CN104406869A - Method for evaluating repairing effect of steel bridge deck asphalt concrete pavement pit slot repairing interface - Google Patents
Method for evaluating repairing effect of steel bridge deck asphalt concrete pavement pit slot repairing interface Download PDFInfo
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- CN104406869A CN104406869A CN201410736478.0A CN201410736478A CN104406869A CN 104406869 A CN104406869 A CN 104406869A CN 201410736478 A CN201410736478 A CN 201410736478A CN 104406869 A CN104406869 A CN 104406869A
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Abstract
The invention relates to the technical field of road building materials, and particularly discloses a method for evaluating a repairing effect of a steel bridge deck asphalt concrete pavement pit slot repairing interface. The method comprises the following steps: moulding an asphalt concrete test piece by using a gyratory compactor, cutting the test piece into two halves, and bonding the two halves of the test piece together by using a repairing agent; bonding the repaired test piece onto a steel plate mould; performing a loading test, and recording relevant data in the test process; when the maximum tension in a certain period is reduced to be 25% that in a first period, stopping the loading test; establishing a curvilinear relationship between the load and the displacement in each period to obtain fatigue fracture energy; establishing a relationship between the maximum load and the loading period number in each period, regressing to obtain a coefficient b of a power index fatigue equation. According to the technical scheme, the problem that in the prior art, -a method for pre-evaluating the repairing effect of a steel bridge deck asphalt concrete pavement pit slot repairing material is lacked is solved.
Description
Technical field
The present invention relates to pavement construction material technical field, particularly relate to the evaluation method that a kind of steel bridge deck asphalt concrete pavement hole groove repairs interface repairing effect.
Background technology
China's paving steel bridge deck has entered the extensive operating period, but, paving steel bridge deck maintenance and repair technology also lacks systematic research, mostly continue to use maintenance and repair technology and the evaluation method of High Grade Bitumen Pavement, and the stress deformation of paving steel bridge deck is different from High Grade Bitumen Pavement with usability, the shortage of maintenance and repair technology exacerbates the development of disease to a certain extent.Therefore, further investigate the repair materials of paving steel bridge deck maintenance, test method and appraisement system etc., systematically set up paving steel bridge deck maintenance technique and method and just seem very urgent and important.
By finding the investigation of the bridges such as existing Jiangyin Bridge, Run-yang bridge, Baishazhou bridge, Junshan Bridge, crack disease and hole groove disease are the main damage forms of paving steel bridge deck, simultaneously, after crack disease and hole groove damage repair, be easy to man-made further destroy occurs, the main cause of its man-made further destroy is the bonding interface fracture failure of repair materials and original bridge deck pavement structure, make repair materials (crack gap-grouting material and hole groove material for repairing) lose border to support, cause the inefficacy of paving steel bridge deck damage repair.
The main cause that paving steel bridge deck crack disease and hole groove damage repair interfacial fracture lost efficacy has two, one is internal cause, mainly determined by the stress condition that paving steel bridge deck is harsh, and repair the middle part that interface is in two phase material, stressed more harsh, easily Strength Failure occurs under hot conditions, easily deform under cryogenic conditions fracture failure; Another external cause, not yet have for the specific repair materials in interface and evaluation method at present, and the performance evaluation of repair materials and the evaluation of the repairing effect of repair materials are two different concepts, lack the repairing effect Evaluation for Pre method to repair materials, cannot the different repair materials of preliminary judgement use after repairing effect, in most cases, only after maintenance, the method taking the later stage to follow the tracks of carries out qualitative evaluation to the repairing effect of different repair materials.
Summary of the invention
(1) technical matters that will solve
The object of this invention is to provide the evaluation method that a kind of steel bridge deck asphalt concrete pavement hole groove repairs interface repairing effect, to overcome in prior art the Evaluation for Pre method of the repairing effect lacked steel bridge deck asphalt concrete pavement hole groove repair materials, cannot the different repair materials of preliminary judgement use after the problem of repairing effect.
(2) technical scheme
In order to solve the problems of the technologies described above, the invention provides the evaluation method that a kind of steel bridge deck asphalt concrete pavement hole groove repairs interface repairing effect, comprising the following steps:
S1. obtain a bituminous concrete test specimen by gyratory compactor is shaping, test specimen is cut into two halves, with renovation agent, two halves test specimen is bonded together, form the test specimen after repairing;
S2. be bonded on steel plate mould by the test specimen after reparation, the half stating the test specimen after reparation is bonded in the stiff end of steel plate mould, and second half is bonded in the mobile terminal of steel plate mould, and when steel plate mould loads, the mobile terminal of steel plate mould can move horizontally;
S3. by steel plate mould, load test is carried out to the test specimen after reparation, the time in record process of the test, temperature, displacement, load and loading cycle number of times;
S4. when the maximum pull in some cycles is reduced to 25% of maximum pull in one-period, load test stops, and this periodicity is the test findings that load test evaluates bituminous concrete test specimen opposing crack ability;
S5. set up the curved line relation of load in each cycle and displacement, integral and calculating obtains the area that curve and X-axis obtain, and is fatigue break energy;
Set up the peak load in each cycle and the relation of loading cycle number of times, return and obtain both power function relationship, i.e. power function fatigue equation:
y＝ax
b
Wherein, y is the maximum load in each cycle, and x is loading cycle number of times, and coefficient a represents initial load value, and characterize the size of initial load, coefficient b represents trapezoid loads, characterizes the speed of load rate variation;
Calculate coefficient b, coefficient b repairs the quantitatively evaluating index at interface as steel bridge deck asphalt concrete pavement.
Preferably, in step S1, obtain a columned bituminous concrete test specimen by gyratory compactor is shaping, first the both sides up and down of test specimen are excised, excised the test specimen left and right sides, finally, test specimen is on average cut into two halves by the cut direction perpendicular to the test specimen left and right sides again;
Test specimen is dried up, by renovation agent according to material requirements, spreads upon the cut surface of half test specimen, then, get on bonding for second half test specimen, finally, carry out health according to renovation agent official hour, form the test specimen after repairing.
Preferably, by gyratory compactor, shaping to obtain a diameter be 150mm, it is highly the cylindric bituminous concrete test specimen of 115mm, voidage is 3% ~ 5%, by the excision of upper and lower for test specimen both sides, the height of test specimen is made to be 38mm, each 37.5mm is excised in the test specimen left and right sides, the width of test specimen is made to be 75mm, now, test specimen is of a size of 150mm × 75mm × 38mm, test specimen is on average cut into two halves, every half test specimen is of a size of 75mm × 75mm × 38mm, the bonded areas of renovation agent is the rectangular area of 75mm × 38mm, the test specimen of supporting after repairing is of a size of 150mm × 75mm × 38mm.
Preferably, in step S3, during load test, temperature is 0 DEG C ~ 25 DEG C, and displacement is 0.5mm ~ 2mm, and rate of loading is 10s one-period.
Preferably, temperature is 25 DEG C.
Preferably, displacement is 0.635mm.
Preferably, load form is that the sine trigonometric morpheme of circulation moves ripple, and maximum displacement is invariable.
Preferably, select two kinds of renovation agents, often kind of renovation agent makes four test specimens.
Preferably, calculate the average fatigue energy to failure of four test specimens of often kind of renovation agent, the coefficient of variation should control within 0.2, if the coefficient of variation is greater than 0.2, the test specimen quantity then increasing often kind of renovation agent to six, if the coefficient of variation is still greater than 0.2, then rejecting abnormalities data.
Preferably, calculate the mean value of the coefficient b of four test specimens of often kind of renovation agent, can obtain by the ratio of the coefficient b of two kinds of renovation agents the difference that Interface Cracking performance is repaired in two kinds of renovation agent opposings.
(3) beneficial effect
The evaluation method that steel bridge deck asphalt concrete pavement hole of the present invention groove repairs interface repairing effect has the following advantages:
(1) existing test method, for the evaluation and application of the overlay asphalt antifatigue cracking performance of bituminous pavement, periodicity when adopting load to reduce by 93% is as evaluation criterion, the present invention adopts load to reduce the evaluation criterion of 75%, test findings variability decreases, and test period was reduced to 10 minutes from 60 minutes;
(2) existing repair materials evaluation test method, just from the performance evaluation of repair materials own, the present invention considers from Steel Bridge Deck Pavement structural point, is become by pave-load layer as a whole jointly stressed, carry out evaluation analysis with repair materials;
(3) existing test method, adopt intensity and ductility index, evaluate strength characteristic and the non-deformability of repair materials respectively, this test method can obtain fatigue break energy, an index forgives Strength and Dformation two characteristics, can lateral comparison different repair materials expection repairing effect;
(4) set up the relation of peak load and loading cycle number, both recurrence curvilinear equation, obtains regression coefficient b, can characterize and repair interface macroscopic view crack velocity feature.
Accompanying drawing explanation
Fig. 1 is that the steel bridge deck asphalt concrete pavement hole groove of the embodiment of the present invention is repaired in the evaluation method of interface repairing effect by the shaping schematic diagram obtaining bituminous concrete test specimen of gyratory compactor;
Fig. 2 is the schematic diagram of upper and lower two rear flank of test specimen excision in the evaluation method of groove reparation interface, the steel bridge deck asphalt concrete pavement hole repairing effect of the embodiment of the present invention;
Fig. 3 is the schematic diagram of the test specimen after the reparation in the evaluation method of groove reparation interface, the steel bridge deck asphalt concrete pavement hole repairing effect of the embodiment of the present invention;
Fig. 4 is the schematic diagram of load test in the evaluation method of groove reparation interface, the steel bridge deck asphalt concrete pavement hole repairing effect of the embodiment of the present invention;
Fig. 5 is the graph of relation of maximum load and loading cycle number of times in the evaluation method of groove reparation interface, the steel bridge deck asphalt concrete pavement hole repairing effect of the embodiment of the present invention; .
In figure, 1: the test specimen after reparation; 2: the stiff end of steel plate mould; 3: the mobile terminal of steel plate mould.
Embodiment
Below in conjunction with drawings and Examples, embodiments of the present invention are described in further detail.Following examples for illustration of the present invention, but can not be used for limiting the scope of the invention.
The evaluation method of groove reparation interface, the steel bridge deck asphalt concrete pavement hole repairing effect of the present embodiment comprises the following steps:
S1. obtain a bituminous concrete test specimen by gyratory compactor is shaping, test specimen is cut into two halves, with renovation agent, two halves test specimen is bonded together, form the test specimen after repairing;
Concrete, a columned bituminous concrete test specimen is obtained by gyratory compactor is shaping, first a certain thickness part is respectively excised in the both sides up and down of test specimen, again test specimen is each side excised a certain thickness part, finally, test specimen is on average cut into two halves by the cut direction perpendicular to the test specimen left and right sides;
Test specimen after cutting is dried up, by renovation agent according to repair materials requirement, spreads upon the cut surface of half test specimen, then, get on bonding for second half test specimen, finally, carry out health according to renovation agent official hour, form the test specimen after repairing;
Test specimen in the present embodiment is of a size of: by gyratory compactor, shaping to obtain a diameter be 150mm, it is highly the cylindric bituminous concrete test specimen (as shown in Figure 1) of 115mm, voidage is 3% ~ 5%, by the excision of upper and lower for test specimen both sides, the height of test specimen is made to be 38mm (as shown in Figure 2), each 37.5mm is excised in the test specimen left and right sides, the width of test specimen is made to be 75mm, now, test specimen is of a size of 150mm × 75mm × 38mm (long × wide × high), test specimen is on average cut into two halves, every half test specimen is of a size of 75mm × 75mm × 38mm (long × wide × high), the bonded areas of renovation agent is the rectangular area of 75mm × 38mm (wide × high), the test specimen of supporting after repairing is of a size of 150mm × 75mm × 38mm (long × wide × high) (as shown in Figure 3), health is after 24 hours, can test.
S2. the test specimen after reparation is bonded on steel plate mould, as shown in Figure 4, the half of the test specimen 1 after reparation is bonded in the stiff end 2 of steel plate mould, test specimen 1 after reparation second half be bonded in the mobile terminal 3 of steel plate mould, when steel plate mould loads, the stiff end 2 of steel plate mould maintains static, and the mobile terminal 3 of steel plate mould can move around along the direction of arrow level in Fig. 4;
S3. by steel plate mould, load test is carried out to the test specimen after reparation, the time in record process of the test, temperature, displacement, load and loading cycle number of times;
During load test, temperature is 0 DEG C ~ 25 DEG C, and displacement is 0.5mm ~ 2mm, and rate of loading is 10s one-period, and load form is that the sine trigonometric morpheme of circulation moves ripple, and maximum displacement is invariable;
The parameter of the load test in the present embodiment is: temperature is 25 DEG C, and displacement is 0.635mm.
S4. when the maximum pull (maximum load) in some cycles is reduced to 25% (i.e. loss of tension 75%) of the maximum pull in one-period, load test stops, and this periodicity is the test findings that load test evaluates bituminous concrete test specimen opposing crack ability.
S5. set up the curved line relation of load in each cycle and displacement, integral and calculating obtains the area that curve and X-axis obtain, and is fatigue break energy;
Set up the peak load in each cycle and the relation of loading cycle number of times, return and obtain both power function relationship, i.e. power function fatigue equation:
y＝ax
b
Wherein, y is the maximum load in each cycle, and x is loading cycle number of times, and coefficient a represents initial load value, and characterize the size of initial load, coefficient b represents trapezoid loads, characterizes the speed of load rate variation;
Recurrence calculates coefficient b, and coefficient b repairs the quantitatively evaluating index at interface as steel bridge deck asphalt concrete pavement.
In the present embodiment, can select two kinds of renovation agents, one is conventional epoxy cementing agent X, and one is modified epoxy adhesive Y, and often kind of renovation agent makes four test specimens, totally eight test specimens, and two kinds of renovation agents are tested respectively, average, then comparative evaluation.
Wherein, calculate the mean value of the coefficient b of four test specimens of often kind of renovation agent, by the ratio b of the coefficient b of two kinds of renovation agents
x/ b
ythe difference that Interface Cracking performance is repaired in two kinds of renovation agent opposings can be obtained.
In addition, calculate the average fatigue energy to failure of four test specimens of often kind of renovation agent, the coefficient of variation should control within 0.2, if the coefficient of variation is greater than 0.2, the test specimen quantity then increasing often kind of renovation agent to six, if the coefficient of variation is still greater than 0.2, then rejecting abnormalities data.
The evaluation method that steel bridge deck asphalt concrete pavement hole of the present invention groove repairs interface repairing effect has the following advantages:
(1) existing test method, for the evaluation and application of the overlay asphalt antifatigue cracking performance of bituminous pavement, periodicity when adopting load to reduce by 93% is as evaluation criterion, the present invention adopts load to reduce the evaluation criterion of 75%, test findings variability decreases, and test period was reduced to 10 minutes from 60 minutes;
(2) existing repair materials evaluation test method, just from the performance evaluation of repair materials own, the present invention considers from Steel Bridge Deck Pavement structural point, is become by pave-load layer as a whole jointly stressed, carry out evaluation analysis with repair materials;
(3) existing test method, adopt intensity and ductility index, evaluate strength characteristic and the non-deformability of repair materials respectively, this test method can obtain fatigue break energy, an index forgives Strength and Dformation two characteristics, can lateral comparison different repair materials expection repairing effect;
(4) set up the relation of peak load and loading cycle number, both recurrence curvilinear equation, obtains regression coefficient b, can characterize and repair interface macroscopic view crack velocity feature.
Embodiments of the invention provide in order to example with for the purpose of describing, and are not exhaustively or limit the invention to disclosed form.Many modifications and variations are apparent for the ordinary skill in the art.Selecting and describing embodiment is in order to principle of the present invention and practical application are better described, and enables those of ordinary skill in the art understand the present invention thus design the various embodiments with various amendment being suitable for special-purpose.
Claims (10)
1. steel bridge deck asphalt concrete pavement hole groove repairs an evaluation method for interface repairing effect, it is characterized in that, comprises the following steps:
S1. obtain a bituminous concrete test specimen by gyratory compactor is shaping, test specimen is cut into two halves, with renovation agent, two halves test specimen is bonded together, form the test specimen after repairing;
S2. be bonded on steel plate mould by the test specimen after reparation, the half stating the test specimen after reparation is bonded in the stiff end of steel plate mould, and second half is bonded in the mobile terminal of steel plate mould, and when steel plate mould loads, the mobile terminal of steel plate mould can move horizontally;
S3. by steel plate mould, load test is carried out to the test specimen after reparation, the time in record process of the test, temperature, displacement, load and loading cycle number of times;
S4. when the maximum pull in some cycles is reduced to 25% of maximum pull in one-period, load test stops, and this periodicity is the test findings that load test evaluates bituminous concrete test specimen opposing crack ability;
S5. set up the curved line relation of load in each cycle and displacement, integral and calculating obtains the area that curve and X-axis obtain, and is fatigue break energy;
Set up the peak load in each cycle and the relation of loading cycle number of times, return and obtain both power function relationship, i.e. power function fatigue equation:
y＝ax
b
Wherein, y is the maximum load in each cycle, and x is loading cycle number of times, and coefficient a represents initial load value, and characterize the size of initial load, coefficient b represents trapezoid loads, characterizes the speed of load rate variation;
Calculate coefficient b, coefficient b repairs the quantitatively evaluating index at interface as steel bridge deck asphalt concrete pavement.
2. steel bridge deck asphalt concrete pavement hole according to claim 1 groove repairs the evaluation method of interface repairing effect, it is characterized in that, in step S1, a columned bituminous concrete test specimen is obtained by gyratory compactor is shaping, first the both sides up and down of test specimen are excised, excised the test specimen left and right sides, finally, test specimen is on average cut into two halves by the cut direction perpendicular to the test specimen left and right sides again;
Test specimen is dried up, by renovation agent according to material requirements, spreads upon the cut surface of half test specimen, then, get on bonding for second half test specimen, finally, carry out health according to renovation agent official hour, form the test specimen after repairing.
3. the steel bridge deck asphalt concrete pavement hole groove stated according to claim 2 repairs the evaluation method of interface repairing effect, it is characterized in that, by gyratory compactor, shaping to obtain a diameter be 150mm, it is highly the cylindric bituminous concrete test specimen of 115mm, voidage is 3% ~ 5%, by the excision of upper and lower for test specimen both sides, the height of test specimen is made to be 38mm, each 37.5mm is excised in the test specimen left and right sides, the width of test specimen is made to be 75mm, now, test specimen is of a size of 150mm × 75mm × 38mm, test specimen is on average cut into two halves, every half test specimen is of a size of 75mm × 75mm × 38mm, the bonded areas of renovation agent is the rectangular area of 75mm × 38mm, the test specimen of supporting after repairing is of a size of 150mm × 75mm × 38mm.
4. steel bridge deck asphalt concrete pavement hole according to claim 3 groove repairs the evaluation method of interface repairing effect, and it is characterized in that, in step S3, during load test, temperature is 0 DEG C ~ 25 DEG C, and displacement is 0.5mm ~ 2mm, and rate of loading is 10s one-period.
5. steel bridge deck asphalt concrete pavement hole according to claim 4 groove repairs the evaluation method of interface repairing effect, and it is characterized in that, temperature is 25 DEG C.
6. steel bridge deck asphalt concrete pavement hole according to claim 4 groove repairs the evaluation method of interface repairing effect, and it is characterized in that, displacement is 0.635mm.
7. steel bridge deck asphalt concrete pavement hole according to claim 4 groove repairs the evaluation method of interface repairing effect, it is characterized in that, load form is that the sine trigonometric morpheme of circulation moves ripple, and maximum displacement is invariable.
8. repair the evaluation method of interface repairing effect according to the steel bridge deck asphalt concrete pavement hole groove in claim 1-7 described in any one, it is characterized in that, select two kinds of renovation agents, often kind of renovation agent makes four test specimens.
9. steel bridge deck asphalt concrete pavement hole according to claim 8 groove repairs the evaluation method of interface repairing effect, it is characterized in that, calculate the average fatigue energy to failure of four test specimens of often kind of renovation agent, the coefficient of variation should control within 0.2, if the coefficient of variation is greater than 0.2, the test specimen quantity then increasing often kind of renovation agent to six, if the coefficient of variation is still greater than 0.2, then rejecting abnormalities data.
10. steel bridge deck asphalt concrete pavement hole according to claim 8 groove repairs the evaluation method of interface repairing effect, it is characterized in that, calculate the mean value of the coefficient b of four test specimens of often kind of renovation agent, can obtain by the ratio of the coefficient b of two kinds of renovation agents the difference that Interface Cracking performance is repaired in two kinds of renovation agent opposings.
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104897491A (en) * | 2015-03-31 | 2015-09-09 | 南京交通职业技术学院 | Testing apparatus and method for fatigue cracking of pavement on steel bridge |
| CN105181493A (en) * | 2015-10-09 | 2015-12-23 | 南京理工大学 | Steel and concrete interface fatigue test device |
| CN107044080A (en) * | 2016-12-07 | 2017-08-15 | 华南农业大学 | A kind of concrete panel crack steel plate sewing method |
| CN109142521A (en) * | 2018-07-27 | 2019-01-04 | 南京理工大学 | Steel Bridge Deck water-proof tack coat monitoring device and method based on piezoelectric transducer |
| CN112100728A (en) * | 2020-09-30 | 2020-12-18 | 华蓝设计（集团）有限公司 | System for confirming thickness of asphalt concrete paved on cement concrete pavement |
| CN112362472A (en) * | 2020-10-27 | 2021-02-12 | 合肥工业大学 | Experimental method for evaluating effect of repairing pits on steel bridge pavement by induction heating of asphalt bricks |
| CN116678769A (en) * | 2023-07-27 | 2023-09-01 | 北京工业大学 | Method, device, terminal and storage medium for determining asphalt pavement repair time |
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2014
- 2014-12-04 CN CN201410736478.0A patent/CN104406869B/en not_active Expired - Fee Related
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104897491A (en) * | 2015-03-31 | 2015-09-09 | 南京交通职业技术学院 | Testing apparatus and method for fatigue cracking of pavement on steel bridge |
| CN104897491B (en) * | 2015-03-31 | 2018-08-31 | 南京交通职业技术学院 | Paving steel bridge deck fatigue cracking experimental rig and method |
| CN105181493A (en) * | 2015-10-09 | 2015-12-23 | 南京理工大学 | Steel and concrete interface fatigue test device |
| CN105181493B (en) * | 2015-10-09 | 2018-10-02 | 南京理工大学 | Steel and concrete interface fatigue experimental device |
| CN107044080A (en) * | 2016-12-07 | 2017-08-15 | 华南农业大学 | A kind of concrete panel crack steel plate sewing method |
| CN109142521A (en) * | 2018-07-27 | 2019-01-04 | 南京理工大学 | Steel Bridge Deck water-proof tack coat monitoring device and method based on piezoelectric transducer |
| CN112100728A (en) * | 2020-09-30 | 2020-12-18 | 华蓝设计（集团）有限公司 | System for confirming thickness of asphalt concrete paved on cement concrete pavement |
| CN112362472A (en) * | 2020-10-27 | 2021-02-12 | 合肥工业大学 | Experimental method for evaluating effect of repairing pits on steel bridge pavement by induction heating of asphalt bricks |
| CN112362472B (en) * | 2020-10-27 | 2023-12-29 | 合肥工业大学 | Experimental method for evaluating effect of repairing steel bridge pavement pit groove by induction heating of asphalt bricks |
| CN116678769A (en) * | 2023-07-27 | 2023-09-01 | 北京工业大学 | Method, device, terminal and storage medium for determining asphalt pavement repair time |
| CN116678769B (en) * | 2023-07-27 | 2023-10-31 | 北京工业大学 | Method for determining repair time of asphalt pavement |
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