CN102879272B - Method for evaluating damage self-healing capacity of asphalt mortar - Google Patents
Method for evaluating damage self-healing capacity of asphalt mortar Download PDFInfo
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- CN102879272B CN102879272B CN201210371815.1A CN201210371815A CN102879272B CN 102879272 B CN102879272 B CN 102879272B CN 201210371815 A CN201210371815 A CN 201210371815A CN 102879272 B CN102879272 B CN 102879272B
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Abstract
The invention relates to a method for evaluating the damage self-healing capacity of asphalt mortar. The method includes stretching an asphalt mortar test piece in two directions at constant temperature under the condition that the strain rate is equal; monitoring stress and displacement data in a stretching and self-healing process in real time; and analyzing the data via a computer to obtain a self-healing coefficient of the asphalt mortar test piece. The method has the advantages that the self-healing capacity of the asphalt mortar can be quantitatively evaluated, influence of different factors such as self-healing time, self-healing temperature, self-healing pressure and asphalt damage degree before self-healing on self-healing effects of asphalt materials can also be tested, the method can be applied to asphalt mortar materials with different proportions, is simple and feasible, operation is easy, and a guiding foundation for optimally selecting and optimally designing materials of sustainable asphalt pavements is laid.
Description
Technical field
The invention belongs to the applied technical field that bituminous mortar rheological characteristics is evaluated, be specifically related to a kind of method of evaluating bituminous mortar damage self-healing capability.
Background technology
Along with the fast development of China's expressway construction cause, we constantly increase the demand of pavement construction material, and the requirement of material property is improved constantly.Meanwhile, the destruction problem of China Higher level asphalt highway manifests day by day.Road is in long-term use procedure, and asphalt concrete structure under the impact of complex environment, produces small cracking and local damage around unavoidablely.Can reduce the serviceable life of the lighter's pavement structure, and the safety of severe one total all can be jeopardized.Therefore the subject matter that, related work person is concerned about is exactly crackle and the damage of how to repair timely and effectively appearance.Many fine cracks are such as matrix crack splits etc., of common occurrence in the pavement engineering structure using in reality.But, due to the limitation of existing Detection Techniques, the damage of these microcosmic scopes very likely out in the cold and survey less than, to such an extent as to the realization of crackle and the damage idea of repairing is become to very difficult, even may.But, if these crackles or damage can not be repaired timely and effectively and be processed, not only can affect normal usage energy and the serviceable life of asphalt concrete structure, but also likely cause macroscopic fracture and cause structural brittle fracture, finally produce serious catastrophic failure.
Therefore for asphalt roads, guarantee that ground surface material and structure have good in self-healing ability, crackle and the damage location that can initiatively, automatically occur bituminous pavement are repaired, and reduction road management operation cost, prolongation Road Service Life are all had great importance.
At present, most people is mainly by the variation (modulus, phasing degree etc.) of asphalt performance before and after dynamic shear rheometer (DSR) test relatively intermittently, evaluate the self-healing property of pitch, using the variation at modulus before and after intermittently or phasing degree as self-healing property evaluation index.Although the method can be evaluated the self-healing performance of pitch to a certain extent, but, evaluation procedure is loaded down with trivial details, to having relatively high expectations of operation, in addition test apparatus costliness, and the method applicable object is also only limited to single asphalt material, and need further to study for pitch and the self-healing property evaluation method of gathering materials after combination.
To sum up, how can study by an easy method self-healing ability of asphalt material, and not need expensive complicated equipment, be the problem of our road worker facing.
Summary of the invention
The object of the invention is to overcome prior art medium pitch and gather materials the existing deficiency of self-healing property evaluation method, providing a kind of evaluation method simple, can evaluate the method for the damage self-healing capability of the bituminous mortar compound of different proportionings.
The technical scheme of technical solution problem of the present invention comprises the following steps:
(1) treat test block 35～50 DEG C of preheatings 3～6 hours;
(2) setting draft temperature is 35～50 DEG C, treats the rate of strain two-way stretches such as test block carries out, and draw speed is 2mm/min, gathers stress value and the strain value of initial time, draws incipient extension damage modulus E
0, the also Real-time Collection that continues to stretch acts on stress value and the strain value on test specimen to be measured, until tensile damage modulus E
twith E
0ratio n
0reach 0.3～0.6, stop stretching;
(3) to applying the constant pressure in opposite directions of 0.1MPa on the test specimen to be measured two ends after step (2) stretching, test specimen to be measured carries out self-healing, and self-healing temperature is identical with draft temperature, and keeping the self-healing time is to stop exerting pressure after 2～4 hours;
(4) to rate of strain two-way stretches such as the test specimen to be measured after step (3) self-healing carry out again, the stretching of repeating step (2), to tensile damage modulus E
t' and E
0' ratio n
twith n
0equate, stop stretching;
(5) calculate the front tensile damage modulus speed K of self-healing
0with self-healing after stretching damage modulus speed K
1, show that self-healing temperature is that T DEG C, self-healing time are the self-healing coefficient HC of the h hour test specimen to be measured under condition
n(T, h), its computing method are as follows:
Wherein, T is self-healing temperature, DEG C;
H is the self-healing time, hour;
K
0for the stretch modulus damage rate before test specimen self-healing,
E
0for the incipient extension damage modulus before test specimen self-healing, MPa;
E
tfor the termination tensile damage modulus before test specimen self-healing, MPa, E
t=n
0e
0, n
0be 0.3～0.6;
T damages modulus to stopping tensile damage modulus time used, s by incipient extension before test specimen self-healing;
K
1for the stretch modulus damage rate after test specimen self-healing,
E
0' be the incipient extension damage modulus after test specimen self-healing, MPa;
E
t' be the termination tensile damage modulus after test specimen self-healing, MPa, E
t'=n
te
0', n
t=n
0;
T' damages modulus to stopping tensile damage modulus time used, s by incipient extension after test specimen self-healing.
In above-mentioned steps (2), setting draft temperature is 40 DEG C, treats the rate of strain two-way stretches such as test block carries out, and draw speed is 2mm/min, gathers the stress and strain value of initial time, draws incipient extension damage modulus E
0, the also Real-time Collection that continues to stretch acts on the stress and strain value on test specimen to be measured, until tensile damage modulus E
twith E
0ratio n
0reach 0.4, stop stretching; On test specimen to be measured two ends after step (2) being stretched in step (3), apply the constant pressure in opposite directions of 0.1MPa, test specimen to be measured carries out self-healing, self-healing temperature is identical with draft temperature, and keeping the self-healing time is to stop exerting pressure after 3 hours.
In above-mentioned steps (2) and step (4), gathering the stress value and the strain value that act on test specimen to be measured is equally spaced 3 corresponding stress values of time point per second and strain value.
The method of evaluation bituminous mortar provided by the invention damage self-healing capability by under constant temperature to rate of strain two-way stretches such as bituminous mortar test specimen carry out, and Real-Time Monitoring stretch with self-healing process in stress and displacement data, draw the self-healing coefficient of bituminous mortar test specimen by Computer Analysis, the present invention can evaluate the self-healing ability of bituminous mortar quantitatively, can also test out the different self-healing time, self-healing temperature, the impacts of factor on asphalt material self-healing action such as the front pitch degree of injury of self-healing pressure and self-healing, can be applicable to the asphalt mortar material of different proportionings, and the method is simple and feasible, easy operating, preferably lay a good foundation with optimal design for further instructing the material of sustainable bituminous pavement.
Embodiment
Now by specific embodiment, the present invention is further described, but the present invention is not limited only to following embodiment.
Embodiment 1
Taking diameter as 30mm, be highly example as the right cylinder of 50mm as bituminous mortar test specimen to be measured, its self-healing property evaluation method comprises the following steps:
(1) by test specimen to be measured 40 DEG C of preheatings 5 hours in constant temperature oven; Test specimen to be measured is that diameter is 30mm, is highly the bituminous mortar right cylinder of 50mm, and its preparation method is static pressure method with reference to forming method by the middle T0704-1993 bitumen mixture specimen method for making of JTJ052-2000 " highway engineering pitch and Asphalt Mixture Experiment code ".
(2) setting draft temperature is 40 DEG C, treats the rate of strain two-way stretches such as test block carries out, and draw speed is 2mm/min, gathers the stress value σ of initial time
0with strain value ε
0, draw incipient extension damage modulus E
0, the also Real-time Collection that continues to stretch acts on the stress value σ on test specimen to be measured
twith strain value ε
t, until the tensile damage modulus E after t second
twith E
0ratio n
0reach 0.4, stop stretching;
(3) the test specimen to be measured two ends after step (2) is stretched apply the constant pressure in opposite directions of 0.1MPa simultaneously, test specimen self-healing to be measured, and self-healing temperature is identical with draft temperature, and the maintenance self-healing time is to stop exerting pressure after 3 hours;
(4), to rate of strain two-way stretches such as the test specimen to be measured after step (3) self-healing carry out again, the stretching of repeating step (2), to the tensile damage modulus E after t' second
t' and E
0' ratio n
twith n
0equate, stop stretching;
(5) calculate the front tensile damage modulus speed K of self-healing
0with self-healing after stretching damage modulus speed K
1, show that self-healing temperature is that 40 DEG C, self-healing time are the self-healing coefficient HC of 3 hours test specimens to be measured under condition
n(T, h), its computing formula is as follows:
Wherein, T is self-healing temperature, DEG C;
H is the self-healing time, hour;
K
0for the stretch modulus damage rate before test specimen self-healing,
E
0for the incipient extension damage modulus before test specimen self-healing, MPa;
E
tfor the termination tensile damage modulus before test specimen self-healing, MPa, E
t=n
0e
0, n
0be 0.3～0.6;
T damages modulus to stopping tensile damage modulus time used, s by incipient extension before test specimen self-healing;
K
1for the stretch modulus damage rate after test specimen self-healing,
E
0' be the incipient extension damage modulus after test specimen self-healing, MPa;
E
t' be the termination tensile damage modulus after test specimen self-healing, MPa, E
t'=n
te
0', n
t=n
0;
T' damages modulus to stopping tensile damage modulus time used, s by incipient extension after test specimen self-healing.
Above-mentioned tensile damage modulus E
0, E
t, E
0', E
t' draw by following formula:
σ
ifor the stress value of test specimen in i moment point;
ε
ifor the strain value of test specimen in i moment point.
In step (2) and step (4), for the stress value stress value σ corresponding with collection equally spaced 3 time points per second of strain value
iwith strain value ε
i, and calculate the tensile damage modulus value E of test specimen
i.
Embodiment 2
Taking diameter as 30mm, be highly example as the right cylinder of 50mm as bituminous mortar test specimen to be measured, its self-healing property evaluation method comprises the following steps:
(1) by test specimen to be measured 35 DEG C of preheatings 6 hours in constant temperature oven; Identical with embodiment 1 of test specimen to be measured.
(2) setting draft temperature is 35 DEG C, treats the rate of strain two-way stretches such as test block carries out, and draw speed is 2mm/min, gathers the stress value σ of initial time
0with strain value ε
0, draw incipient extension damage modulus E
0, the also Real-time Collection that continues to stretch acts on the stress value σ on test specimen to be measured
twith strain value ε
t, until the tensile damage modulus E after t second
twith E
0ratio n
0reach 0.3, stop stretching;
(3) the test specimen to be measured two ends after step (2) is stretched apply the constant pressure in opposite directions of 0.1MPa simultaneously, test specimen self-healing to be measured, and self-healing temperature is identical with draft temperature, and the maintenance self-healing time is to stop exerting pressure after 4 hours;
(4), to rate of strain two-way stretches such as the test specimen to be measured after step (3) self-healing carry out again, the stretching of repeating step (2), to the tensile damage modulus E after t' second
t' and E
0' ratio n
twith n
0equate, stop stretching;
(5) calculate the front tensile damage modulus speed K of self-healing
0with self-healing after stretching damage modulus speed K
1, other operation is identical with embodiment 1, show that self-healing temperature is that 35 DEG C, self-healing time are the self-healing coefficient HC of 4 hours test specimens to be measured under condition
n(T, h).
Embodiment 3
Taking diameter as 30mm, be highly example as the right cylinder of 50mm as bituminous mortar test specimen to be measured, its self-healing property evaluation method comprises the following steps:
(1) by test specimen to be measured 50 DEG C of preheatings 3 hours in constant temperature oven; Identical with embodiment 1 of test specimen to be measured.
(2) setting draft temperature is 50 DEG C, treats the rate of strain two-way stretches such as test block carries out, and draw speed is 2mm/min, gathers the stress value σ of initial time
0with strain value ε
0, draw incipient extension damage modulus E
0, the also Real-time Collection that continues to stretch acts on the stress value σ on test specimen to be measured
twith strain value ε
t, until the tensile damage modulus E after t second
twith E
0ratio n
0reach 0.6, stop stretching;
(3) the test specimen to be measured two ends after step (2) is stretched apply the constant pressure in opposite directions of 0.1MPa simultaneously, test specimen self-healing to be measured, and self-healing temperature is identical with draft temperature, and the maintenance self-healing time is to stop exerting pressure after 2 hours;
(4), to rate of strain two-way stretches such as the test specimen to be measured after step (3) self-healing carry out again, the stretching of repeating step (2), to the tensile damage modulus E after t' second
t' and E
0' ratio n
twith n
0equate, stop stretching;
(5) calculate the front tensile damage modulus speed K of self-healing
0with self-healing after stretching damage modulus speed K
1, other operation is identical with embodiment 1, show that self-healing temperature is that 50 DEG C, self-healing time are the self-healing coefficient HC of 2 hours test specimens to be measured under condition
n(T, h).
The adaptability to changes unilateral stretching that waits in above-described embodiment 1～3 can realize by means of common tension and compression frame, test specimen is fixed in tension and compression frame, act on pulling force or pressure size and the draw speed on test specimen and detect in real time pulling strengrth by controlling tension and compression frame, and then calculating the self-healing property of test specimen.
Evaluation method provided by the invention can be for the bituminous mortar test specimen of different proportionings, can adopt according to specific needs the front pitch degree of injury of different self-healing time, self-healing temperature, self-healing pressure and self-healing, study the impact of each factor on asphalt material self-healing action simultaneously.
Claims (3)
1. a method of evaluating bituminous mortar damage self-healing capability, is characterized in that comprising the following steps:
(1) treat test block 35～50 DEG C of preheatings 3～6 hours;
(2) setting draft temperature is 35～50 DEG C, treats the rate of strain two-way stretches such as test block carries out, and draw speed is 2mm/min, gathers stress value and the strain value of initial time, draws incipient extension damage modulus E
0, the also Real-time Collection that continues to stretch acts on stress value and the strain value on test specimen to be measured, until tensile damage modulus E
twith E
0ratio n
0reach 0.3～0.6, stop stretching;
(3) to applying the constant pressure in opposite directions of 0.1MPa on the test specimen to be measured two ends after step (2) stretching, test specimen to be measured carries out self-healing, and self-healing temperature is identical with draft temperature, and keeping the self-healing time is to stop exerting pressure after 2～4 hours;
(4) to rate of strain two-way stretches such as the test specimen to be measured after step (3) self-healing carry out again, the stretching of repeating step (2), to tensile damage modulus E
t' and E
0' ratio n
twith n
0equate, stop stretching;
(5) calculate the front tensile damage modulus speed K of self-healing
0with self-healing after stretching damage modulus speed K
1, show that self-healing temperature is that T DEG C, self-healing time are the self-healing coefficient HC of the h hour test specimen to be measured under condition
n(T, h), its computing method are as follows:
Wherein, T is self-healing temperature, DEG C;
H is the self-healing time, hour;
K
0for the stretch modulus damage rate before test specimen self-healing,
E
0for the incipient extension damage modulus before test specimen self-healing, MPa;
E
tfor the termination tensile damage modulus before test specimen self-healing, MPa, E
t=n
0e
0, n
0be 0.3～0.6;
T damages modulus to stopping tensile damage modulus time used, s by incipient extension before test specimen self-healing;
K
1for the stretch modulus damage rate after test specimen self-healing,
E
0' be the incipient extension damage modulus after test specimen self-healing, MPa;
E
t' be the termination tensile damage modulus after test specimen self-healing, MPa, E
t'=n
te
0', n
t=n
0;
T' damages modulus to stopping tensile damage modulus time used, s by incipient extension after test specimen self-healing.
2. the method for evaluation bituminous mortar damage self-healing capability according to claim 1, it is characterized in that: in step (2), setting draft temperature is 40 DEG C, treat the rate of strain two-way stretches such as test block carries out, draw speed is 2mm/min, gather the stress and strain value of initial time, draw incipient extension damage modulus E
0, the also Real-time Collection that continues to stretch acts on the stress and strain value on test specimen to be measured, until tensile damage modulus E
twith E
0ratio n
0reach 0.4, stop stretching; On test specimen to be measured two ends after step (2) being stretched in step (3), apply the constant pressure in opposite directions of 0.1MPa, test specimen to be measured carries out self-healing, self-healing temperature is identical with draft temperature, and keeping the self-healing time is to stop exerting pressure after 3 hours.
3. the method for evaluation bituminous mortar damage self-healing capability according to claim 1, is characterized in that: in described step (2) and step (4), gathering the stress value and the strain value that act on test specimen to be measured is equally spaced 3 corresponding stress values of time point per second and strain value.
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| CN201210371815.1A CN102879272B (en) | 2012-09-29 | 2012-09-29 | Method for evaluating damage self-healing capacity of asphalt mortar |
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| CN108375657A (en) * | 2018-03-21 | 2018-08-07 | 广东电网有限责任公司电力科学研究院 | A kind of Plural Evaluation Methods of self-healing material |
| CN109613221A (en) * | 2018-12-27 | 2019-04-12 | 北京工业大学 | A kind of test method of test road asphalt damage self-healing performance |
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| CN114354403B (en) * | 2021-12-27 | 2022-09-02 | 哈尔滨工业大学 | Method for testing and evaluating self-healing performance of graphene microcapsule asphalt mortar under double-machine mechanism |
| CN114486580B (en) * | 2021-12-27 | 2022-11-29 | 哈尔滨工业大学 | Graphene microcapsule asphalt self-healing test evaluation method |
| CN114878795B (en) * | 2022-05-31 | 2023-03-21 | 北京工业大学 | Method and device for evaluating self-healing capacity of asphalt damage based on energetics |
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