CN104727207A - Structural maintenance and design method of semi-rigid base-layer asphalt pavement - Google Patents
Structural maintenance and design method of semi-rigid base-layer asphalt pavement Download PDFInfo
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- CN104727207A CN104727207A CN201510150613.8A CN201510150613A CN104727207A CN 104727207 A CN104727207 A CN 104727207A CN 201510150613 A CN201510150613 A CN 201510150613A CN 104727207 A CN104727207 A CN 104727207A
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- 239000010426 asphalt Substances 0.000 title claims abstract description 53
- 238000013461 design Methods 0.000 title claims abstract description 36
- 238000012423 maintenance Methods 0.000 title claims abstract description 26
- 238000000034 method Methods 0.000 title claims abstract description 21
- 238000012937 correction Methods 0.000 claims abstract description 20
- 239000000203 mixture Substances 0.000 claims abstract description 12
- 238000005336 cracking Methods 0.000 claims abstract description 10
- 230000007613 environmental effect Effects 0.000 claims abstract description 7
- 238000005070 sampling Methods 0.000 claims abstract description 6
- 238000009661 fatigue test Methods 0.000 claims abstract description 3
- 238000012360 testing method Methods 0.000 claims description 14
- 230000035882 stress Effects 0.000 claims description 7
- 239000000463 material Substances 0.000 claims description 5
- 230000032683 aging Effects 0.000 claims description 4
- 230000002929 anti-fatigue Effects 0.000 claims description 4
- 150000001875 compounds Chemical class 0.000 claims description 3
- 238000001514 detection method Methods 0.000 claims description 3
- 238000011835 investigation Methods 0.000 claims description 3
- 238000005259 measurement Methods 0.000 claims description 3
- 230000000149 penetrating effect Effects 0.000 claims description 3
- 238000000205 computational method Methods 0.000 claims description 2
- 238000011156 evaluation Methods 0.000 claims description 2
- 238000005553 drilling Methods 0.000 abstract 1
- 239000010410 layer Substances 0.000 description 6
- 238000010276 construction Methods 0.000 description 4
- 239000011295 pitch Substances 0.000 description 3
- 230000007812 deficiency Effects 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000009533 lab test Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000004044 response Effects 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 238000010205 computational analysis Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000018109 developmental process Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000003801 milling Methods 0.000 description 1
- 238000011056 performance test Methods 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 230000008439 repair process Effects 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 230000000638 stimulation Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 239000002344 surface layer Substances 0.000 description 1
Classifications
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- 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
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Road Repair (AREA)
- Road Paving Structures (AREA)
Abstract
The invention discloses a structural maintenance and design method of a semi-rigid base-layer asphalt pavement. The structural maintenance and design method is characterized by comprising the following steps: rating pavement cracking conditions according to a pavement condition index PCI, and sampling asphalt pavements with intermediate or serious cracking conditions by virtue of cooperation of a falling weight deflectometer FWD and a pavement drilling core, so as to acquire design parameters of each structural layer, wherein the design parameters include the thickness and the modulus of each structural layer of a primary pavement; detecting the fatigue property of an asphalt mixture of an overlay, wherein the fatigue property can be estimated by measuring volume parameters and substituting the volume parameters into an empirical formula and can be actually measured by virtue of an indoor fatigue test; establishing a 3D pavement overlay structure finite element model, counting maximum equivalent strain epsilonVM at the bottom of an asphalt overlay layer at a crevice position, substituting epsilonVM into a fatigue equation, and correcting a pavement fatigue life by virtue of an environmental correction coefficient, so as to finally obtain the thickness of the asphalt overlay layer.
Description
Technical field
The present invention relates to a kind of asphalt pavement maintenance method for designing, be specifically related to a kind of structural maintenance method for designing of semi-rigid asphalt pavement.
Background technology
Ended for the end of the year 2013, the speedway of China has broken through 100,000 kilometers, and total kilometrage jumps the first in the world of crouching.From last century the nineties, China enters the period of highway construction fast development, and especially since implementation of China pro-active fiscal policy in 1998, more than highway construction on-stream item, investment quantity is big highly visible.Mainstay of the national economy industry is not only in highway construction, especially the consumption rich and influential family of the energy and resource, is faced with challenge and the substantial responsibility of resources conservation and environmental protection.
Semi-rigid asphalt pavement is as the primary structure form on highway in China road surface, and its functional performance in life cycle directly determines the service level of road network.Under the repeated action of traffic loading and natural cause, road structure performance declines gradually, finally causes meeting load instructions for use.Meanwhile, for meeting the ever-increasing traffic volume, corresponding reinforcement and reconstructional measures must be taked, the structural performance on road surface being recovered, even improves.It is estimated, current China about has the flexible pavement of 12% to need repairing every year, and the structural maintenance method for designing of domestic routine be substantially according to newly-built asphalt pavement design criterion in the middle of mentality of designing mechanical response bottom each deck is simply checked, design objective is too single, cannot reflect the service life after old road resurfacing maintenance.Therefore, be necessary the structural maintenance method for designing proposing semi-rigid asphalt pavement on the basis of existing research further, specify different service life corresponding to maintenance program when Highway designs, to make highway engineering maintenance decision more scientific and reasonable.
Summary of the invention
Goal of the invention: in order to overcome the deficiencies in the prior art, the invention provides a kind of semi-rigid base asphalt pavement structure maintenance method for designing, by the rebuilt pavement structure application life that calculating different pitches layer thickness is corresponding, analyze the reasonable thickness of flexible pavement, solve the deficiencies in the prior art.
Technical scheme: for achieving the above object, the technical solution used in the present invention is: a kind of semi-rigid base asphalt pavement structure maintenance method for designing, it is characterized in that, the method comprises the following steps: grade according to pavement condition index PCI road markings cracking situation, the flexible pavement medium and above for cracking situation coordinates road surface core boring sampling, to obtain the parameter of each deck of road surface by Falling Weight Deflectometer FWD; Described parameter comprises thickness and the modulus of each deck; The fatigue properties of asphalt mixture of asphalt overlay (4) is by test volume parameter and bring empirical formula into and estimate, and also obtains by indoor fatigue test actual measurement; Set up 3D road surface and overlay structural finite element model, calculate bottom, crack (5) position asphalt overlay (4) maximum equivalent strain stress
vM, by ε
vMsubstitute into fatigue equation and adopt environmental correction coefficient road pavement to be revised fatigue life, finally obtaining (4) thickness of asphalt overlay.
Further, each deck of road surface comprises roadbed (1), old road semi-rigid type base (2) and old road asphalt surface course (3);
The parameter concrete grammar obtaining each deck of described road surface is: damage by Falling Weight Deflectometer FWD inverse or employing the modulus of resilience that detection mode obtains roadbed (1), old road semi-rigid type base (2), old road asphalt surface course (3), and obtain each layer thickness parameter in road surface by ground penetrating radar GPR or core boring sampling mode, the design parameters of maintenance is overlayed as road surface; Described modulus and thickness should will have the lower tantile of 95% fraction as parameter typical value.
Further, the fatigue behaviour evaluation method of repaving asphalt coat (4) compound, concrete grammar is:
Bituminous mixture after completing for mix-design carries out indoor girder repeated bend test and obtains its anti-fatigue performance, according to result of the test to fatigue equation formula N
f=a (1/ ε
0)
bin relevant parameter revise; In formula, N
ffor the Repeated Loading number of times loaded, ε
0for the stretching strain of bituminous mixture girder bottom centre position, a, b are the fatigue behaviour parameter of material.
Further, bottom, crack (5) position asphalt overlay (4) maximum equivalent strain stress
vMcomputational methods be specially and set up 3D FEM (finite element) model, and bring following formula into and calculate:
ε in formula
1, ε
2, ε
3represent the first principal strain, the second principal strain and the 3rd principal strain respectively.
Further, the circular of environmental correction coefficient is: the on-site meteorological data of investigation highway engineering, and described meteorological data comprises local design maximum temperature, designs the monthly mean temperature of minimum temperature and locality; Described design maximum temperature is local nearly 7 days temperature on average the highest; Described design minimum temperature is local average annual accumulated temperature; Aging correction factor, temperature correction coefficient and on-the-spot correction factor is calculated respectively according to meteorological data.
Beneficial effect: the present invention is based on 3D finite element stimulation, set up semi-rigid asphalt pavement and overlay FEM (finite element) model, propose asphalt pavement structure maintenance method for designing and step, be applicable to carry out Overlay design and checking computations to the old asphalt pavement of different regions, service life is determined suitable thickness in the actual pavement usage situation plan according to road surface.
Accompanying drawing explanation
Fig. 1 is the overlay road structure 3D model schematic of foundation required for the present invention;
Fig. 2 is flow chart of the present invention.
In figure: 1-roadbed, 2-old road semi-rigid type base, 3-old road asphalt surface course, 4-repaving asphalt coat, 5-crack.
Detailed description of the invention
Below in conjunction with accompanying drawing, the present invention is further described.
Be a kind of semi-rigid base asphalt pavement structure maintenance method for designing as depicted in figs. 1 and 2, now in conjunction with Figure of description and example, further description done to the present invention:
(1) according to formula 1, pavement condition index PCI is adopted to evaluate the serious cracking degree of old road asphalt surface course 3:
PCI＝100-15×DR
0.412(1)
In formula, DR is the comprehensive breakage rate in road surface, and design formulas is:
DR＝D/A＝ΣΣD
ijK
ij/A (2)
In formula, D is the comprehensive damaged area (m in section
2), A is the gross area (m in section
2), D
ijbe the actual spoilage area (m that the i-th class damages the j level order of severity
2), K
ijbe the conversion coefficient that the i-th class damages the j level order of severity, wherein longitudinal, its damaged area of transverse crack is fracture length (m) × 0.2m, and the damaged area of rut is fracture length (m) × 0.4m.
The number range of pavement condition index PCI is 0 ~ 100, and value is larger, and to represent pavement usage situation better.The use standard of pavement behavior is as shown in table 1:
For the semi-rigid asphalt pavement that PCI index is more than middle rank, this time channel table crack is less than 10%, is applicable to flexible pavement of the present invention and overlays maintenance method for designing; As PCI index is only secondary, differs from, flexible pavement milling should be rebuild, now can directly with reference to the design specifications of newly-built flexible pavement.
(2) damage by Falling Weight Deflectometer FWD inverse or employing the modulus of resilience that detection mode obtains ground surface material, and obtain each layer thickness parameter in road surface by ground penetrating radar GPR or core boring sampling mode, overlay the design parameters of maintenance as road surface.In modulus of resilience testing process, should detect the serious position of pavement cracking degree as much as possible, the modulus of resilience and thickness should will have the lower tantile of 95% fraction as design parameters typical value.
(3) investigate the on-site meteorological data of highway engineering, obtain local design maximum temperature (7 days temperature on average the highest) and design minimum temperature (average annual accumulated temperature), and the monthly mean temperature of locality.
(4) selection of overlay asphalt mixture material and performance test.The Reflective Cracking Resistance of repaving asphalt coat 4 and the anti-fatigue performance of bituminous mixture closely related.For the object of construction production of conditions permit, the bituminous mixture after should completing for mix-design carries out indoor girder repeated bend test and obtains its anti-fatigue performance, revises the relevant parameter in fatigue equation formula 3 according to result of the test:
N
f＝a(1/ε
0)
b(3)
In formula, N
ffor the Repeated Loading number of times loaded, ε
0for the stretching strain of bituminous mixture girder bottom centre position, a, b are the fatigue behaviour parameter of material.
The fatigue equation of bituminous mixture also records its volume parameter by laboratory test, and rule of thumb formula (formula 4 ~ formula 7) calculates:
N
f＝2.738×10
5×e
0.077VFB(ε
0)
-3.624(S
0")
-2.72(4)
S
0＝8.56(G
0)
0.913(5)
S
0"＝81.125(G
0”)
0 . 725(7)
Wherein, VFB is pitch saturation ratio (%), ε
0for tension strain at base of asphalt layer, S
0" be loss modulus.S
0" when testing, the test specimen that girder repeated bend test adopts is that 6.35cm is wide, 5.1cm is high, the girder that 38.1cm is long, and 3 load support across footpath 35.6cm.
(5) the maximum equivalent strain stress containing position, crack 5 bottom asphalt overlay 4 is calculated
vM.Because maintenance Qian Jiu road asphalt surface course 3 exists to a certain degree crack 5, after overlay maintenance, the mechanical response bottom the repaving asphalt coat 4 at crack location place is comparatively large, easily causes generation and the expansion of reflection crack.Therefore, must, by setting up 3D road surface FEM (finite element) model (Fig. 1), the actual measurement parameter in step (2) be brought in the middle of model, containing the maximum equivalent strain stress of position, crack 5 bottom checking computations repaving asphalt coat 4
vM, ε
vMdefinition such as formula 8:
In formula, ε
vMfor maximum equivalent strain, ε
1, ε
2, ε
3be the first principal strain, the second principal strain and the 3rd principal strain.
(6) computing environment correction factor.Environmental correction coefficient is divided into aging correction factor AF, temperature correction coefficient TF and on-the-spot correction factor FF, respectively according to formula 9 ~ formula 12 according to the difference of function
AF＝0.0363T
max+0.3 (9)
TF＝0.09RCT+2.55 (10)
RCT＝T
min+0.5(T
av-mean-T
min) (11)
FF＝e
0.2303PC(12)
In formula, T
maxfor design maximum temperature, T
minfor design minimum temperature, T
av-meanfor the average of monthly mean temperature, RCT is crack reflection temperature, DEG C; PC is fracture spacing, %.
(7) standard axle load effect number of times ESALs is calculated.
ESALs＝AF×TF×FF×a×(1/ε
VM)
b(13)
Embodiment: for East China highway engineering maintenance and reconstruction engineering, by investigating the road table cracking situation on old road, determining the road table-like condition indices P CI=60 of this highway, being rated medium, keeping in repair by overlaying new asphalt surface course to former road surface.Employing Falling Weight Deflectometer carries out deflection test and inverse obtains old pavement parameter of structure design, roadbed 1 modulus of resilience E
0=50MPa, the equivalent modulus of resilience E of old road semi-rigid type base 2
1=2000MPa, groundwork thickness H
1=0.5m, the modulus E of Bituminous concrete surface surface layer 3
2=3500MPa, thickness H
2=0.18m.The bituminous mixture AC13 that repaving asphalt coat 4 adopts, obtains its dynamic bending rollering modulus E by laboratory test
3=4000MPa, and by relevant parameter a, the b in its fatigue equation formula (3) of indoor girder repeated bend test correction, obtain its fatigue equation such as formula 14:
N
f＝6.45×10
20(ε
0)
-5.93(14)
Set up semi-rigid type base 3D FEM (finite element) model (Fig. 1), repaving asphalt coat 4 design thickness is H
3, calculate maximum equivalent strain stress above crack 5
vM, different thickness H
3corresponding ε
vMas shown in table 2.
The meteorological data that investigation is local, obtains this area's design maximum temperature T
maxbe 45 DEG C, design minimum temperature T
minfor-10 DEG C, monthly mean temperature average T
av-meanit is 20 DEG C.Calculate aging correction factor AF, temperature correction coefficient TF and on-the-spot correction factor FF respectively, and the fracture spacing PC value in latter stage design period is decided to be 5%, carry out computational analysis.Substitution formula 9 ~ formula 12, obtains AF=1.9335, TF=2.65, RCT=60, FF=3.163 respectively.Comprehensive above data, the fatigue life obtained corresponding to different thickness is as shown in table 2, carries according to pavement design axle in table 2 the reasonable thickness that effect number of times can determine bitumen layer.
The application life of table 2 different pitches layer thickness
The above is only the preferred embodiment of the present invention; be noted that for those skilled in the art; under the premise without departing from the principles of the invention, can also make some improvements and modifications, these improvements and modifications also should be considered as protection scope of the present invention.
Claims (5)
1. a semi-rigid base asphalt pavement structure maintenance method for designing, it is characterized in that, the method comprises the following steps: grade according to pavement condition index PCI table cracking situation of satisfying the need, the flexible pavement medium and above for cracking situation coordinates road surface core boring sampling by Falling Weight Deflectometer FWD, obtains the parameter of each deck of road surface; Described parameter comprises thickness and the modulus of each deck in old road; The fatigue behaviour of asphalt overlay (4) compound is by test volume parameter and bring empirical formula into and estimate, and also obtains by indoor fatigue test actual measurement; Set up 3D road surface and overlay structural finite element model, calculate asphalt overlay (4) bottom maximum equivalent strain stress above crack
vM, by ε
vMsubstitute into fatigue equation and adopt environmental correction coefficient road pavement to be revised fatigue life, finally obtaining (4) thickness of asphalt overlay.
2. a kind of semi-rigid base asphalt pavement structure maintenance method for designing as claimed in claim 1, it is characterized in that, each deck of described road surface comprises roadbed (1), old road semi-rigid type base (2) and old road asphalt surface course (3);
The parameter concrete grammar obtaining each deck of described road surface is: damage by Falling Weight Deflectometer FWD inverse or employing the modulus of resilience that detection mode obtains roadbed (1), old road semi-rigid type base (2), old road asphalt surface course (3), and obtain each layer thickness in road surface by ground penetrating radar GPR or core boring sampling mode, the design parameters of maintenance is overlayed as road surface; Described modulus and thickness should will have the lower tantile of 95% fraction as parameter typical value.
3. a kind of semi-rigid base asphalt pavement structure maintenance method for designing as claimed in claim 1, it is characterized in that, comprise the fatigue behaviour evaluation method of repaving asphalt coat (4) compound, concrete grammar is:
Bituminous mixture after completing for mix-design carries out indoor girder repeated bend test and obtains its anti-fatigue performance, according to result of the test to fatigue equation formula N
f=a (1/ ε
0)
bin relevant parameter revise; In formula, N
ffor the Repeated Loading number of times loaded, ε
0for the stretching strain of bituminous mixture girder bottom centre position, a, b are the fatigue behaviour parameter of material.
4. a kind of semi-rigid base asphalt pavement structure maintenance method for designing as claimed in claim 1, is characterized in that, bottom, described crack (5) position asphalt overlay (4) maximum equivalent strain stress
vMcomputational methods for setting up 3D FEM (finite element) model, and to calculate by following formula:
5. a kind of semi-rigid base asphalt pavement structure maintenance method for designing as claimed in claim 1, it is characterized in that, the circular of described environmental correction coefficient is: the on-site meteorological data of investigation highway engineering, and described meteorological data comprises local design maximum temperature, designs the monthly mean temperature of minimum temperature and locality; Described design maximum temperature is local nearly 7 days temperature on average the highest; Described design minimum temperature is local average annual accumulated temperature; Aging correction factor, temperature correction coefficient and on-the-spot correction factor is calculated respectively according to meteorological data.
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Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105803909A (en) * | 2016-03-24 | 2016-07-27 | 北京国道通公路设计研究院股份有限公司 | Evaluation method for damage condition of bituminous pavement semi-rigid base course |
| CN106284034A (en) * | 2016-08-11 | 2017-01-04 | 中公高科养护科技股份有限公司 | A kind of maintenance of surface method |
| CN107217576A (en) * | 2017-06-14 | 2017-09-29 | 广州市市政集团有限公司 | A kind of road quality detection method and system based on FWD and 3D GPRs |
| CN107389477A (en) * | 2017-06-14 | 2017-11-24 | 东南大学 | A kind of Layer Modulus of Asphalt Pavement reverse calculation algorithmses |
| CN107798175A (en) * | 2017-10-10 | 2018-03-13 | 武汉理工大学 | A kind of method for assessing bituminous paving concept phase bearing capacity deposit |
| CN109799155A (en) * | 2019-01-22 | 2019-05-24 | 北京市道路工程质量监督站(北京市公路工程质量检测中心) | A kind of existing bituminous pavement damage detecting method |
| CN110119589A (en) * | 2019-05-21 | 2019-08-13 | 长沙理工大学 | A kind of calculation method of semi-rigid base asphalt pavement structure Reflective Cracking Resistance |
| CN110512501A (en) * | 2019-08-12 | 2019-11-29 | 武汉理工大学 | A kind of crack disease evaluation method based on Ground Penetrating Radar and FWD joint-detection |
| CN112685930A (en) * | 2020-12-22 | 2021-04-20 | 江苏中路工程技术研究院有限公司 | Asphalt pavement structure reinforcement strategy determination method |
| CN113324848A (en) * | 2021-05-20 | 2021-08-31 | 山东大学 | Low-temperature bending strain test method for asphalt mixture trabecula test piece |
| CN115856069A (en) * | 2023-02-27 | 2023-03-28 | 昆明市公路局 | Asphalt pavement crack detection equipment and application method thereof |
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Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105803909A (en) * | 2016-03-24 | 2016-07-27 | 北京国道通公路设计研究院股份有限公司 | Evaluation method for damage condition of bituminous pavement semi-rigid base course |
| CN106284034A (en) * | 2016-08-11 | 2017-01-04 | 中公高科养护科技股份有限公司 | A kind of maintenance of surface method |
| CN106284034B (en) * | 2016-08-11 | 2018-11-09 | 中公高科养护科技股份有限公司 | A kind of maintenance of surface method |
| CN107389477B (en) * | 2017-06-14 | 2019-08-20 | 东南大学 | A kind of Layer Modulus of Asphalt Pavement reverse calculation algorithms |
| CN107217576A (en) * | 2017-06-14 | 2017-09-29 | 广州市市政集团有限公司 | A kind of road quality detection method and system based on FWD and 3D GPRs |
| CN107389477A (en) * | 2017-06-14 | 2017-11-24 | 东南大学 | A kind of Layer Modulus of Asphalt Pavement reverse calculation algorithmses |
| CN107798175A (en) * | 2017-10-10 | 2018-03-13 | 武汉理工大学 | A kind of method for assessing bituminous paving concept phase bearing capacity deposit |
| CN107798175B (en) * | 2017-10-10 | 2020-10-13 | 武汉理工大学 | Method for evaluating bearing capacity reserve of asphalt pavement in initial design stage |
| CN109799155A (en) * | 2019-01-22 | 2019-05-24 | 北京市道路工程质量监督站(北京市公路工程质量检测中心) | A kind of existing bituminous pavement damage detecting method |
| CN110119589A (en) * | 2019-05-21 | 2019-08-13 | 长沙理工大学 | A kind of calculation method of semi-rigid base asphalt pavement structure Reflective Cracking Resistance |
| CN110512501A (en) * | 2019-08-12 | 2019-11-29 | 武汉理工大学 | A kind of crack disease evaluation method based on Ground Penetrating Radar and FWD joint-detection |
| CN112685930A (en) * | 2020-12-22 | 2021-04-20 | 江苏中路工程技术研究院有限公司 | Asphalt pavement structure reinforcement strategy determination method |
| CN113324848A (en) * | 2021-05-20 | 2021-08-31 | 山东大学 | Low-temperature bending strain test method for asphalt mixture trabecula test piece |
| CN115856069A (en) * | 2023-02-27 | 2023-03-28 | 昆明市公路局 | Asphalt pavement crack detection equipment and application method thereof |
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