through the dynamic modulus test, and then determine the dynamic modulus of the asphalt mixture pavement at different depths in each temperature interval, that is, at different temperatures; S6、根据沥青混合料路面结构的实际情况，采用BISAR建立路面结构计算模型，并沿竖向按设定的深度间隔将沥青混合料路面结构划分为n个亚层；其中，沥青层按照1～4cm的间距进行划分，基层和底基层的亚层划分间距增大；在各温度区间代表温度下，利用BISAR软件对建立的路面结构计算模型进行路面结构应力分析，得到沥青混合料路面各亚层内的偏应力分布；S6. According to the actual situation of the asphalt mixture pavement structure, use BISAR to establish a pavement structure calculation model, and vertically divide the asphalt mixture pavement structure into n sublayers according to the set depth interval; The sub-layers of the base and sub-base are divided at a distance of 4 cm, and the sub-layers of the base layer and the sub-base layer are divided; under the representative temperature of each temperature interval, the BISAR software is used to analyze the pavement structure stress of the established pavement structure calculation model, and obtain the sub-layers of the asphalt mixture pavement. The deviatoric stress distribution inside; S7、基于重复荷载作用下沥青混合料黏弹性力学修正模型，结合各代表温度下沥青面层各单元层的计算偏应力值，对三轴重复加载永久变形试验结果进行插值与拟合，预测得出沥青路面在代表温度条件下的沥青混合料永久应变预估方程；S7. Based on the viscoelasticity correction model of the asphalt mixture under repeated loading, combined with the calculated deviatoric stress values of each unit layer of the asphalt surface layer at each representative temperature, interpolate and fit the results of the triaxial repeated loading permanent deformation test, and predict Prediction equation of permanent strain of asphalt mixture under representative temperature conditions of asphalt pavement; S8、考虑道路交通条件，利用沥青路面永久变形预估方法，以年为计量单位，计算第1年行车荷载作用后各温度区间路面轮迹中心位置的永久变形量并求和得路面永久变形量Δh；对2、3、4、5......n年交通荷载进行计算后带入到各温度条件下沥青混合料永久变形方程，计算第2、3、4、5......n年路面的永久变形量，直至该路面变量达到15mm，进而判断沥青路面永久变形寿命，其中，各温度区间的永久变形量按照轴载等级从小往大逐级反算叠加获得，即从轴载等级1t开始根据其交通荷载作用次数N1代入永久应变修正模型中计算永久应变Δε1，将Δε1代入轴载等级2t的永久应变修正模型反算其对应的交通荷载作用次数ΔN2，然后将轴载等级2t的交通荷载作用次数N2加上ΔN2的值N2′代入轴载等级2t的永久应变修正模型中计算可得到轴载等级1t、2t作用后的永久应变Δε2，然后再将Δε2代入轴载等级3t的永久应变修正模型，同理轴载等级2t时永久应变的计算过程，依次类推至轴载等级20t时的永久应变ΔN20，ΔN20即为轴载等级1t正向累加至轴载等级20t路面结构层所产生的总永久应变，将ΔN20与结构层厚度相乘即为此温度区间路面结构层的永久变形量。S8. Consider the road traffic conditions, use the permanent deformation estimation method of asphalt pavement, and use the year as the unit of measurement to calculate the permanent deformation of the center of the road wheel track in each temperature interval after the first year of driving load, and sum it up to obtain the permanent deformation of the pavement. Δh; Calculate the traffic load for 2, 3, 4, 5...n years and bring it into the permanent deformation equation of asphalt mixture under each temperature condition, calculate the 2nd, 3rd, 4th, 5th.... .. The permanent deformation of the pavement in n years, until the pavement variable reaches 15mm, and then the permanent deformation life of the asphalt pavement is judged. Among them, the permanent deformation of each temperature interval is obtained by inverse calculation and superposition step by step according to the axle load level from small to large, that is, from At the axle load level 1t, the permanent strain Δε 1 is calculated by substituting it into the permanent strain correction model according to its traffic load application times N 1 , and Δε 1 is substituted into the permanent strain correction model of the axle load level 2t to calculate the corresponding traffic load application times ΔN 2 , Then add the value N 2 ' of ΔN 2 into the permanent strain correction model of the axle load level 2t, and calculate the permanent strain Δε 2 after the axle load levels 1t and 2t are applied, Then Δε 2 is substituted into the permanent strain correction model of the axle load level of 3t. Similarly, the calculation process of the permanent strain at the axle load level of 2t is analogous to the permanent strain of the axle load level of 20t. ΔN 20 , ΔN 20 is the axle load level. The total permanent strain of the pavement structure layer generated by the positive accumulation of 1t to the axle load level of 20t is multiplied by ΔN 20 and the thickness of the structure layer to obtain the permanent deformation of the pavement structure layer in this temperature range. 3.根据权利要求2所述的基于全温域温度分布的沥青路面永久变形快速预测方法，其特征在于：步骤S2中，依据路表温度构建沥青路面沥青层任意深度处温度的预估模型，利用最小二乘法原理对沥青路面沥青层温度T、路表温度T0和路面结构层深度h进行多元回归，预估模型如下：3. the method for rapidly predicting the permanent deformation of asphalt pavement based on temperature distribution in the whole temperature domain according to claim 2, it is characterized in that: in step S2, build the estimated model of the temperature at any depth of asphalt pavement asphalt layer according to road surface temperature, Using the principle of least squares to perform multiple regression on asphalt pavement temperature T, road surface temperature T 0 and pavement structural layer depth h, the estimated model is as follows: T＝dT0+eh+qT=dT 0 +eh+q 式中，T为沥青路面沥青层h处的温度；T0为距路表1cm处的温度；h为路面结构沥青层深度；d、e、q为回归系数；通过不同温度区间的沥青路面沥青层温度预估模型推算路面结构沥青层任意深度的路面温度。In the formula, T is the temperature at the asphalt layer h of the asphalt pavement; T 0 is the temperature at 1 cm from the road surface; h is the depth of the asphalt layer of the pavement structure; d, e, and q are the regression coefficients; The layer temperature prediction model estimates the pavement temperature at any depth of the asphalt layer of the pavement structure.
CN201710267258.1A 2017-04-21 2017-04-21 Rapid prediction method for permanent deformation of asphalt pavement based on temperature distribution in the whole temperature domain Expired - Fee Related CN107190622B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201710267258.1A CN107190622B (en) 2017-04-21 2017-04-21 Rapid prediction method for permanent deformation of asphalt pavement based on temperature distribution in the whole temperature domain

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201710267258.1A CN107190622B (en) 2017-04-21 2017-04-21 Rapid prediction method for permanent deformation of asphalt pavement based on temperature distribution in the whole temperature domain

Publications (2)

Publication Number Publication Date
CN107190622A CN107190622A (en) 2017-09-22
CN107190622B true CN107190622B (en) 2019-06-14

Family

ID=59872311

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201710267258.1A Expired - Fee Related CN107190622B (en) 2017-04-21 2017-04-21 Rapid prediction method for permanent deformation of asphalt pavement based on temperature distribution in the whole temperature domain

Country Status (1)

Country Link
CN (1) CN107190622B (en)

Families Citing this family (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN110186953B (en) * 2019-07-04 2021-06-25 交通运输部公路科学研究所 A temperature correction method for pavement pendulum index based on equivalent temperature of asphalt surface layer
CN110672413A (en) * 2019-09-30 2020-01-10 山东大学 Apparatus and method for testing micro-strain-resistance response under tension and compression
CN110864995A (en) * 2019-11-26 2020-03-06 长安大学 An automatic test device for testing the adhesion between asphalt and coarse aggregate and its evaluation method
CN111472243B (en) * 2020-04-22 2021-12-10 重庆交通大学 A Test Method for Comprehensive Dynamic Modulus of Subgrade and Pavement Structures
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 A method for real-time determination of elastic modulus of pavement granular layer material
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
CN118568993B (en) * 2024-07-30 2024-10-01 山东高速集团有限公司 Pavement permanent deformation prediction system and method based on real-time axle load spectrum and temperature field

Citations (5)

* Cited by examiner, † Cited by third party
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

Patent Citations (5)

* Cited by examiner, † Cited by third party
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

Also Published As

Publication number Publication date
CN107190622A (en) 2017-09-22

Similar Documents

Publication Publication Date Title
CN107190622B (en) Rapid prediction method for permanent deformation of asphalt pavement based on temperature distribution in the whole temperature domain
Shah et al. Development of overall pavement condition index for urban road network
Thube Artificial neural network (ANN) based pavement deterioration models for low volume roads in India
CN104598669A (en) Method for forecasting permanent deformation of bituminous mixture pavement
Wang et al. Evaluation of pavement surface friction subject to various pavement preservation treatments
Gupta et al. Critical review of flexible pavement performance models
CN102127895B (en) Indoor test estimation method for estimating bituminous pavement rut
CN102331249A (en) Asphalt pavement permanent deformation assessment method
Li et al. Cause analysis on permanent deformation for asphalt pavements using field cores
Martínez Díaz et al. Mechanistic-empirical pavement design guide: Características y elementos distintivos
Joni et al. Developing international roughness index (IRI) model from visible pavement distresses
Donovan et al. Rutting prediction in airport pavement granular base/subbase: A stress history based approach
Timm et al. Structural coefficient of open-graded friction course
Camacho-Garita et al. Effect of moisture on full-scale pavement distress
Pan et al. A research review of flexible pavement temperature profile
CN116090056A (en) LSAM-50 full-thickness asphalt pavement mechanical calculation method considering low-temperature field
Yahaya et al. A comparative study of contemporary flexible pavement design methods in nigeria based on costs
RU2585116C1 (en) Method of determining coefficients of categories of operating conditions of vehicles
Hornych et al. Prediction of the behaviour of a flexible pavement using finite element analysis with non-linear elastic and viscoelastic models
Thyagarajan et al. Incorporating traffic speed deflection devices in structural evaluation of flexible pavement: methodologies for pavement management application
Colucci et al. Methodology for developing generic performance curves for flexible pavements in Puerto Rico using clustering techniques
Jaworska-Szulc Impact of climate change on groundwater resources in a young glacial multi-aquifer system
Guo et al. Quantitative study of impacts of climate change and human activities on runoff in Beiluohe River basin
Spławińska et al. Influence of traffic flow variability of heavy vehicles and temperature on pavement fatigue life
Yin Integrating instrumentation data in probabilistic performance prediction of flexible pavements

Legal Events

Date Code Title Description
PB01 Publication
PB01 Publication
SE01 Entry into force of request for substantive examination
SE01 Entry into force of request for substantive examination
GR01 Patent grant
GR01 Patent grant
CF01 Termination of patent right due to non-payment of annual fee
CF01 Termination of patent right due to non-payment of annual fee

Granted publication date: 20190614

Termination date: 20210421