CN115032143A - Method for testing interlayer contact and bonding performance of white-plus-black pavement - Google Patents
Method for testing interlayer contact and bonding performance of white-plus-black pavement Download PDFInfo
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Abstract
The invention discloses a method for testing interlayer contact and bonding performance of a white and black pavement, which is characterized in that an interlayer contact test of a white and black pavement composite test piece is carried out by means of a pressure film technology, normal load and contact area parameters of an interlayer interface are obtained by combining a digital image processing technology, the influence of the stress distribution state and stress concentration of the interlayer contact interface on the interlayer bonding performance is analyzed, and a direct shear test of forward pressure is carried out, so that the anti-shear characteristic of a vertical load to the interlayer interface can be better researched, and the working state of a pavement can be more accurately simulated.
Description
Technical Field
The invention relates to the technical field of highway engineering, in particular to a method for testing interlayer contact and bonding performance of a white and black pavement.
Background
The asphalt additional pavement layer is the most common repair and reconstruction scheme of the old cement concrete pavement in China, and the quality of the interlayer bonding performance has very obvious influence on the service life of the white and black pavement. Because the treatment scheme of the prior road surface and the related design terms of the bonding layer are too simple in the current road surface design in China, and the assumption that the interlayer contact is completely continuous in stress and displacement is inconsistent with the interlayer state of the actual white and black road surface, the actual performance of the structure cannot be effectively reflected by the design of the white and black road surface.
In order to research the contact and bonding performance between road surface layers, domestic and foreign scholars research and develop various shearing test devices, and a test instrument used in the initial research mainly considers direct shearing and does not consider the action of vertical load, so that the actual working environment of the road surface cannot be accurately simulated. Later researchers considered the vertical load effect when designing experimental instrument, but the vertical load that applys was either unstable, or just can not adjust the test temperature, and be unfavorable for obtaining shear fatigue characteristic, also inconvenient the condition that the shear strain changes along with the shear condition change. The oblique shear test can better simulate the actual state of the shear of the traveling crane load on the pavement interlayer, and can also be used for researching the interface shear fatigue characteristic, and has the defects that the stress concentration phenomenon can occur on the contact stress part of a test piece and a test mold, and the interface shear force and the vertical pressure are correlated after decomposition, can not be changed independently, and can influence the test result to a certain extent.
Disclosure of Invention
The purpose of the invention is: the method for testing the interlayer contact and bonding performance of the white-plus-black pavement is provided, so that the interlayer bonding performance of the white-plus-black pavement structure under different influence factors is obtained.
A method for testing interlayer contact and bonding performance of a white-plus-black pavement comprises the following steps:
preparing a formed white-plus-black composite test piece, wherein a cement concrete test piece is used as a lower layer of the composite test piece, an asphalt mixture test piece is used as an upper layer of the composite test piece, and the top surface of the cement concrete test piece is bonded with the bottom surface of the asphalt mixture test piece;
secondly, mounting the composite test piece into a test box of an asphalt mixture particle shear analysis system, and loading a normal loading mechanism and a shear tensile loading mechanism on the composite test piece;
thirdly, performing heat preservation and normal pre-pressing on the composite test piece;
fourthly, carrying out a shear test on the composite test piece, taking out the composite test piece from a test box of the asphalt mixture particle shear analysis system, and deriving test data;
fifthly, shearing or drawing the composite test piece to separate the cement concrete test piece at the lower layer from the asphalt mixture test piece at the upper layer;
placing the pressure film between the top surface of the cement concrete test piece and the bottom surface of the asphalt mixture test piece, placing weights on the asphalt mixture test piece, statically loading for a period of time, respectively timing and monitoring the temperature and humidity by using a timer and a temperature and humidity meter, and recording test date, time, temperature and humidity data;
seventhly, finishing loading, taking out the weights, the cement concrete test piece, the asphalt mixture test piece and the pressure film, and placing the pressure film for a period of time at room temperature in a dark place until the color development is stable;
scanning the developed pressure film into FPD software through a photo scanner, editing and processing the scanned image to convert the image into a corresponding pressure value, and displaying the stress spatial distribution;
and ninthly, finishing the area occupied by the stress concentration area of the contact surface of the section of the material, and jointly evaluating the interlayer bonding performance of the pavement by combining the shear strength and the shear displacement in the test data obtained in the fourth step.
As a preferred scheme of the invention, in the step one, the stirred water concrete is introduced into a test mold of a cement concrete slab, construction treatment of manual grooving or no treatment is carried out on the surface of the cement concrete, then the cement concrete is maintained for 24 hours and demolded, the maintenance is continued for 28 days, then a core drilling machine is adopted for coring sampling, a grooved or smooth cement concrete test piece is prepared, a bonding layer material is brushed on the top surface of the cement concrete test piece, and the cement concrete test piece is kept standing for 24 hours until the bonding layer material forms certain strength; mixing coarse and fine aggregates and mineral powder at 175 ℃ to form an asphalt mixture, then subpackaging the asphalt mixture into a single test piece, then putting a cement concrete test piece with a binding layer material into the bottom of a test mold, then pouring the single test piece asphalt mixture, compacting and forming into a composite test piece, and then placing the composite test piece for 24 hours under the indoor normal temperature condition for demolding.
As a preferred scheme of the invention, in the second step, the normal loading mechanism abuts against a steel plate placed at the top of the composite test piece from the top through a roller pressure head, a weight pan connected with the roller pressure head through a vertical connecting rod is arranged at the upper part of the normal loading mechanism, a vertical load is applied by placing weights on the weight pan, a shearing and stretching loading mechanism applies shearing force through an upper layer sleeve and a lower layer sleeve at two sides of the composite test piece respectively, a fixed support is arranged in the test box, two horizontal pull rods for driving the upper layer sleeve and the lower layer sleeve respectively are arranged on the fixed support, the two horizontal pull rods are driven through a pneumatic cylinder or an electric device, the upper layer sleeve and the lower layer sleeve are preferably semicircular structures and can be conveniently installed, and can be of course circular structures, and the normal loading mechanism can also be driven through a driving device; when installing the composite test piece in the test box, use the cushion bed to rise composite test piece, make cement concrete top surface be the interlaminar bonding position and lie in interlaminar shear range to make composite test piece not take place the rotation of horizontal direction.
As the preferred scheme of the invention, a pneumatic cylinder for finely adjusting the load driven by an air compressor is also arranged between the weight tray and the vertical connecting rod, and in the third step, the load loaded on the composite test piece can be finely adjusted more flexibly by controlling the pneumatic cylinder after the weight is placed.
As a preferred scheme of the invention, in the third step, the temperature is kept for 2 hours, and the prepressing time is 15 minutes.
As a preferred scheme of the invention, in the sixth step, an LLLW pressure film and a 100N weight are adopted.
As a preferable scheme of the invention, in the step six, the static loading time is 4 min.
Compared with the prior art, the invention has the beneficial effects that:
1. the interlayer contact test of the white-blacked pavement composite test piece is carried out by means of a pressure film technology, normal load and contact area parameters of an interlayer interface are obtained by combining a digital image processing technology, and the influence of the stress distribution state and stress concentration of the interlayer contact interface on the interlayer bonding performance is analyzed.
2. The direct shear test of the forward pressure can better research the anti-shear characteristic of the vertical load to the interlayer interface, and more accurately simulate the working state of the road surface.
Drawings
FIG. 1 is a table of shear stresses for different interface types in an embodiment of the present invention;
FIG. 2 is a summary of interfacial particle contact areas for different types of white plus black pavement materials in accordance with an embodiment of the present invention;
FIG. 3 is a stress distribution diagram of the interface particle contact surface of the non-adhesive layer oil-engraved groove type white-plus-black pavement material in the embodiment of the present invention;
FIG. 4 is a graph showing the stress distribution of the interface particle interface of the oil-slick white-plus-black pavement material without an adhesive layer according to the embodiment of the present invention;
FIG. 5 is a schematic view of an installation structure of a test box for installing a composite test piece according to an embodiment of the invention;
in the figure, 1, a roller press head; 2. a vertical connecting rod; 3. a weight tray; 4. an upper sleeve; 5. a lower layer sleeve; 6. a steel plate; 7. fixing a bracket; 8. a pull rod; 9. pneumatic cylinders.
Detailed Description
The following describes in detail a specific embodiment of the present invention with reference to the drawings and examples. The following examples are intended to illustrate the invention but are not intended to limit the scope of the invention. In the examples, the apparatus and methods used are those conventional in the art, unless otherwise specified.
In the description of the present invention, it is to be understood that the terms "mounted," "connected," and "connected" are used broadly and are defined as, for example, either fixedly connected, detachably connected, or integrally connected, unless otherwise explicitly stated or limited; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
In the description of the present invention, it is also to be understood that the terms "upper", "lower", "left", "right", "front", "rear", "top", "bottom", and the like, indicate orientations and positional relationships only to facilitate description of the present invention and to simplify description, but do not indicate or imply that the referenced machine or component must have a particular orientation, be constructed and operated in a particular orientation, and therefore should not be construed as limiting the present invention. It should be understood that the terms "first", "second", etc. are used herein to describe various information, but the information should not be limited to these terms, which are only used to distinguish one type of information from another. For example, "first" information may also be referred to as "second" information, and similarly, "second" information may also be referred to as "first" information, without departing from the scope of the present invention.
According to the method for testing the interlayer contact and bonding performance of the white-plus-black pavement, the interface shear test is carried out by adopting an asphalt mixture particle shear analysis system to obtain the shear force in the horizontal direction, so that the interface shear strength of the asphalt mixture is obtained, and the shear test is carried out according to the following steps:
(1) a white-plus-black composite test piece is prepared by firstly guiding stirred water concrete into a test film of a cement concrete slab with the size of 300 multiplied by 400 multiplied by 500mm, treating the surface of the cement concrete, manually grooving parameters according to the groove width of 4mm, the groove depth of 4mm and the groove interval of 20mm for construction, maintaining the surface of the cement concrete compacted and formed by vibration for 24 hours under standard conditions without any treatment on a smooth interface, demolding, continuously maintaining for 28 days, sampling by using a core drilling machine, brushing an oil-sticking layer, standing for 24 hours, and allowing the material of the oil-sticking layer to form a certain strength. The asphalt mixture test piece is formed by weighing coarse and fine aggregates and mineral powder according to the grading of GAC-16 and the oilstone ratio of 4.89%, the mixing temperature is 175 ℃, then the asphalt mixture is mixed and subpackaged into single test piece asphalt mixing amount, then a cement concrete test piece with a bonding layer material is placed at the bottom of a test mould, the smearing surface is upward, then the single test piece asphalt mixture taken out from an oven is poured, compaction forming is carried out according to a method similar to that of forming a Marshall test piece, and the formed composite test piece is placed indoors for 24 hours to be demoulded.
(2) The method is characterized in that an asphalt mixture particle shear analysis system instrument is used, the particle shear analysis system consists of a normal loading system, a shear tensile test system and a data acquisition system, the working principle is that a normal load is applied through a weight of the normal load loading system or a composite Marshall test piece, a horizontal pull rod 8 applies transverse tension to an upper test piece when the test piece bears the normal load, certain dislocation shear is generated among the test pieces, the normal load loading system is positioned at the top of equipment, the weight is placed on a weight plate to realize load application, the load is transmitted to a roller pressure head 1 through a central connecting rod, and fine adjustment of the load is realized through an air compressor driving an air pressure cylinder 9, wherein the loading range is 0N-500N; shear tensile test system is by upper portion gyro wheel pressure head 1, middle part upper sleeve, and lower floor's sleeve 5 links to each other with the headstock among the data acquisition system with horizontal pull rod 8, gives horizontal pull rod 8 through drive arrangement transmission pulling force, realizes the tangential movement of middle part upper sleeve 4, single cylinder sleeve size: phi 102mm, height 66mm, applicable to standard Marshall test piece; the data acquisition system comprises temperature regulating device, headstock, data collection station and display screen, and temperature regulating device, adjustable temperature range: the room temperature is 80 ℃, the driving device controls the shearing distance and the stretching speed through the horizontal pull rod 8, and the shearing position adjustment range is as follows: 1 mm-10 mm, and the setting range of the stretching speed is 0.01 mm/s-1 mm/s; the data acquisition unit acquires and stores test data, and the display screen displays the state of the equipment and can set temperature, stretching rate and shearing displacement test parameters.
(3) The installation test piece, because cement concrete test piece height is 50mm, and the second sleeve height in lower part is 66mm, need fill up the take the altitude in the bottom and make cement concrete top surface be the interlayer bonding position and lie in the shearing range between the layer, lower part second sleeve bed hedgehopping 16mm, slowly put into the sleeve with compound test piece, avoid grooving direction and horizontal pull rod direction to become inclination. The test piece is fixed in the sleeve during installation and does not rotate in the horizontal direction.
(4) Setting test parameters, closing the heat preservation cabin door after the test piece is installed, rotating the lock catch to lock the cabin door, clicking an operation page on the display screen, and tapping at the data display position of the parameters to be set, so that the parameters can be set.
(5) And (4) preserving heat and pre-pressing, clicking a heating start button after the parameters are set, opening a constant temperature bin, placing weights on a normal load loading system after setting the test temperature and preserving heat for 2 hours, pre-pressing for 15min, and displaying that the button is green to show that the button is opened.
(6) Carry out the shear test, after the pre-compaction is accomplished, operate page starting system at the display screen, the experiment finishes, waits for the current distance to reach and sets for the pulling force distance, clicks servo zero setting button at the display screen, waits for current pulling force and current distance to show for zero, takes off the weight, opens the hatch door and takes out the test piece, closes the air compressor machine.
(7) Exporting test data, inserting the test data into a USB flash disk, automatically jumping to an export data interface by a system, selecting a recording area database (Buffer), clicking and downloading the data to the USB flash disk; the derived data are processed by professional software to obtain the shearing force and the shearing displacement.
In the experimental study, the cement concrete is roughened by adopting a surface manual grooving treatment method, and the contact conditions of the surface of the cement concrete are as follows: the trend of the notch groove is that a transverse groove (horizontal bar type) and a longitudinal groove (vertical bar type) are selected, the original state is called as a smooth type without any treatment, and the size of the groove is as follows: the test selects three interface types, namely a horizontal type, a vertical type and a smooth type, and carries out a shearing test on a white-blacked pavement composite test piece with SBS modified asphalt and melon-rice stone as viscous layer oil at 60 ℃, the shearing rate of the test is set to be 0.02mm/min, the shearing displacement is set to be 5mm, the test result is shown in a stress table in figure 1, and then the shearing force is converted into the shearing strength according to the test result.
The shear strength of the three interface types is basically consistent along with the change rule of displacement, in the initial stage of a shear test, the shear strength is linearly increased along with the increase of the shear displacement, the shear strength is reduced to a certain degree after reaching the peak value, the change amplitude of the shear force is not large, the transverse strip type > the vertical strip type > the smooth type is seen from the overall shear strength, the peak values are respectively 0.399MPa, 0.366MPa and 0.291MPa, the shear strength of the transverse strip type is increased by 37.11 percent relative to the smooth type, the smooth strength of the vertical strip type is increased by 25.77 percent relative to the smooth type, the shear resistance of the notch groove is improved to a certain extent, in the direction arrangement of the two notch grooves, the shear strength of the transverse pull groove is higher by 9.01 percent than that of the longitudinal pull groove in the loading direction of the relative horizontal shear force (namely, the driving direction in the simulation of the actual road surface and the horizontal force application direction), from the view of the deformation resistance, in the shearing displacement corresponding to the ultimate shearing force of the material, the transverse bar type is larger than the vertical bar type and is larger than the smooth type, namely 3.07mm, 2.38mm and 2.12mm, the shearing displacement corresponding to the transverse bar type is increased by 44.81 percent relative to the smooth type, therefore, the peak value of the comprehensive shearing strength and the deformation resistance are obtained, and the transverse groove is designed in the opposite driving direction through the comparison of the three interface treatment modes, namely, the transverse groove is vertical to the driving direction, and the improvement of the shearing strength and the prevention of the interlaminar shearing displacement are good choices.
(8) And (3) carrying out a shear test or a drawing test on the composite test piece, separating the upper layer and the lower layer of the composite test piece to obtain a cement concrete test piece and an asphalt mixture test piece, and preparing an LLLW pressure film, a timer, a temperature hygrometer and a 100N weight.
(9) Wearing latex gloves, the pressure rubber sheet is placed between the top surface of the cement concrete surface and the bottom surface of the asphalt mixture, and then a 100N weight is placed on the top surface of the asphalt mixture.
(10) And (4) statically loading for 4min, timing by using a timer, and recording specific test date, time, temperature and humidity.
(11) And after the loading is finished, taking out the weight, the test piece and the pressure film.
(12) And (3) placing the pressure film at room temperature in a dark condition for a period of time, and scanning after the color development is stable.
(13) The developed pressure film is scanned into the FPD software by an Epson photo scanner, and the scanning result can be converted into pressure data by the FPD software and directly displayed on a screen.
(14) And editing the pressure film image scanned into the software, and after scanning is finished, converting the image into a corresponding pressure value by the FPD-8010E software, and displaying the stress spatial distribution.
According to the contact area of the interface particles obtained from the summary table of fig. 2, all the type variation coefficients are within 15%, which indicates that the difference of the contact area of the interface particles measured by each group of test pieces is not large, and the data is representative.
Under the condition that the interface contains the viscous layer oil, the contact area of the interface particles of the engraved type is larger than that of the smooth type, and under the interface types of the smooth type and the engraved type, the contact areas of the interface particles of the three viscous layer materials are the same in size sequence: the matrix asphalt > SBS modified asphalt + melon-rice stone, because under the condition that the asphalt dosage is the same, the thickness of the asphalt remained on the surface of the cement concrete, the matrix asphalt > SBS modified asphalt, when the adhesive layer material is SBS modified asphalt and melon-rice stone, the contact area is reduced on the contrary, and the contact between the interface particles of the upper and lower structural layers can be reduced due to the existence of melon-rice stone.
Generally speaking, the interlayer interface contact of the white and black pavement is not complete surface contact, and the ratio of the actual contact area to the total area fluctuates between 3% and 15%, which indicates that the traditional continuous assumption of the interface is inconsistent with the actual situation, meanwhile, only 3% to 15% of the area of the interface is in contact, the transmission of the stress between the interfaces is concentrated in a few contact surfaces, and the obvious stress concentration phenomenon exists.
The measured pressure film is scanned through pressure image processing software to obtain images with different red colors, the images are processed to output data of all measurement areas, then contact area data corresponding to pressure intensity ranges of the measurement areas are summarized, stress size distribution diagrams of contact surfaces of different types of white and black pavement material interface particles are drawn according to the data in the table, and notch type and smooth type stress size distribution diagrams without adhesive layers are shown in figures 3 and 4.
(15) The area occupied by the material interface contact surface stress concentration area is sorted out, and the data obtained by the shear test and the pressure film test are integrated, so that the larger the shear strength is, the larger the shear displacement is when shear failure occurs, the larger the interface contact area between layers is, and the better the interlayer bonding performance is.
Compared with the prior art, the invention has the following outstanding advantages:
1. the interlayer contact test of the white-blacked pavement composite test piece is carried out by means of a pressure film technology, normal load and contact area parameters of an interlayer interface are obtained by combining a digital image processing technology, and the influence of the stress distribution state and stress concentration of the interlayer contact interface on the interlayer bonding performance is analyzed.
2. The direct shear test of the forward pressure can better research the anti-shear characteristic of the vertical load to the interlayer interface, and more accurately simulate the working state of the road surface. According to the invention, a direct shear test is carried out by adopting an asphalt mixture particle shear analysis system, a normal load system can realize the application of positive pressure, and the stress condition of interlaminar shear can well accord with the Moore-Coulomb failure criterion.
The above description is only a preferred embodiment of the present invention, and it should be noted that, for those skilled in the art, various modifications and substitutions can be made without departing from the technical principle of the present invention, and these modifications and substitutions should also be regarded as the protection scope of the present invention.
Claims (7)
1. A method for testing the interlayer contact and adhesive properties of a white-plus-black pavement is characterized by comprising the following steps:
preparing a molded composite test piece, wherein a cement concrete test piece is used as a lower layer of the composite test piece, an asphalt mixture test piece is used as an upper layer of the composite test piece, and the top surface of the cement concrete test piece is bonded with the bottom surface of the asphalt mixture test piece;
secondly, mounting the composite test piece into a test box, and loading a normal loading mechanism and a shearing and stretching loading mechanism on the composite test piece;
thirdly, performing heat preservation and normal pre-pressing on the composite test piece;
fourthly, carrying out a shear test on the composite test piece, taking out the composite test piece from the test box, and deriving test data;
fifthly, shearing or drawing the composite test piece to separate the cement concrete test piece at the lower layer from the asphalt mixture test piece at the upper layer;
placing the pressure film between the top surface of the cement concrete test piece and the bottom surface of the asphalt mixture test piece, placing weights on the asphalt mixture test piece, statically loading for a period of time, respectively timing and monitoring the temperature and humidity by using a timer and a temperature and humidity meter, and recording test date, time, temperature and humidity data;
seventhly, finishing loading, taking out the weights, the cement concrete test piece, the asphalt mixture test piece and the pressure film, and placing the pressure film for a period of time at room temperature in a dark place until the color development is stable;
scanning the developed pressure film into FPD software through a photo scanner, editing and processing the scanned image to convert the image into a corresponding pressure value, and displaying the spatial distribution of stress;
and ninthly, finishing the area occupied by the stress concentration area of the contact surface of the section of the material, and jointly evaluating the interlayer bonding performance of the pavement by combining the shear strength and the shear displacement in the test data obtained in the fourth step.
2. The method for testing the interlayer contact and adhesion performance of the white plus black pavement according to claim 1, wherein the method comprises the following steps: step one, introducing stirred water concrete into a test mould of a cement concrete slab, carrying out construction treatment of manual grooving on the surface of the cement concrete or carrying out no treatment, then maintaining for 24 hours under standard conditions, demoulding, continuing maintaining for 28 days, then adopting a core drilling machine to carry out core sampling to prepare a grooved or smooth cement concrete test piece, brushing an adhesive layer material on the top surface of the cement concrete test piece, standing for 24 hours, and allowing the adhesive layer material to form a certain strength; mixing coarse and fine aggregates and mineral powder at 175 ℃ to form an asphalt mixture, then subpackaging the asphalt mixture into a single test piece, then putting a cement concrete test piece with a binding layer material into the bottom of a test mold, then pouring the single test piece asphalt mixture, compacting and forming into a composite test piece, and then placing the composite test piece for 24 hours under the indoor normal temperature condition for demolding.
3. The method for testing the interlayer contact and adhesion performance of the white-plus-black pavement according to claim 1, wherein the method comprises the following steps: and in the second step, the normal loading mechanism is abutted against a steel plate placed at the top of the composite test piece from top through a roller pressure head, a weight plate connected with the roller pressure head through a vertical connecting rod is arranged at the upper part of the normal loading mechanism, and shearing force is applied to the shearing and stretching loading mechanism through an upper sleeve and a lower sleeve which are respectively arranged at two sides of the composite test piece.
4. The method for testing the interlayer contact and adhesion performance of the white-plus-black pavement according to claim 3, wherein the method comprises the following steps: and a pneumatic cylinder for finely adjusting load driven by an air compressor is also arranged between the weight tray and the vertical connecting rod.
5. The method for testing the interlayer contact and adhesion performance of the white-plus-black pavement according to claim 1, wherein the method comprises the following steps: and in the third step, preserving the heat for 2 hours and prepressing for 15 min.
6. The method for testing the interlayer contact and adhesion performance of the white-plus-black pavement according to claim 1, wherein the method comprises the following steps: and step six, adopting an LLLW pressure film and a 100N weight.
7. The method for testing the interlayer contact and adhesion performance of the white-plus-black pavement according to claim 1, wherein the method comprises the following steps: in the sixth step, the static loading time is 4 min.
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