Method for treating spurting damage of asphalt concrete pavement

Abstract

The invention relates to the technical field of spurting disease treatment, in particular to an asphalt concrete pavement spurting disease treatment method which comprises the following steps: S1, observing and marking a spurting disease area; s2, verifying and determining the integrity condition of the roadbed layer for the first time; s3, milling and planing the pavement layer; s4, digging a roadbed layer; s5, the soil is tamped; s6, backfilling a graded broken stone layer; s7, a C35 early strength concrete layer is poured; s8, an AC-20C medium grain asphalt concrete layer is laid; s9, an AC-13C modified asphalt concrete layer is laid; and S10, verifying again to determine the integrity condition of the roadbed layer. According to the method, the integrity of the roadbed layer can be recovered, the problem of spurting damage is solved fundamentally, and the problem of spurting damage appearing again after grouting repair for a period of time is avoided as much as possible.

Description

Technical Field

[0001] The present application relates to the technical field of treatment of slurry pumping, and in particular to a method for treating slurry pumping of asphalt concrete pavement. Background Art

[0002] The causes of asphalt concrete pavement pumping disease are, on the one hand, caused by rutting loads, and on the other hand, caused by the unique characteristics of the semi-rigid base layer itself, which is prone to shrinkage cracks.

[0003] When asphalt concrete pavement forms grouting disease, it is necessary to repair the grouting disease area by grouting. The existing grouting repair method is usually: S1. Observe and mark the area of ​​grouting disease; S2. Arrange multiple groups of grouting holes in the grouting disease area, and the total grouting range of multiple groups of grouting holes is sufficient to cover the grouting disease area; S3. Prepare grouting material; S4. Use grouting equipment to inject grouting material into the cracks of the pavement layer and the roadbed through the grouting holes. Enclose and wait for several days for the grouting material to solidify, and then the cracks can be repaired by grouting.

[0004] However, this repair method can only repair asphalt concrete (pavement layer). For the pumping caused by looseness and poor drainage of the original road (road base), this repair method cannot solve the problem of pumping from the root, resulting in a high probability that the pumping problem will occur again some time after the repair. Summary of the invention

[0005] In order to restore the integrity of the road base, solve the problem of pumping disease from the root, and try to avoid the recurrence of pumping disease after a period of time after grouting repair, the present application provides a method for treating pumping disease of asphalt concrete pavement.

[0006] The above-mentioned purpose of the present application is achieved through the following technical solutions: A method for treating slurry pumping disease of asphalt concrete pavement comprises the following steps: S1, observing and marking the slurry pumping disease area; S2, first verifying and determining the integrity of the roadbed corresponding to the slurry pumping disease area; S3, milling the road surface layer corresponding to the slurry pumping disease area by using milling equipment; S4, excavating the roadbed corresponding to the slurry pumping disease area by using excavating equipment; S5, compacting the soil under the roadbed corresponding to the slurry pumping disease area by using compacting equipment, and the compaction degree is not less than 98%; S6, backfilling the graded crushed stone layer above the soil; S7, pouring the C35 early strength concrete layer above the graded crushed stone layer; S8, laying the AC-20C medium-grained asphalt concrete layer above the C35 early strength concrete layer; S9, laying the AC-13C modified asphalt concrete layer above the AC-20C medium-grained asphalt concrete layer; S10, after a predetermined time of maintenance, verifying and determining the integrity of the roadbed corresponding to the slurry pumping disease area again.

[0007] Optionally, S2 includes the following steps: S21, using coring equipment to take core samples of the pavement layer near the pumping disease area, and using testing equipment to test the water permeability coefficient of the pavement layer obtained by coring, to determine that the water permeability coefficient of the pavement layer meets the design requirements; S22, digging an infiltration groove in the green belt near the pumping disease area, and pouring dyed water into the infiltration groove, and the dyed water penetrates into the pavement layer in the pumping disease area after a predetermined time, to determine that the roadbed is loose and the drainage is poor. Optionally, S10 includes the following steps: S101, pouring dyed water into the infiltration groove again, and the dyed water cannot penetrate into the AC-13C modified asphalt concrete layer after a predetermined time, to determine that the looseness and poor drainage of the roadbed have been resolved; S102, backfilling the infiltration groove and restoring the greening.

[0008] Optionally, S7 includes the following steps: S71, using grooving equipment to set propulsion grooves on opposite sides of the roadbed, and setting up two groups of parallel propulsion rods between the two groups of propulsion grooves; S72, using drilling equipment to set plug-in holes on the other two sides of the roadbed, and setting steel bars that are plugged into and compatible with the plug-in holes on the sides of the two groups of propulsion rods facing away from each other; S73, using piling equipment to drive support piles between the two groups of propulsion rods, the support piles are driven into the soil under the roadbed, and the support piles push the two groups of propulsion rods to move away from each other, so that the two groups of propulsion rods respectively push the two groups of steel bars into the corresponding plug-in holes; S74, pouring a C35 early-strength concrete layer above the graded gravel layer, and the C35 early-strength concrete layer covers the propulsion grooves, propulsion rods, plug-in holes, steel bars, and support piles.

[0009] Optionally, the supporting pile includes a pile body, a pile head and an expansion head, the pile body is driven into the soil below the roadbed from top to bottom, the pile head is fixedly arranged on the top of the pile body, a mounting column is arranged on the top of the pile head, and a force step is formed between the mounting column and the pile head; the expansion head includes an impact part and an abutment part, the impact part is a cube structure, the abutment part is a quadrangular pyramid structure, the top of the abutment part is integrally formed with the bottom of the impact part, and the bottom of the abutment part abuts against the force step.

[0010] Optionally, an external thread is provided on the outer periphery of the bottom of the mounting column, a threaded hole connected and adapted to the external thread is provided on the top of the pile head, a plurality of groups of contraction grooves are provided on the outer periphery of the top of the mounting column, a hinge shaft is provided on the side of the contraction groove close to the external thread, a support rod is rotatably provided on the hinge shaft and is embedded and adapted to the contraction groove, and the contraction groove close to the external thread limits the maximum rotation angle range of the support rod to 90 degrees; a shallow groove is provided on the inner periphery of the impact portion corresponding to the position of the contraction groove, the support rod is provided with a first magnet, and a second magnet is provided inside the mounting column, the second magnet is adapted to repel the first magnet so that the support rod is embedded in the shallow groove away from one end of the hinge shaft.

[0011] Optionally, the bottom of the two groups of push rods are both provided with snap-fitting pieces, and when the impact portion moves to be flush with the top of the push rod, the two groups of snap-fitting pieces are respectively connected to the two sides of the abutment portion opposite to each other to form a snap-fitting relationship.

[0012] Optionally, the method further includes the following steps: S11, drilling drainage holes and burying drainage pipes in the green belt near the slurry drainage disease area to drain rainwater from the green belt; S12, regularly conducting daily inspections, and gradually extending the time interval between two adjacent daily inspections.

[0013] In summary, the present application includes at least one of the following beneficial technical effects: When the water permeability coefficient of the pavement layer meets the design requirements and the dyed water penetrates into the pavement layer in the pumping disease area after a predetermined time, the grouting repair method can only play a repair effect in a short period of time and cannot solve the pumping disease problem from the root; at this time, the pavement layer corresponding to the pumping disease area is milled by milling equipment, the roadbed corresponding to the pumping disease area is excavated by excavation equipment, the soil under the roadbed corresponding to the pumping disease area is compacted by compaction equipment, the graded gravel layer is backfilled on the soil, the AC-20C medium-grained asphalt concrete layer is laid on the C35 early-strength concrete layer, and the AC-13C modified asphalt concrete layer is laid on the AC-20C medium-grained asphalt concrete layer. By repairing the roadbed corresponding to the pumping disease area, the integrity of the roadbed is restored, the pumping disease problem is solved from the root, and the pumping disease problem is avoided as much as possible after a period of time after the grouting repair. BRIEF DESCRIPTION OF THE DRAWINGS

[0014] Figure 1 It is a flow chart for the treatment of pumping disease in this application.

[0015] Figure 2 It is a cross-sectional view of the overall structure of this application.

[0016] Figure 3 It is a top view of the overall structure of this application.

[0017] Figure 4 It is a cross-sectional view of the support pile in the present application when the support rod is in the folded state.

[0018] Figure 5 It is a cross-sectional view of the support pile in the present application when the support rod is opened.

[0019] Explanation of the reference numerals in the accompanying drawings: 1. pavement layer; 2. road base layer; 3. modified asphalt concrete layer; 4. medium-grained asphalt concrete layer; 5. early-strength concrete layer; 6. graded crushed stone layer; 71. push groove; 72. push rod; 73. plug-in hole; 74. reinforcement bar; 8. support pile; 81. pile body; 82. pile head; 83. expansion head; 831. impact part; 832. abutment part; 84. mounting column; 85. condensation groove; 86. support rod; 87. shallow slot; 88. first magnet; 89. second magnet; 9. snap-in piece. DETAILED DESCRIPTION

[0020] The following is combined with Figures 1 to 5 This application is described in further detail.

[0021] The present application discloses a method for treating slurry pumping damage on an asphalt concrete pavement.

[0022] Reference Figure 1-5 The method for treating asphalt concrete pavement slurry damage includes the following steps: S1. Observe and mark the pumping disease area. In this step, the asphalt concrete pavement is inspected regularly. When pumping is found on the asphalt concrete pavement, traffic diversion is first implemented, and then the pumping disease area is marked. Based on the subsequent construction equipment requirements, the marked pumping disease area is a rectangle.

[0023] S2. First verify and determine the integrity of the roadbed 2 corresponding to the pumping disease area; this step specifically includes, S21. Use the coring equipment in the existing technology (specifically, use a coring machine) to take core samples of the pavement layer 1 near the pumping disease area, and use the detection equipment to test the water permeability coefficient of the pavement layer 1 obtained by coring. By comparing with the Technical Specifications for Asphalt Concrete Pavement Construction (JTG F40-2004), the water permeability coefficient standard of the pavement layer 1 of the asphalt concrete pavement is stipulated, which is 300ml / min for ordinary dense-graded asphalt mixture and 200ml / min for SMA mixture. The "Field Test Procedure for Highway Roadbed and Pavement" JTG The term 2.1.14 in E60-2008 explains that the volume of water that penetrates into a specified area of ​​the pavement per unit time under a specified initial head pressure is measured in mL / min (If the water seepage of pavement layer 1 of an asphalt concrete pavement exceeds the standard, it may be that the porosity of pavement layer 1 of the asphalt concrete pavement is too large, there is a problem with the composition of the asphalt concrete aggregate, or there may be water seepage cracks in the roadbed 2 of the asphalt concrete pavement, both of which may cause the asphalt concrete pavement to have slurry pumping disease. If the water seepage of pavement layer 1 of the asphalt concrete pavement does not exceed the standard, it means that the pavement layer of the asphalt concrete pavement is 1 meets the design requirements), determine that the water permeability coefficient of the pavement layer 1 meets the design requirements; S22, use manual / excavator methods to dig infiltration grooves in the green belt near the pumping disease area. The depth of the infiltration groove depends on the horizontal height of the pavement layer 1, that is, the bottom of the infiltration groove is close to the horizontal height of the pavement layer 1, and then fill the infiltration groove with dyed water. The dyed water is tap water mixed with dyes, mainly to distinguish other water sources for easy observation. After a predetermined time, the dyed water penetrates into the pavement layer 1 in the pumping disease area, and it is determined that the roadbed 2 is loose and has poor drainage. When the water permeability coefficient of the pavement layer 1 meets the design requirements and the dyed water penetrates into the pavement layer 1 in the pumping disease area after a predetermined time, it is finally determined that the roadbed 2 corresponding to the pumping disease area lacks integrity, that is, the original road is loose and has poor drainage, causing pumping disease.

[0024] S3. Use milling equipment to mill the pavement layer 1 corresponding to the slurry pumping disease area. In this step, the milling machine in the prior art is used to mill the pavement layer 1 corresponding to the slurry pumping disease area. The milling range of the milling machine is close to a rectangle, which is the main reason why the marked slurry pumping disease area is a rectangle. In addition, it is necessary to clean up the waste materials in the milled area to expose the roadbed layer 2 corresponding to the slurry pumping disease area.

[0025] S4. Use excavation equipment to excavate the roadbed 2 corresponding to the slurry pumping disease area. In this step, the roadbed 2 corresponding to the exposed slurry pumping disease area is excavated by using a handheld excavator in the prior art, and the excavation range is also close to a rectangle. In addition, it is necessary to clean up the waste materials in the excavated area to expose the soil under the roadbed 2 corresponding to the slurry pumping disease area.

[0026] S5. Use compaction equipment to compact the soil below the roadbed 2 corresponding to the pumping disease area, and the compaction degree is not less than 98%; in this step, the exposed soil is compacted by using a handheld compactor in the prior art, and the final compaction degree is ensured to be not less than 98% to minimize the possibility of subsequent settlement.

[0027] S6. Backfill the graded crushed stone layer 6 on top of the soil; in this step, the graded crushed stone is a mixture composed of aggregates of various sizes and particle sizes. The graded crushed stone is composed of crushed stones of different particle sizes. Its performance is directly affected by the gradation design. Good gradation can not only enhance its stability, but also improve its density, thereby improving the bearing capacity and durability of the road or building. In addition, reasonable gradation can also effectively control costs and optimize the construction process. In addition, the graded crushed stone layer 6 after backfilling needs to be manually leveled to improve uniformity.

[0028] S7, pouring a C35 early-strength concrete layer 5 on the graded crushed stone layer 6; this step specifically includes, S71, using a slotting device (specifically a handheld slotting machine) to set a push groove 71 on the front and rear sides of the roadbed 2, the push groove 71 is arranged perpendicular to the extension direction of the asphalt concrete pavement, and two groups of parallel push rods 72 are set between the two groups of push grooves 71, the push rods 72 are arranged parallel to the extension direction of the asphalt concrete pavement, because the length of the push rod 72 is greater than the distance between the front and rear sides of the roadbed 2, the push rod 72 is first tilted into the roadbed 2, and then adjusted to be aligned with the asphalt concrete pavement. The two groups of push rods 72 are arranged in parallel in the extension direction of the surface, so that the ends of the two groups of push rods 72 can be inserted into the push grooves 71 on the front and rear sides of the roadbed 2, so that a sliding relationship is formed between the push grooves 71 and the push rods 72; S72, use drilling equipment (specifically, a handheld impact drill) to set multiple groups of plug holes 73 on the left and right sides of the roadbed 2, and the multiple groups of plug holes 73 are arranged at intervals, and steel meshes are set on the sides of the two groups of push rods 72 that are away from each other. The steel meshes are extended with steel bars 74 that are plugged and matched with the plug holes 73, so that the two groups of push rods 72 can respectively push the steel bars 74 of the two groups of steel meshes to be inserted into the corresponding sides. Plug-in hole 73; S73, use pile driving equipment (specifically, use handheld gasoline pile driver) to drive support pile 8 between two groups of push rods 72. The support pile 8 driven into the soil under the roadbed 2 can further improve the compaction degree of the soil under the roadbed 2 corresponding to the pumping disease area, and in the process of driving the support pile 8 into the soil under the roadbed 2, the support pile 8 pushes the two groups of push rods 72 to move away from each other by squeezing, so that the two groups of push rods 72 can respectively push the steel bars 74 of the two groups of steel meshes into the plug-in holes 73 on the corresponding sides during the movement; S74, use concrete pouring The construction vehicle pours the C35 early-strength concrete layer 5 above the graded gravel layer 6. The pouring height of the C35 early-strength concrete layer 5 depends on the horizontal height of the roadbed 2, that is, the horizontal height of the C35 early-strength concrete layer 5 is close to the roadbed 2. After a period of solidification, the C35 early-strength concrete layer 5 covers the propulsion groove 71, the propulsion rod 72, the plug-in hole 73, the steel bar 74, and the support pile 8, thereby improving the structural strength of the C35 early-strength concrete layer 5 and the connection strength between the C35 early-strength concrete layer 5 and the roadbed 2, thereby further avoiding the possibility of subsequent settlement.

[0029] S8, laying an AC-20C medium-grained asphalt concrete layer 4 on top of the C35 early-strength concrete layer 5; in this step, an asphalt laying device in the prior art is used to lay an AC-20C medium-grained asphalt concrete layer 4 on top of the C35 early-strength concrete layer 5; S9, laying an AC-13C modified asphalt concrete layer 3 on top of the AC-20C medium granular asphalt concrete layer 4; in this step, an asphalt laying equipment in the prior art is used to lay an AC-13C modified asphalt concrete layer 3 on top of the AC-20C medium granular asphalt concrete layer 4.

[0030] S10. After a predetermined period of maintenance, the integrity of the roadbed 2 corresponding to the pumping disease area is verified again; this step specifically includes, S101. Dyed water is poured into the infiltration groove again. After a predetermined period of time, the dyed water cannot penetrate into the new pavement layer 1 (AC-13C modified asphalt concrete layer 3), and finally it is determined that the looseness and poor drainage of the roadbed 2 corresponding to the original pumping disease area have been resolved, and the pumping disease has been resolved; S102. The infiltration groove is manually backfilled and the greening destroyed in the process of pumping disease treatment is restored.

[0031] S11. Drain holes are drilled and drainage pipes are buried in the green belt near the pumping disease area to drain the rainwater in the green belt. In this step, drainage holes are first set at the bottom of both sides of the green belt by drilling equipment, and then drainage pipes are buried in the corresponding drainage holes. Finally, the drainage structure is formed by sealing with concrete. When it rains, the rainwater in the green belt flows out through the drainage effect of the drainage structure to avoid penetrating into other areas of the asphalt concrete pavement and causing pumping disease.

[0032] S12, regularly conduct daily inspections, and the time interval between two adjacent daily inspections is gradually extended; in this step, inspections are conducted according to the pattern of the first day, the third day, the sixth day, the tenth day, and the fifteenth day (the time interval between two adjacent daily inspections is gradually extended).

[0033] When the water permeability coefficient of the pavement layer 1 meets the design requirements and the dyed water penetrates into the pavement layer 1 in the pumping disease area after a predetermined time, the grouting repair method can only play a repair effect in a short period of time and cannot solve the pumping disease problem from the root; at this time, the pavement layer 1 corresponding to the pumping disease area is milled by milling equipment, the roadbed 2 corresponding to the pumping disease area is excavated by excavation equipment, and the soil under the roadbed 2 corresponding to the pumping disease area is compacted by compaction equipment, and the graded gravel layer 6 is backfilled on the soil, and the AC-20C medium-grained asphalt concrete layer 4 is laid on the C35 early-strength concrete layer 5, and the AC-13C modified asphalt concrete layer 3 is laid on the AC-20C medium-grained asphalt concrete layer 4. By repairing the roadbed 2 corresponding to the pumping disease area, the integrity of the roadbed 2 is restored, the pumping disease problem is solved from the root, and the pumping disease problem is avoided as much as possible after a period of time after the grouting repair.

[0034] In this embodiment, during the process of the support piles 8 being driven into the soil below the roadbed 2, the support piles 8 can push the two sets of push rods 72 to move away from each other by extrusion, so that the two sets of push rods 72 can respectively push the steel bars 74 of the two sets of steel meshes into the corresponding side plug-in holes 73 during the movement.

[0035] The supporting pile 8 specifically includes a pile body 81, a pile head 82 and an expanded head 83; wherein the pile body 81 adopts a relatively low-cost wooden cylindrical pile body 81, the pile body 81 is driven into the soil below the roadbed 2 from top to bottom, the pile head 82 adopts a metal cylindrical pile head 82 with good rigid connection performance, a plurality of groups of connecting nails are arranged at the bottom of the pile head 82, and the connecting nails are inserted into the top of the pile body 81 to realize that the pile head 82 is fixed to the pile body 81, and a vertically arranged installation column 84 is fixedly arranged at the top of the pile head 82 by a threaded connection method, specifically, the diameter of the installation column 84 is smaller than the diameter of the pile head 82, the outer periphery of the bottom of the installation column 84 is arranged with an external thread, and the top of the pile head 82 is arranged with a threaded hole adapted to connect with the external thread. Thereby, a stress step will be formed between the mounting column 84 and the pile head 82 after being threadedly connected; the expansion head 83 adopts a metal expansion head 83 with good rigid connection performance, and the expansion head 83 specifically includes an impact portion 831 and abutment portion 832. The impact portion 831 is a cube structure, and the abutment portion 832 is a quadrangular pyramid structure. The top of the abutment portion 832 is integrally formed and arranged at the bottom of the impact portion 831, and the centers of the impact portion 831 and the abutment portion 832 are both provided with coaxially arranged mounting holes that are adapted to the diameter of the mounting column 84, the top contour of the abutment portion 832 is consistent with the bottom contour of the impact portion 831, the bottom width of the abutment portion 832 is consistent with the diameter of the expansion head 83, and the bottom of the abutment portion 832 abuts against the stress step.

[0036] In this embodiment, a plurality of groups of evenly distributed condensation grooves 85 are provided on the outer periphery of the top of the mounting column 84, and a hinge shaft is provided on the side of the condensation groove 85 close to the external thread, and a support rod 86 which is embedded and matched with the condensation groove 85 is rotatably provided on the hinge shaft, and the condensation groove 85 close to the external thread limits the maximum rotation angle range of the support rod 86 to 90 degrees, that is, the maximum rotation of the support rod 86 to the horizontal arrangement will be stuck by one side of the condensation groove 85; a shallow groove 87 is provided on the inner periphery of the impact portion 831 corresponding to the position of the condensation groove 85, and the support rod 86 is provided with a first magnet 88, and a second magnet 89 is provided inside the mounting column 84, and the second magnet 89 is repelled and matched with the first magnet 88, so that the support rod 86 is embedded in the shallow groove 87 away from one end of the hinge shaft, so that the support rod 86 spans between the shallow groove 87 and, thereby limiting the relative rotation between the mounting column 84 and the expansion head 83.

[0037] In this embodiment, a snap-fit ​​plate 9 is provided at the bottom of the two groups of push rods 72, and when the impact portion 831 moves to be flush with the top of the push rod 72, the two groups of snap-fit ​​plates 9 are respectively provided on both sides of the abutment portion 832 to form a snap-fit ​​relationship to limit the freedom of the expansion head 83 to move downward.

[0038] When assembling the support pile 8, firstly insert one end of the external thread of the mounting column 84 into the mounting hole of the expansion head 83, and the support rod 86 is forced to rotate and shrink into the shrinkage groove 85, and maintains the tendency of expanding outward under the action of the repulsive force of the magnets; then rotate the expansion head 83 to drive the mounting column 84 to rotate, so that the external thread of the mounting column 84 is threadedly connected to the threaded hole at the top of the pile head 82 (in this process, the expansion head 83 and the mounting column 84 may rotate relative to each other, but when the shallow groove 87 and the shrinkage groove 85 are relatively aligned, the end of the support rod 86 away from the hinge axis is embedded in the shallow groove 87 under the repulsive action of the magnets, and the support rod 86 spans between the shallow groove 87 and the expansion head 83, so that the relative rotation between the mounting column 84 and the expansion head 83 can be limited, so that the expansion head 83 drives the mounting column 84 to rotate), finally, the bottom of the pile head 82 is fixed to the top of the pile body 81 by a connecting nail; When the supporting pile 8 is in use, the first step is to vertically drive the pile body 81 through the two sets of pushing rods 72 into the soil below the roadbed 2. At this time, the impact force of the pile driving equipment is applied to the expansion head 83, and the expansion head 83 will transmit the impact force to the pile head 82 and the pile body 81. As the pile is continuously driven in, the abutment 832 of the expansion head 83 will first slide in contact with the two sets of pushing rods 72, and the inclined wedge surface of the abutment 832 of the expansion head 83 will push the two sets of pushing rods 72 to move away from each other, so that the two sets of pushing rods 72 can respectively push the steel bars 74 of the two sets of steel meshes into the plug-in holes 73 on the corresponding sides during the movement process, and by setting the length of the steel bar 74, the steel bar 74 is sufficient to be inserted into the bottom of the plug-in hole 73, so that the steel bar 74 is forced Bend, then the impact portion 831 of the expansion head 83 will abut against the two groups of propulsion rods 72, and when the impact portion 831 moves to be flush with the top of the propulsion rod 72, the two groups of clamping pieces 9 are respectively arranged on both sides of the abutment portion 832 to form a clamping relationship, so as to limit the freedom of the expansion head 83 to continue to move downward; the second step, at this time, the impact force application point of the piling equipment is switched to the mounting column 84, the mounting column 84 will transmit the impact force to the pile head 82 and the pile body 81, and the expansion head 83 will remain in contact with the two groups of propulsion rods 72 and will no longer continue to move downward. As it is continuously driven in, the mounting column 84 will break away from the expansion head 83, so that the multiple groups of support rods 86 will synchronously break away from the restriction of the expansion head 83, and the support rods 86 will rotate to a horizontal arrangement under the dual effects of the magnet repulsion and gravity. In the subsequent pouring process of the C35 early-strength concrete layer 5, the C35 early-strength concrete layer 5 covers the pushing groove 71, the pushing rod 72, the plug hole 73, the steel bar 74, and the supporting pile 8, so that the above components enhance the self-structural strength of the C35 early-strength concrete layer 5 and the connection strength between the C35 early-strength concrete layer 5 and the roadbed layer 2, further avoiding the possibility of subsequent settlement.

[0039] The embodiments of this specific implementation method are all preferred embodiments of the present application, and are not intended to limit the protection scope of the present application. Therefore, all equivalent changes made based on the structure, shape, and principle of the present application should be included in the protection scope of the present application.

Claims

1. A method for treating asphalt concrete pavement slurry damage, characterized in that: The following steps are involved: S1. Observe and mark the area affected by slurry pumping disease; S2, first verify and determine the integrity of the roadbed (2) corresponding to the pumping disease area; S3, using a milling device to mill the pavement layer (1) corresponding to the slurry pumping disease area; S4, using excavation equipment to excavate the roadbed (2) corresponding to the slurry pumping disease area; S5. compacting the soil below the roadbed (2) corresponding to the pumping disease area using compaction equipment, with a compaction degree of not less than 98%; S6, backfilling a graded crushed stone layer (6) above the soil; S7, pouring a C35 early strength concrete layer (5) on the graded crushed stone layer (6); S8, laying an AC-20C medium-grained asphalt concrete layer (4) on top of the C35 early-strength concrete layer (5); S9, laying an AC-13C modified asphalt concrete layer (3) on top of the AC-20C medium-grained asphalt concrete layer (4); S10, after a predetermined maintenance period, verify again to determine the integrity of the roadbed (2) corresponding to the pumping disease area.

2. A method for treating asphalt concrete pavement pumping disease according to claim 1, characterized in that: S2 includes the following steps: S21, using a coring device to take core samples from the pavement layer (1) near the pumping disease area, and using a testing device to test the water permeability coefficient of the pavement layer (1) obtained by the core sampling, to determine whether the water permeability coefficient of the pavement layer (1) meets the design requirements; S22, digging an infiltration groove in the green belt near the pumping disease area, and pouring dyed water into the infiltration groove. After a predetermined period of time, the dyed water penetrates into the pavement layer (1) in the pumping disease area to determine whether the road base layer (2) is loose and has poor drainage.

3. A method for treating asphalt concrete pavement slurry damage according to claim 2, characterized in that: S10 includes the following steps: S101, pouring dyed water into the infiltration tank again, and after a predetermined period of time, the dyed water is unable to penetrate into the AC-13C modified asphalt concrete layer (3), and it is determined that the looseness and poor drainage of the road base layer (2) have been resolved; S102, backfilling of infiltration troughs and restoration of greenery.

4. A method for treating asphalt concrete pavement pumping disease according to claim 3, characterized in that: S7 includes the following steps: S71, using a slotting device to set push grooves (71) on opposite sides of the roadbed (2), and setting two sets of parallel push rods (72) between the two sets of push grooves (71); S72, using a drilling device to set plug holes (73) on the other two sides of the roadbed (2), and setting steel bars (74) that are plugged and matched with the plug holes (73) on the two sets of push rods (72) facing away from each other; S73, using a pile driving device to drive a support pile (8) between the two groups of propulsion rods (72), the support pile (8) being driven into the soil below the roadbed (2), and the support pile (8) pushing the two groups of propulsion rods (72) to move away from each other, so that the two groups of propulsion rods (72) respectively push the two groups of reinforcement bars (74) to be inserted into the corresponding insertion holes (73); S74, pouring a C35 early-strength concrete layer (5) above the graded crushed stone layer (6), and the C35 early-strength concrete layer (5) covers the push groove (71), the push rod (72), the plug hole (73), the steel bar (74), and the support pile (8).

5. A method for treating asphalt concrete pavement slurry damage according to claim 4, characterized in that: The supporting pile (8) comprises a pile body (81), a pile head (82) and an expansion head (83); the pile body (81) is driven into the soil below the roadbed (2) from top to bottom; the pile head (82) is fixedly arranged on the top of the pile body (81); a mounting column (84) is arranged on the top of the pile head (82); and a force-bearing step is formed between the mounting column (84) and the pile head (82); the expansion head (83) comprises an impact portion (831) and an abutting portion (832); the impact portion (831) is a cube structure; the abutting portion (832) is a quadrangular pyramid structure; the top of the abutting portion (832) is integrally formed and arranged on the bottom of the impact portion (831); and the bottom of the abutting portion (832) abuts against the force-bearing step.

6. A method for treating asphalt concrete pavement pumping disease according to claim 5, characterized in that: The outer periphery of the bottom of the mounting column (84) is provided with an external thread, the top of the pile head (82) is provided with a threaded hole connected and matched with the external thread, the outer periphery of the top of the mounting column (84) is provided with a plurality of groups of condensation grooves (85), the condensation groove (85) is provided with a hinge shaft near the external thread, the hinge shaft is rotatably provided with a support rod (86) embedded and matched with the condensation groove (85), and the condensation groove (85) near the external thread limits the maximum rotation angle range of the support rod (86) to 90 degrees; the inner periphery of the impact part (831) is provided with a shallow groove (87) corresponding to the position of the condensation groove (85), the support rod (86) is provided with a first magnet (88), and the mounting column (84) is provided with a second magnet (89), the second magnet (89) and the first magnet (88) are repelled and matched, so that the support rod (86) is embedded in the shallow groove (87) away from one end of the hinge shaft.

7. A method for treating asphalt concrete pavement pumping disease according to claim 5, characterized in that: The bottom of the two groups of the pushing rods (72) are both provided with a clamping piece (9), and when the impact portion (831) moves to be flush with the top of the pushing rod (72), the two groups of the clamping pieces (9) are respectively arranged on both sides of the abutting portion (832) to form a clamping relationship.

8. The method for treating asphalt concrete pavement pumping disease according to claim 1, characterized in that: The following steps are also included: S11. Drain holes are dug and drainage pipes are buried in the green belts near the slurry pumping disease area to drain rainwater from the green belts; S12. Carry out routine inspections regularly, and gradually extend the time interval between two adjacent routine inspections.

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