CN111982654B - Asphalt mortar multiple stress creep curve analysis method based on road intersection driving behavior combination - Google Patents
Asphalt mortar multiple stress creep curve analysis method based on road intersection driving behavior combination Download PDFInfo
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Abstract
The invention relates to an asphalt mortar multiple stress creep curve analysis method based on road intersection driving behavior combination, which extracts recoverable creep quantity and unrecoverable creep quantity in each loading period by analyzing multiple stress creep curves of asphalt mortar with different driving behavior combinations, and calculates according to a formula: composite unrecoverable compliance MJnrStandard deviation of elastic recovery SRAnd rutting contribution rates P for different driving behaviors. Larger MJnrThe mixture has higher probability of permanent deformation and larger S under the condition of complex driving behavior combinationRThe creep response difference of the asphalt mortar to different driving behaviors is larger, and the rutting contribution rate P of different driving behaviors can reflect the influence degree of different driving behaviors on the overall rutting of the pavement. The method is simple and easy to implement, and can provide accurate and visual digital basis for guiding the rut prevention practice and maintenance decision of the road intersection.
Description
Technical Field
The invention belongs to the technical field of road maintenance, and particularly relates to an asphalt mortar multiple stress creep curve analysis method based on road intersection driving behavior combination.
Background
The rut problem has always been one of the major diseases at urban road intersections due to the complex traffic load composition. At present, though more researches are made on the rutting problem of the asphalt pavement at home and abroad, the researches on special evaluation and prevention and treatment of the rutting problem of the pavement at the road intersection are rare.
The existing indoor evaluation method mainly aims at the scales of the asphalt mixture and the asphalt cement, the evaluation on the scale of the asphalt mortar is less, and meanwhile, the existing indoor test method for the high-temperature stability of the asphalt mixture is mainly based on a single-load half sine wave loading mode, and the loading mode has a great difference with the traffic load on road surface intersections. Therefore, the high-temperature stability evaluation index calculated by the existing test method is greatly different from the actual road intersection, has no pertinence, and is difficult to play a role in the design and maintenance engineering of the rut prevention and control of the road intersection.
Disclosure of Invention
The invention aims to solve the problems that the high-temperature stability evaluation index calculated by the existing asphalt mixture high-temperature stability test method is greatly different from the actual road intersection, has no pertinence and is difficult to play a role in the design and maintenance engineering of rutting control of the road intersection, and provides an asphalt mortar multiple stress creep curve analysis method based on the road intersection driving behavior combination.
In order to solve the technical problems, the invention adopts the technical scheme that:
a method for analyzing an asphalt mortar multiple stress creep curve based on a road intersection driving behavior combination comprises the following steps:
(1) the asphalt mortar multiple stress creep curve is divided into four stages according to driving behaviors:
the first stage is as follows: namely the low-speed running loading period of the asphalt mortar multiple stress creep, and the action times are X1；
And a second stage: namely the loading period of the asphalt mortar in multiple stress creep at constant speed, and the action frequency is X2；
And a third stage: namely the deceleration running loading period of the asphalt mortar multiple stress creep, the action times is X3；
A fourth stage: namely the braking slow-running loading period of the asphalt mortar multiple stress creep, and the action frequency is X4；
(2) Calculating three major indexes including composite unrecoverable compliance MJ according to segmented datanrStandard deviation of elastic recovery SRAnd rut contribution rates P for different driving behaviors;
the composite unrecoverable compliance MJnrThe calculation method of (2) is as follows:
firstly, extracting initial strain epsilon of loading stage of each loading cycle from creep curve0And strain value epsilon at the end of the unloading phaser；
Then, the average unrecoverable compliance for each stage, the average unrecoverable compliance J for the first stage, is calculatednr1Can be represented by formula
Calculating the average unrecoverable compliance J of the second stagenr2Can be represented by formula
Calculating the average unrecoverable compliance J of the third stagenr3Can be represented by formula
The average unrecoverable compliance J of the fourth stage is calculatednr4Can be represented by formula
Performing a calculation in which0(i) An initial strain value for the loading phase of the ith loading cycle; epsilonr(i) Is the strain value at the end of the unloading phase of the ith loading cycle; x1，X2，X3，X4The action times of the first, second, third and fourth stages are respectively; delta is the stress level, MPa;
finally, by the formula
Computing composite unrecoverable compliance MJ using a weighted average methodnr；
The standard deviation S of the elastic recovery rateRThe calculation method of (2) is as follows:
first, the strain value epsilon at the end of the loading phase of each loading cycle is extracted from the creep curvepAnd strain value epsilon at the end of the unloading phaser；
Second, calculating the average creep recovery rate of each stage, the average creep recovery rate R of the first stage1Can be represented by formula
Calculating the average creep recovery ratio R of the second stage2Can be represented by formula
The average creep recovery ratio R of the third stage is calculated3Can be represented by formula
The average creep recovery ratio R of the fourth stage is calculated4Can be represented by formula
Performing a calculation in whichp(i) Is the strain value at the end of the loading phase of the ith loading cycle; epsilonr(i) Is the strain value at the end of the unloading phase of the ith loading cycle; x1，X2，X3，X4The action times of the first, second, third and fourth stages are respectively;
thirdly, by the formula
Calculating the elastic recovery rate standard deviation SRIn the formula
Is the average of the average creep recovery rates of the four stages;
the calculation method of the rutting contribution rate P of different driving behaviors is as follows:
1) first, the initial strain epsilon of the first stage is extracted from the creep curveaStrain epsilon at the end of unloading of the last cycle of the first stagebStrain epsilon at the end of unloading of the last cycle of the second stagecStrain epsilon at the end of unloading of the last cycle of the third stagedStrain epsilon at the end of unloading of the last cycle of the fourth phasee；
2) Calculating the cumulative shear strain of each stage, the cumulative shear strain epsilon of the first stage1Can be represented by the formula ∈1＝εb-εaA calculation is performed of the cumulative shear strain ε of the second stage2Can be represented by the formula ∈2＝εc-εbThe cumulative shear strain ε at the third stage is calculated3Can be represented by the formula ∈3＝εd-εcThe cumulative shear strain ε of the fourth stage is calculated4Can be represented by the formula ∈4＝εe-εdCalculating;
3) calculating rut contribution rate of each stage by formula
Calculating rut contribution rate P of the first stage1By the formula
Calculating rut contribution rate P of the second stage2By the formula
Calculating rut contribution rate P of the third stage3By the formula
Calculating rut contribution rate P of the fourth stage4。
The invention has the beneficial effects that: the invention provides an asphalt mortar multiple stress creep curve analysis method based on road intersection driving behavior combination, which adopts composite unrecoverable compliance MJnrEvaluating the high-temperature stability of the asphalt mortar under the combined action of the actual driving behaviors at the road intersection, and passing through the standard deviation S of the elastic recovery rateRThe method is simple and easy to implement, and can provide accurate and visual digital basis for guiding rut control practice and maintenance decision of road intersections.
Drawings
FIG. 1 is a schematic view of a asphalt mortar multiple stress creep curve in stages under different driving behavior combinations;
FIG. 2 is a schematic diagram of single cycle critical strain value extraction;
fig. 3 is a schematic diagram of rut contribution rate calculation of different driving behaviors.
Detailed Description
The technical solution of the present invention is further explained with reference to the accompanying drawings and the detailed description.
Example 1
A method for analyzing an asphalt mortar multiple stress creep curve based on a road intersection driving behavior combination comprises the following steps:
(1) the asphalt mortar multiple stress creep curve is divided into four stages according to driving behaviors:
the first stage is as follows: namely the low-speed running loading period of the asphalt mortar multiple stress creep, and the action times are X1；
And a second stage:namely the loading period of the asphalt mortar in multiple stress creep at constant speed, and the action frequency is X2；
And a third stage: namely the deceleration running loading period of the asphalt mortar multiple stress creep, the action times is X3；
A fourth stage: namely the braking slow-running loading period of the asphalt mortar multiple stress creep, and the action frequency is X4；
The stage-by-stage schematic diagram of the asphalt mortar multiple stress creep curve under different driving behavior combinations is shown in FIG. 1.
The asphalt mortar multiple stress creep test condition of a driving behavior combination is determined by traffic survey aiming at an intersection A and an intersection B in Nanjing, wherein the intersection A belongs to an urban trunk road, the vehicle queuing phenomenon is prominent, and the intersection B belongs to an urban branch road, and the vehicle queuing phenomenon is less. A dynamic shear rheometer DSR is used for carrying out a combined multi-stress creep test on the same asphalt mortar by two different intersection driving behaviors, and a creep curve diagram is obtained, and is shown in figure 1. Acting times X of four stages of mortar creep curve of intersection A158 times, X 210 times, X 325 times, X 420 times; acting times X of four stages of mortar creep curve of intersection B118 times, X276 times, X331 times, X 410 times.
The method for acquiring the multiple stress-creep curve comprises the following steps:
a. selecting the speed and the head space data of all vehicles passing through the cross section of the road intersection for three consecutive days, wherein the speed limit V of the road section ismIf the vehicle speed data range is 0-VmFrom 0 to VmThe vehicle speed is evenly divided into 4 representative vehicle speed intervals: 0 to 10% Vm、10％Vm～40％Vm、40％Vm～70％VmAnd 70% Vm～VmThe corresponding driving behavior categories are as follows: braking slow running, low-speed running, speed reduction running and constant-speed running; the median values of 4 representative vehicle speed intervals are respectively 5% V of the representative vehicle speedm,25％Vm,55％Vm,85％VmCorresponding to all passing vehicles in each sectionThe average value of the locomotive interval data is a representative value d of the locomotive interval1,d2,d3,d4；
b. Converting 4 representative vehicle speeds into corresponding single-cycle loading times t1、t2、t3、t4The conversion formula is:
(i ═ 1,2,3,4) in which t isiR and ViRespectively representing the loading time (unit: s) of the ith driving behavior, the tire contact area equivalent circle radius and the representative vehicle speed (unit: m/s) of the ith driving behavior;
converting 4 locomotive spacing representative values into corresponding single-cycle unloading time t1'、t'2、t'3、t'4The conversion formula is:
wherein t isi’,diAnd ViUnloading time (unit: s) of the ith driving behavior respectively represents the distance between the vehicle heads (unit: m) and the vehicle speed (unit: m/s);
calculating the proportion of the number of vehicles in four representative vehicle speed intervals according to the vehicle speed statistical data, and determining the action times weight of the four representative vehicle speeds as A1:A2:A3:A4；
c. Calculating the loading cycle lengths of different driving behaviors according to the weight data of the different driving behaviors:
firstly determining a loading sequence, and sequencing the four selected driving behaviors from small to large according to the single-cycle loading time, namely t1＜t2＜t3＜t4Then the loading order in one large cycle is determined as: t is t2→t4→t3→t1；
The weights of the four driving behaviors are then ranked, with the smallest being AminSetting AminThe corresponding loading times are 10 times, and the action times X of each driving behavior are determined according to the specific weight proportion of the driving behavior1、X2、X3、X4The conversion formula is:
wherein XiAnd AiRespectively representing the action times and the weight of the ith driving behavior;
and finally, determining the total period length L of the combined action of the plurality of driving behaviors, and calculating according to the following formula:
L＝X1+X2+X3+X4
wherein: x1、X2、X3、X4The action times of the driving behaviors 1,2,3 and 4 are respectively;
d. and (3) carrying out a multiple stress creep test on the asphalt mortar by adopting a dynamic shear rheometer DSR according to the obtained loading period length of each driving behavior to obtain a multiple stress creep curve of the asphalt mortar.
(2) Calculating three major indexes including composite unrecoverable compliance MJ according to segmented datanrStandard deviation of elastic recovery SRAnd rut contribution rates P for different driving behaviors;
the composite unrecoverable compliance MJnrThe calculation method of (2) is as follows:
firstly, extracting initial strain epsilon of loading stage of each loading cycle from creep curve0And strain value epsilon at the end of the unloading phaser；
Then, the average unrecoverable compliance for each stage, the average unrecoverable compliance J for the first stage, is calculatednr1Can be represented by formula
Calculating the average unrecoverable compliance J of the second stagenr2Can be represented by formula
Calculating the average unrecoverable compliance J of the third stagenr3Can be represented by formula
The average unrecoverable compliance J of the fourth stage is calculatednr4Can be represented by formula
Performing a calculation in which0(i) An initial strain value for the loading phase of the ith loading cycle; epsilonr(i) Is the strain value at the end of the unloading phase of the ith loading cycle; x1，X2，X3，X4The action times of the first, second, third and fourth stages are respectively; δ is the stress level, MPa, in this case δ is 0.0064 MPa;
finally, by the formula
Computing composite unrecoverable compliance MJ using a weighted average methodnr；
And respectively calculating the data obtained by the case A and the case B at the intersection, wherein the calculation results are shown in the table 1.
TABLE 1 results of the four-stage unrecoverable compliance and composite unrecoverable compliance calculations for the cases A and B at the intersections
| Case(s) | Jnr1(Pa-1) | Jnr2(Pa-1) | Jnr3(Pa-1) | Jnr4(Pa-1) | MJnr(Pa-1) |
| Intersection A | 6.5 | 1.7 | 3.7 | 8.9 | 5.9 |
| Intersection B | 6.3 | 1.4 | 3.4 | 8.6 | 3.0 |
The standard deviation S of the elastic recovery rateRThe calculation method of (2) is as follows:
first, the strain value epsilon at the end of the loading phase of each loading cycle is extracted from the creep curvepAnd strain value epsilon at the end of the unloading phaser(ii) a For each loading cycle, the shear strain increases with the increase of the loading force in the loading stage, the shear strain slowly decreases with the increase of the unloading time in the unloading process, but partial strain can not be recovered, and a single-cycle critical strain value extraction diagram is shown in fig. 2;
second, calculating the average creep recovery rate of each stage, the average creep recovery rate R of the first stage1Can be represented by formula
Calculating the average creep recovery ratio R of the second stage2Can be represented by formula
Performing calculation, leveling at the third stageCreep recovery ratio R3Can be represented by formula
The average creep recovery ratio R of the fourth stage is calculated4Can be represented by formula
Performing a calculation in whichp(i) Is the strain value at the end of the loading phase of the ith loading cycle; epsilonr(i) Is the strain value at the end of the unloading phase of the ith loading cycle; x1，X2，X3，X4The action times of the first, second, third and fourth stages are respectively;
thirdly, by the formula
Calculating the elastic recovery rate standard deviation SRIn the formula
Is the average of the average creep recovery rates of the four stages;
and respectively calculating the data obtained by the case A and the case B at the intersection, wherein the calculation results are shown in the table 2.
TABLE 2 mean creep recovery and elastic recovery standard deviations for four stages of case A and B at intersections
| Case(s) | R1 | R2 | R3 | R4 | SR |
| Intersection A | 87.4％ | 98.7％ | 91.3％ | 67.1％ | 13.5％ |
| Intersection B | 88.3％ | 99.4％ | 94.5％ | 70.5％ | 12.6％ |
The calculation method of the rutting contribution rate P of different driving behaviors is as follows:
1) first, the initial strain epsilon of the first stage is extracted from the creep curveaStrain epsilon at the end of unloading of the last cycle of the first stagebStrain epsilon at the end of unloading of the last cycle of the second stagecStrain epsilon at the end of unloading of the last cycle of the third stagedStrain epsilon at the end of unloading of the last cycle of the fourth phaseeOn the premise of distinguishing four different driving stages, epsilona，εb，εc，εd，εeThe position in the creep curve is shown in fig. 3.
2) Calculating the cumulative shear strain of each stage, the cumulative shear strain epsilon of the first stage1Can be represented by the formula ∈1＝εb-εaA calculation is performed of the cumulative shear strain ε of the second stage2Can be represented by the formula ∈2＝εc-εbThe cumulative shear strain ε at the third stage is calculated3Can be represented by the formula ∈3＝εd-εcThe cumulative shear strain ε of the fourth stage is calculated4Can be represented by the formula ∈4＝εe-εdCalculating;
3) calculating rut contribution rate of each stage by formula
Calculating rut contribution rate P of the first stage1By the formula
Calculating rut contribution rate P of the second stage2By the formula
Calculating rut contribution rate P of the third stage3By the formula
Calculating rut contribution rate P of the fourth stage4；
And respectively calculating the data obtained by the case A and the case B at the intersection, wherein the calculation results are shown in tables 3-5.
TABLE 3 ε in case A and B at the intersectiona，εb，εc，εd，εe(με)
TABLE 4 ε in case A and B at the intersection1，ε2，ε3，ε4(με)
| Case(s) | ε1 | ε2 | ε3 | ε4 |
| Intersection A | 3.354 | 0.12 | 0.875 | 1.7 |
| Intersection B | 0.944 | 0.76 | 0.961 | 0.81 |
TABLE 5 rut contribution rates at four stages for crossing A and B cases
| Case(s) | P1 | P2 | P3 | P4 |
| Intersection A | 55.4％ | 2.0％ | 14.5％ | 28.1％ |
| Intersection B | 27.2％ | 21.9％ | 27.7％ | 23.3％ |
The invention divides the asphalt mortar multiple stress creep curve under different driving behavior combination into four stages, and calculates the unrecoverable compliance MJ in turnnrStandard deviation of elastic recovery SRAnd rutting contribution rates P for different driving behaviors. Composite unrecoverable compliance MJ of intersection AnrIs obviously larger than MJ of the intersection B and the intersection AnrCloser to the unrecoverable compliance under low speed and creep loading conditions, as compared to MJ at intersection BnrCloser to the unrecoverable compliance under load conditions of deceleration or constant speed. By comparing MJnrThe indexes can more accurately reflect the influence of the serious traffic jam condition at the intersection A on the high-temperature stability of the material. Elastic recovery standard deviation S of intersection ARSlightly lower than the intersection B, but the difference is not large, mainly because the index is mainly more relevant to the material composition of the asphalt mortar. The distribution difference of the rut contribution rates P of different driving behaviors of the intersections A and B is obvious, and the rut of the intersection A mainly has two driving behaviors of low-speed driving and braking slow-movingContribution, while rut contribution rates for the four driving behaviors are relatively balanced for intersection B.
Claims (1)
1. A method for analyzing an asphalt mortar multiple stress creep curve based on a road intersection driving behavior combination is characterized by comprising the following steps:
(1) the asphalt mortar multiple stress creep curve is divided into four stages according to driving behaviors:
the first stage is as follows: namely the low-speed running loading period of the asphalt mortar multiple stress creep, and the action times are X1；
And a second stage: namely the loading period of the asphalt mortar in multiple stress creep at constant speed, and the action frequency is X2；
And a third stage: namely the deceleration running loading period of the asphalt mortar multiple stress creep, the action times is X3；
A fourth stage: namely the braking slow-running loading period of the asphalt mortar multiple stress creep, and the action frequency is X4；
(2) Calculating three major indexes including composite unrecoverable compliance MJ according to segmented datanrStandard deviation of elastic recovery SRAnd rut contribution rates P for different driving behaviors;
the composite unrecoverable compliance MJnrThe calculation method of (2) is as follows:
firstly, extracting initial strain epsilon of loading stage of each loading cycle from creep curve0And strain value epsilon at the end of the unloading phaser；
Then, the average unrecoverable compliance for each stage, the average unrecoverable compliance J for the first stage, is calculatednr1Can be represented by formula
Calculating the average unrecoverable compliance J of the second stagenr2Can be represented by formula
Calculating the average unrecoverable compliance J of the third stagenr3Can be represented by formula
The average unrecoverable compliance J of the fourth stage is calculatednr4Can be represented by formula
Performing a calculation in which0(i) An initial strain value for the loading phase of the ith loading cycle; epsilonr(i) Is the strain value at the end of the unloading phase of the ith loading cycle; x1，X2，X3，X4The action times of the first, second, third and fourth stages are respectively; delta is the stress level, MPa;
finally, by the formula
Computing composite unrecoverable compliance MJ using a weighted average methodnr；
The standard deviation S of the elastic recovery rateRThe calculation method of (2) is as follows:
first, the strain value epsilon at the end of the loading phase of each loading cycle is extracted from the creep curvepAnd strain value epsilon at the end of the unloading phaser；
Second, calculating the average creep recovery rate of each stage, the average creep recovery rate R of the first stage1Can be represented by formula
Calculating the average creep recovery ratio R of the second stage2Can be represented by formula
The average creep recovery ratio R of the third stage is calculated3Can be represented by formula
The average creep recovery ratio R of the fourth stage is calculated4Can be represented by formula
Performing a calculation in whichp(i) Is the strain value at the end of the loading phase of the ith loading cycle; epsilonr(i) Is the strain value at the end of the unloading phase of the ith loading cycle; x1，X2，X3，X4The action times of the first, second, third and fourth stages are respectively;
thirdly, by the formula
Calculating the elastic recovery rate standard deviation SRIn the formula
Is the average of the average creep recovery rates of the four stages;
the calculation method of the rutting contribution rate P of different driving behaviors is as follows:
1) first, the initial strain epsilon of the first stage is extracted from the creep curveaStrain epsilon at the end of unloading of the last cycle of the first stagebStrain epsilon at the end of unloading of the last cycle of the second stagecStrain epsilon at the end of unloading of the last cycle of the third stagedStrain epsilon at the end of unloading of the last cycle of the fourth phasee；
2) Calculating the cumulative shear strain of each stage, the cumulative shear strain epsilon of the first stage1Can be represented by the formula ∈1＝εb-εaA calculation is performed of the cumulative shear strain ε of the second stage2Can be represented by the formula ∈2＝εc-εbThe cumulative shear strain ε at the third stage is calculated3Can be represented by the formula ∈3＝εd-εcThe cumulative shear strain ε of the fourth stage is calculated4Can be represented by the formula ∈4＝εe-εdCalculating;
3) calculating rut contribution rate of each stage by formula
Calculating rut contribution rate P of the first stage1By the formula
Calculating rut contribution rate P of the second stage2By the formula
Calculating rut contribution rate P of the third stage3By the formula
Calculating rut contribution rate P of the fourth stage4。
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| CN105486845A (en) * | 2016-01-19 | 2016-04-13 | 东南大学 | Asphalt mixture multi-stage loaded high-temperature creep curve analysis method based on axle load spectrum |
| CN107807055A (en) * | 2017-09-30 | 2018-03-16 | 东南大学 | A kind of asphalt multisequencing dynamic creep experimental data processing and analysis method |
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| US9234825B2 (en) * | 2011-03-29 | 2016-01-12 | University Of Tennessee Research Foundation | Method and apparatus for fatigue and viscoelastic property testing of asphalt mixtures using a loaded wheel tester |
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