Anti-crack construction method for concrete pavement

Abstract

The invention discloses an anti-crack construction method for a concrete pavement. The anti-crack construction method comprises the steps that a high-pressure water gun with the pressure ranging from 15 MPa to 18 MPa is adopted to conduct scouring on the surface of a roadbed to form latticed grooves with the depth ranging from 3 mm to 5 mm; laying a double-layer isolating layer composed of a polyethylene film and polypropylene geotechnical cloth, and coating an organic silicon interface agent of 1-1.5 mm in the middle; erecting a three-dimensional steel reinforcement framework; during layered pouring, the thickness of lower-layer concrete is 60 + / -2% of the total thickness, inserting quincunx PVC exhaust pipes with the diameter of 25mm, and controlling the temperature difference between the upper-layer concrete and the lower-layer concrete to be less than or equal to 5 When the concrete strength reaches 5MPa-7MPa, the cutting depth of the shrinkage joint is 1 / 4-1 / 3 of the total thickness, and the length difference of the adjacent sections is less than or equal to 10%. The method can significantly improve the crack resistance of the pavement, and is suitable for concrete pavement projects such as highways and municipal roads.

Description

Technical Field

[0001] The present invention relates to the technical field of road engineering. More specifically, the present invention relates to a construction method for crack resistance of concrete pavement. Background Art

[0002] Concrete pavements are prone to cracking under the action of traffic loads and natural environments, which has long troubled the quality of road engineering. Existing construction techniques have technical limitations in multiple aspects, making it difficult to effectively control the problem of early cracking of pavements.

[0003] In the subgrade treatment process, conventional methods mostly use mechanical cleaning or low-pressure water flushing, which are difficult to form an effective interface bonding structure. Research shows that residual surface dust and smooth subgrade interfaces will cause uneven distribution of the bonding force between concrete and the subgrade, and are prone to induce reticulated cracks under the action of temperature stress and dry shrinkage deformation. When attempting to enhance the interface roughness through the scarifying process, there are problems such as low construction efficiency and unstable depth control. Especially in soft soil subgrades, it is easy to cause structural damage, restricting the applicability of the process.

[0004] In terms of the setting of the isolation layer, the traditional single-layer geotextile or film isolation system has obvious defects. Engineering practice shows that a single material is difficult to balance the dual requirements of shear deformation resistance and stress buffering, and interlayer slip is prone to occur under the repeated loads of heavy vehicles. Some projects have tried to use a combination of two different materials in double layers, but the problem of interlayer cooperative work has not been solved, and stress concentration often occurs due to the difference in material moduli. In addition, improper selection of the interface treatment agent will weaken the interlayer bonding, and delamination is prone to occur under seasonal temperature differences.

[0005] The contradiction between temperature control and structural continuity in the concrete pouring process is prominent. When the large-thickness pavement is poured integrally, the internal hydration heat gradient can reach more than 30°C, resulting in an increase in the incidence of temperature cracks by more than 65%. Although the layered pouring process can relieve the temperature rise, the interface treatment technology between the upper and lower layers is not mature, and insufficient vibration leads to the formation of weak zones between layers. Conventional vibration methods are easy to damage embedded components and difficult to ensure the penetration of the exhaust channels. The bubble residue rate generally exceeds 2.5%, significantly reducing the tensile strength of concrete.

[0006] There are double technical bottlenecks in the quality control of shrinkage joint construction. The cutting timing mostly relies on empirical judgment. Measured data shows that the edge breakage rate caused by premature cutting (strength < 3 MPa) is as high as 18%, and late cutting (strength > 8 MPa) cannot effectively guide the crack direction. The cutting depth control accuracy is insufficient. Shallow cutting (< 1 / 4 thickness) cannot form an effective weakening section, and deep cutting (> 1 / 3 thickness) will affect the overall stiffness of the pavement. The discreteness of the cutting lengths in different sections leads to uneven stress distribution, and the joint failure will be accelerated when the deformation difference between adjacent slabs exceeds 0.15 mm.

[0007] The causes of the above technical defects involve multi-dimensional coupling effects of materials, processes, control, etc. The treatment of the subgrade interface needs to balance roughness and structural integrity. The design of the isolation layer should coordinate deformation ability and durability. The layered pouring faces the contradiction between temperature gradient and interface strength. The cutting process is restricted by the non-linearity of the concrete strength development. Past improvement attempts often trigger new chain problems due to one-sided optimization of a single parameter. For example, increasing the thickness of the isolation layer can improve the buffering effect but will lead to out-of-control road surface elevation. Strengthening vibration can improve the density but exacerbates the risk of displacement of embedded pipe fittings. These technical dilemmas have long restricted the improvement of the crack resistance performance of concrete pavements and urgently need to be solved. Summary of the Invention

[0008] The purpose of the present invention is to provide a construction method for crack resistance of concrete pavements to solve at least the above problems.

[0009] To achieve the purpose and other advantages of the present invention, there is provided a construction method for crack resistance of concrete pavements, including: before concrete paving, using a high-pressure water gun to wash the subgrade surface, controlling the washing water pressure at 15 MPa to 18 MPa, and forming a grid-shaped groove with a depth of 3 mm to 5 mm on the subgrade surface after washing; laying a double-layer isolation layer on the washed subgrade surface, the lower isolation layer using a polyethylene film with a thickness of 0.3 mm to 0.5 mm, and the upper isolation layer using a polypropylene geotextile of 200 g / m 2 to 250 g / m 2 , and coating a silicone interface agent with a thickness of 1 mm to 1.5 mm between the two isolation layers; erecting a three-dimensional steel bar framework above the upper isolation layer, using a layered pouring process for concrete paving, the thickness of the lower layer of concrete being 60±2% of the total designed thickness, immediately inserting a PVC exhaust pipe with a diameter of 25 mm after paving, the exhaust pipes being arranged in a plum blossom shape with a spacing of 1.5 m, removing the exhaust pipes and forming through holes when the initial setting strength of the lower layer of concrete reaches 0.5 MPa, spraying a retarder solution on the surface of the lower layer of concrete, the spraying amount being 0.3 kg / m 2 to 0.5 kg / m 2 , and standing for 20 minutes to 30 minutes after spraying; then carrying out the paving of the upper layer of concrete, controlling the temperature difference between the newly mixed concrete and the lower layer of concrete not to exceed 5°C during paving, and using an inserted vibrator to vibrate along the through hole positions formed by the exhaust pipes, the insertion depth of the vibrator penetrating the interface between the upper and lower layers of concrete; when the compressive strength of the concrete reaches 5 MPa to 7 MPa, preset shrinkage joints using a segmented cutting process, the cutting depth being 1 / 4 to 1 / 3 of the total thickness of the road surface, and controlling the length difference between adjacent cutting segments within 10%.

[0010] Preferably, the anti-cracking construction method for the concrete road surface further includes: during the curing stage, a double-layer covering method is adopted, with the inner layer being a water-absorbing and water-retaining film and the outer layer being a reflective heat-insulating film. Intermittent watering is carried out 3 times a day during the curing period, with an interval of 6 hours between each watering, and the temperature difference between the water temperature and the road surface temperature is maintained within the range of ±3°C; the water-absorbing and water-retaining film adopts a composite woven structure of polypropylene fiber and viscose fiber, with a surface density of 180 g / m² to 220 g / m², a longitudinal tensile strength ≥ 8 kN / m, and a transverse water absorption rate ≥ 25 mm / 10 min; the reflective heat-insulating film is composed of a composite of an aluminum foil reflective layer and a closed-cell foam plastic layer, with an aluminum foil thickness of 0.03 mm to 0.05 mm and a thermal resistance value of the foam layer ≥ 0.35 m 2 ·K / W; when covering, a 2 mm to 3 mm air interlayer is reserved between the water-absorbing and water-retaining film and the concrete surface, and it is fixed bidirectionally at a spacing of 500 mm using U-shaped plastic fasteners; during the period from the 3rd day to the 7th day of curing, differential watering is carried out at 09:00, 15:00, and 21:00 every day. The watering volume at noon increases by 20% to 30% and 0.3% to 0.5% of organosilicon penetrant is added, and the watering temperature at night is increased by 2°C to 3°C to compensate for radiative cooling.

[0011] Preferably, the three-dimensional steel bar framework is welded by longitudinal main bars, transverse secondary bars, and diagonal reinforcing bars. The longitudinal main bars adopt HRB400 steel bars with a diameter of 12 mm and a spacing of 150 mm. The transverse secondary bars adopt HRB400 steel bars with a diameter of 10 mm and a spacing of 200 mm. The diagonal reinforcing bars are cross-welded at the intersection of the main and secondary bars at a 45-degree angle.

[0012] Preferably, the high-pressure water gun flushing treatment adopts a two-time directional cross-flushing process, and the water temperature of the two flushes is controlled at 35°C to 40°C; when flushing for the first time, the spray gun forms an angle of 60 degrees with the roadbed surface and moves uniformly along the longitudinal direction of the road surface at a speed of 0.8 m / s, and the spacing between adjacent two first-flush trajectories is 150 mm; when flushing for the second time, the spray gun forms an angle of 45 degrees with the roadbed surface and moves at a speed of 0.5 m / s along the transverse direction of the road surface. The second-flush trajectory forms a 30-degree cross angle with the first-flush trajectory, and the spacing between adjacent two second-flush trajectories along the longitudinal direction of the road surface is 85 mm; the first-flush trajectory and the second-flush trajectory combine to form a grid-shaped groove, and the cross-sections of the first-flush trajectory and the second-flush trajectory are trapezoidal structures, with a groove opening width of 5 mm to 6 mm, a groove bottom width of 3 mm to 4 mm, and a height of 3 mm to 5 mm.

[0013] Preferably, when laying the polypropylene geotextile, it is pre-impregnated with a silane coupling agent solution with a mass fraction of 3% to 5%, and after impregnation, it is dried to a moisture content of ≤0.8%; the silicone interface agent is applied in two coats. The first coat is a primer coat with a thickness of 0.3 mm to 0.5 mm on the dried polypropylene geotextile. When its surface is dry to the touch and does not stick, the second coat is applied to a total thickness of 1 mm to 1.5 mm. After application, the polypropylene geotextile is laid, and immediately a rubber roller with a diameter of 200 mm is used to perform two-way rolling with a linear pressure of 50 N to 80 N. The rolling speed is maintained at 0.8 m / s to 1.2 m / s. After rolling, the penetration depth of the interface agent reaches 60% to 70% of the geotextile thickness.

[0014] Preferably, the surface of the rubber roller is processed with a continuous spiral micro-protrusion structure with a width of 0.5 mm and a height of 0.2 mm. The working temperature of the roller is maintained at 25°C to 30°C through an internal circulating water system; the rolling operation is carried out in two stages. The first stage is a one-way pre-rolling with a linear pressure of 50 N to 60 N and a speed of 1.2 m / s. The second stage is a reverse final rolling with a linear pressure of 70 N to 80 N and a speed of 0.8 m / s; the overlapping width of the rolling tracks in the two stages is 30 mm to 40 mm, and the interval time between adjacent rolling bands does not exceed 30 seconds; during the rolling process, the increase in the surface temperature of the polypropylene geotextile is monitored in real time and does not exceed 8°C, and by adjusting the traveling speed of the rubber roller, the ratio of the capillary penetration speed of the silicone interface agent between the geotextile fibers to the rolling advancement speed is maintained at 1.2:1 to 1.5:1; immediately after the final rolling is completed, the rolled area is covered with an elastic cushion plate with a thickness of 2 mm, and a uniform pressure of 5 kPa to 8 kPa is applied for 10 minutes to 15 minutes.

[0015] Preferably, before inserting the PVC exhaust pipe, its outer surface is coated with a silicone grease-based release agent with a mass fraction of 8% to 10%. After coating, it is left to stand and cure for 3 minutes to 5 minutes to form a dry film layer; the insertion depth of the PVC exhaust pipe is 80% to 85% of the thickness of the lower layer of concrete. The insertion is carried out in two stages: Pre-vibration stage: A high-frequency vibration device is used to pre-vibrate the surface of the lower layer of concrete at a frequency of 100 Hz to 120 Hz for 5 seconds; Insertion stage: When the initial insertion depth is 0 - 10 cm, it is advanced at a speed of 10 cm / s with a vibration frequency of 100 Hz. When inserting to the target depth subsequently, the speed is increased to 25 cm / s and the vibration frequency is increased to 120 Hz; the bottom conical deflector of the exhaust pipe is provided with spiral flow channels with a groove depth of 0.5 mm and a pitch of 5 mm; when removing the PVC exhaust pipe, a vibrating rod with a diameter of 20 mm is inserted equidistantly at 3 points along the circumference of the through-hole, with a distance of 10 mm between the vibrating rod and the hole wall, and the single vibration time is 5 seconds to 8 seconds. Preferably, when paving the upper-layer concrete, three infrared temperature measurement points are arranged within a range of 200 mm from the center of the through-hole to collect the surface temperature of the lower-layer concrete and the temperature data of the freshly mixed concrete in real time. When the temperature difference exceeds 3°C, the double-helix preheating / cooling device is activated to adjust the temperature of the freshly mixed concrete, and the adjustment rate is 0.5°C / min to 0.8°C / min.

[0016] Preferably, when the internal vibrator is operating, three-level vibration rings are set with the center of the through-hole as the reference. The radius of the first-level vibration ring is 3 times the diameter of the through-hole, the radius of the second-level vibration ring is 5 times the diameter of the through-hole, and the radius of the third-level vibration ring is 7 times the diameter of the through-hole; the vibrating rod of the internal vibrator adopts a double-stage variable-diameter structure, the length of the upper part with a diameter of 20 mm is 150 mm, the length of the lower part with a diameter of 15 mm matches the depth of the through-hole, and the variable-diameter transition zone is set 10 mm below the interface between the upper and lower layers of concrete; during vibration, it is implemented in the order of "outer side first and then inner side" along the circumference of the through-hole. The vibrating rod of the first-level vibration ring is obliquely inserted into the concrete at an angle of 30°, the insertion point is 75 mm from the center of the through-hole, and the adjacent vibration points are spaced at an angle of 60°. The vibration frequency gradually increases from 80 Hz to 120 Hz; the second-level vibration ring is vertically inserted, the insertion point is 125 mm from the center, the spacing angle is 45°, and the vibration frequency is constant at 100 Hz; the insertion point of the third-level vibration ring is 175 mm from the center, the spacing angle is 30°, and the vibration frequency decreases from 120 Hz to 60 Hz; after each level of vibration ring is vibrated, a clean slurry with a pressure of 0.2 MPa is injected into the through-hole through a guiding sleeve with an inner diameter of 25 mm, and the grouting volume is controlled at 120% to 150% of the volume of the through-hole; immediately after grouting, an elastic rubber core mold with a diameter of 24 mm is inserted. The outer surface of the core mold is provided with spiral grooves with a depth of 0.5 mm, and a radial pressure of 0.1 MPa is applied and maintained for 5 minutes, and the elastic rubber core mold is pulled out before final setting.

[0017] Preferably, within 30 minutes after the shrinkage joint cutting is completed, an elastic rubber band with a width of 50 mm is used to cover the joint opening, and a transverse pre-tightening force of 8 N / mm to 10 N / mm is applied. At the same time, a micro temperature compensator is set every 1 m along the joint length direction. The expansion and contraction range of the compensator is ±3 mm, and the initial pre-compression amount is set to 1.5 mm to 2 mm; during the curing period, the change in joint width is monitored daily. When the change rate of joint width exceeds 5%, a periodic micro-vibration of 0.05 Hz to 0.1 Hz is applied through the micro temperature compensator for dynamic adjustment.

[0018] The present invention has at least the following beneficial effects: First, a grid-like groove with controllable depth is formed by high-pressure water gun scouring, which enhances the mechanical bite between concrete and roadbed and improves the interlayer bonding performance; the double-layer isolation layer design realizes the synergistic effect of waterproof sealing and stress buffering, and reduces the concentration of interlayer shear stress; the three-dimensional steel skeleton configuration effectively disperses the three-dimensional direction load and inhibits the crack expansion path; the layered casting process combines temperature difference control to reduce interface thermal stress, and cooperates with the exhaust pipe setting to eliminate internal air cavity pressure; the shrinkage joint parameters are precisely controlled to ensure uniform stress release. This comprehensive solution systematically improves the integrity and durability of the pavement structure.

[0019] First, the temperature and humidity field distribution is optimized through the combination of double-layer covering materials, the polypropylene-viscose composite water-retaining film realizes directional water transport, and the aluminum foil foam composite reflective layer blocks external heat radiation; the intermittent pulse watering process matches the concrete hydration process, the midday penetrant enhances the surface density, and the night temperature compensation reduces the shrinkage gradient; vacuum suction regulates the surface moisture content to avoid strength loss caused by excessive wetting. This maintenance mode significantly improves the uniformity of early strength development.

[0020] Third, a multi-directional stress transmission channel is formed by spatial cross-linking of the main and auxiliary reinforcements. The 45° oblique reinforcement effectively transforms shear stress into axial force, inhibiting the initiation of oblique cracks. The gradient design of the main reinforcement spacing adapts to the distribution law of bending moment, and the secondary reinforcement densification area improves the local anti-punching capacity. This structural design makes the load distribution more consistent with the mechanical properties of concrete materials.

[0021] Fourth, three-dimensional interwoven textures are formed by angle and speed control, and the trapezoidal groove structure increases the effective contact area; the temperature-controlled water flow softens the surface microstructure and promotes the interlocking effect of aggregates; the track spacing and cross angle calculation model ensures that the groove distribution density meets the standard. This process achieves a balance between interface roughness and structural integrity.

[0022] Fifth, the chemical bonding strength between geotextile fiber and interface agent is improved through silane coupling agent pretreatment; the gradient permeability structure is formed by the step-by-step coating process, the bottom coating fills the fiber gap, and the top coating constructs a continuous film layer; the synchronous rolling process regulates the rheological behavior of the interface agent, and the spiral micro-convex structure produces a directional shear force field to promote the penetration of the agent into the three-dimensional pores. This interface treatment technology strengthens the microstructure of the interlayer transition zone.

[0023] Sixth, through the differential design of two-stage rolling parameters, bubbles are quickly eliminated in the pre-pressing stage, and the fiber interlacing nodes are compacted in the final pressing stage; temperature monitoring prevents thermal damage, speed ratio control ensures penetration integrity; and the elastic pad post-pressing process eliminates residual stress. This synergistic effect improves the density and fatigue resistance of the interface bonding layer.

[0024] Seventhly, the friction coefficient of the pipe wall is reduced through the release agent dry film layer, and the conical deflector optimizes the concrete flow pattern; the two-stage insertion process combined with the adjustment of vibration parameters avoids the formation of voids around the pipe; circumferential vibration eliminates the interface weakening area, and the spiral groove guides the orderly discharge of air. This technology ensures the structural integrity and functional reliability of the exhaust passage.

[0025] Eighthly, the layout of infrared temperature measurement points covers the core area affected by heat, and the dual-temperature zone control device realizes precise temperature control; the tapered vibrating rod design adapts to the compaction requirements at different depths, and the spiral expansion path matches the stress attenuation law; compressed air negative pressure suction repairs the micro-defects at the interface. This process system effectively inhibits the interlayer peeling caused by temperature gradient.

[0026] Ninthly, the three-stage vibrating ring forms a stress gradient release area, and the variable-diameter rod body design matches the compaction requirements in different areas; the grouting compensation process repairs the vibrating disturbance area, and the elastic core mold spiral groove guides the directional distribution of the slurry; the rib structure enhances the crack resistance of the hole wall. This combined effect improves the mechanical continuity of the interface transition zone.

[0027] Tenthly, the transverse pre-tightening force of the elastic rubber band offsets the initial shrinkage stress, and the temperature compensator dynamically adjusts the change in the joint width; periodic micro-vibrations eliminate the residual stress concentration, and the expansion and contraction range design adapts to the creep characteristics of the material. This curing system maintains the functional stability of the shrinkage joint.

[0028] Other advantages, objectives, and features of the present invention will be partially reflected by the following description and partially understood by those skilled in the art through the research and practice of the present invention. Detailed Embodiment

[0029] The following further detailed description of the present invention is made in conjunction with embodiments, so that those skilled in the art can implement it according to the description in the specification.

[0030] It should be noted that the experimental methods described in the following embodiments are all conventional methods unless otherwise specified, and the reagents and materials can be obtained from commercial channels unless otherwise specified.

[0031] In one embodiment of the present invention, a method for preventing cracks in a concrete pavement is provided, including: before the concrete paving, the roadbed surface is flushed with a high-pressure water gun, the flushing water pressure is controlled at 15 MPa to 18 MPa, and a grid-shaped groove with a depth of 3 mm to 5 mm is formed on the roadbed surface after flushing; a double-layer isolation layer is laid on the flushed roadbed surface, the lower isolation layer is made of a polyethylene film with a thickness of 0.3 mm to 0.5 mm, and the upper isolation layer is made of 200 g / m 2 to 250 g / m 2The polypropylene geotextile has a silicone interface agent with a thickness of 1 mm to 1.5 mm coated between two isolation layers; a three-dimensional steel bar skeleton is erected above the upper isolation layer, and concrete paving is carried out using a layered pouring process. The thickness of the lower-layer concrete is 60 ± 2% of the total designed thickness. Immediately after paving, a PVC exhaust pipe with a diameter of 25 mm is inserted. The exhaust pipes are arranged in a plum blossom shape with a spacing of 1.5 m. When the initial setting strength of the lower-layer concrete reaches 0.5 MPa, the exhaust pipes are removed to form through holes, and a retarder solution is sprayed on the surface of the lower-layer concrete, with a spraying amount of 0.3 kg / m 2 to 0.5 kg / m 2 , and after spraying, it is left standing for 20 minutes to 30 minutes; then the upper-layer concrete is paved. When paving, the temperature difference between the freshly mixed concrete and the lower-layer concrete is controlled not to exceed 5°C. An immersion vibrator is used to vibrate along the through holes formed by the exhaust pipes, and the insertion depth of the vibrator penetrates the interface between the upper and lower layers of concrete; when the compressive strength of the concrete reaches 5 MPa to 7 MPa, a segmented cutting process is used to preset shrinkage joints, and the cutting depth is 1 / 4 to 1 / 3 of the total thickness of the road surface, and the length difference between adjacent cutting segments is controlled within 10%.

[0032] In the above embodiment, the high-pressure water gun can select a plunger pump type cleaning machine with a working pressure range covering 12 - 20 MPa, a nozzle diameter of 2.5 - 3.0 mm, and the water flow temperature is controlled at 35 - 40°C through an internal heater. The groove depth is achieved by adjusting the moving speed of the spray gun. When the angle between the spray gun and the roadbed is 60° and the moving speed is 0.8 m / s, a trapezoidal groove with a depth of 3 - 5 mm can be formed. The groove spacing is controlled by the transverse translation step. The spacing between the first scouring tracks is 150 mm, and the second scouring track intersects with the first at a 30° angle. During construction, the operator advances the equipment longitudinally along the roadbed and laterally adjusts the position of the spray gun every 5 m in length. In the above embodiment, the polyethylene film can select a product meeting the ASTM D4397 standard, with a thickness tolerance of ±0.02 mm and a width of 2 - 4 m. The weight deviation of the polypropylene geotextile is controlled within ±5%. When laying, a hot melt welding machine is used to process the joints, and the weld bead temperature is 180 - 200°C. The silicone interface agent can select a silicone-modified acrylic emulsion with a viscosity of 800 - 1200 mPa·s, and a toothed trowel with a tooth height of 1.5 mm is used for coating. The retarder can select a polycarboxylic acid retarder, and the concentration of the retarder solution can be selected from 15% to 20%. The rolling equipment can be equipped with a steel core rubber roller with a diameter of 200 mm, and the line pressure is adjusted through a pneumatic system. During construction, it is reciprocally rolled 3 times transversely along the roadbed. In the above - mentioned embodiment, the longitudinal main reinforcement bars adopt HRB400 ribbed bars with a nominal diameter of 12 mm, and the length error is ≤ 2 mm / m. The transverse secondary reinforcement bars have a diameter of 10 mm. After being cut to a fixed length, they are welded to the main reinforcement bars by a CO2 gas - shielded welding machine. The cutting - angle error of the diagonal reinforcement bars is ≤ 0.5°. When erecting the steel - bar framework, concrete - protection pads are set at the bottom with a spacing of 800 mm × 800 mm. During layered pouring, the paving thickness of the lower - layer concrete is monitored in real - time by a laser thickness gauge, and the thickness deviation is controlled within ± 3 mm. In this embodiment, by precisely controlling the interface - treatment parameters, optimizing the inter - layer material combination, strengthening the three - dimensional reinforcement system, and scientifically setting the shrink - joint parameters, the inter - layer bonding strength, load - transfer efficiency, and temperature - stress adaptability of the concrete pavement are systematically improved, forming a complete anti - cracking technical system.

[0033] In another embodiment of the present invention, the anti - cracking construction method for the concrete pavement further includes: adopting a double - layer covering method during the curing stage. The inner layer is a water - absorbent and water - retaining film, and the outer layer is a reflective heat - insulating film. During the curing period, intermittent watering is carried out 3 times a day, with an interval of 6 hours between each watering, and the temperature difference between the water temperature and the road - surface temperature is kept within the range of ± 3°C; the water - absorbent and water - retaining film adopts a composite woven structure of polypropylene fiber and viscose fiber, with a surface density of 180 g / m² to 220 g / m², a longitudinal tensile strength of ≥ 8 kN / m, and a transverse water - absorption rate of ≥ 25 mm / 10 min; the reflective heat - insulating film is composed of a composite of an aluminum - foil reflective layer and a closed - cell foam - plastic layer, with an aluminum - foil thickness of 0.03 mm to 0.05 mm and a thermal resistance value of the foam layer of ≥ 0.35 m 2 ·K / W; when covering, a 2 - mm to 3 - mm air interlayer is reserved between the water - absorbent and water - retaining film and the concrete surface, and it is fixed bidirectionally at a spacing of 500 mm with U - shaped plastic fasteners; during the period from the 3rd day to the 7th day of curing, differential watering is carried out at 09:00, 15:00, and 21:00 every day. The watering volume at noon increases by 20% to 30% and 0.3% to 0.5% of organosilicon penetrant is added, and the watering temperature at night is increased by 2°C to 3°C to compensate for radiative cooling.

[0034] In the above - mentioned embodiment, the water - absorbent and water - retaining film can select a fabric woven by compounding polypropylene fiber and viscose fiber in a ratio of 7:3, and the surface - density parameter is controlled within 180 - 220 g / m 2 ², and the longitudinal tensile strength is adjusted to more than 8 kN / m through fiber twist. The reflective heat - insulating film can select a coil compounded by 0.03 - 0.05 - mm - thick aluminum foil and 5 - mm - thick closed - cell polyethylene foam, with an aluminum - foil reflectivity of ≥ 85% and a thermal - conductivity coefficient of the foam layer of ≤ 0.035 W / (m·K). When covering, the water - retaining film is fixed at the edge of the roadbed by U - shaped plastic fasteners with a spacing of 500 mm, arranged alternately horizontally and vertically. The lap joint of the heat - insulating film is bonded with double - sided tape, and the lap - joint width is ≥ 100 mm. In the above embodiments, the dual-temperature zone control device can be equipped with a PT100 temperature sensor and a PID adjustment module, and the water temperature adjustment rate is set to 0.5 - 0.8 °C / min. The atomizing nozzle can be a stainless steel fan-shaped nozzle with a pore diameter of 0.5 - 0.8 mm, and the spraying angle is controlled by adjusting the screwing depth of the thread. The sprinkling operation is divided into three stages: in the first stage, a high-pressure piston pump is used to spray at a flow rate of 5 L / m², in the second stage, a gear pump is switched to maintain a flow rate of 2 L / m 2 flow rate, and in the third stage, an electromagnetic valve is used to control intermittent spraying. The vacuum adsorption device is installed at the rear of the sprinkler truck, and the negative pressure value is adjusted to -5 - 8 kPa through a vacuum generator. In the above embodiments, a silane emulsion penetrant can be added during midday sprinkling, with a dosage of 0.3 - 0.5%, and it is quantitatively injected into the water delivery pipeline through a peristaltic pump. The temperature compensation for night sprinkling is achieved through an electric heating rod, with the water temperature increased by 2 - 3 °C, and the heating power is configured at 0.5 kW / m². Infrared thermal imagers are used for temperature monitoring to scan the concrete surface, and the temperature measurement points are spaced 200 mm apart. The differential sprinkling time periods are set at 09:00, 15:00, and 21:00, and the duration of each sprinkling is controlled by a PLC (12) program, with an error ≤ ±30 seconds. In this embodiment, through the combination optimization of composite covering materials for humidity retention and heat reflection efficiency, combined with a hierarchical sprinkling process to match the requirements of different concrete curing stages, and combined with a temperature dynamic compensation mechanism, refined control of the temperature and humidity fields during the curing process is achieved, effectively reducing early shrinkage cracks and improving the surface density.

[0035] In another embodiment of the present invention, the three-dimensional steel bar framework is composed of longitudinally main steel bars, transversely secondary steel bars, and obliquely reinforcing steel bars welded together. The longitudinally main steel bars are made of HRB400 steel bars with a diameter of 12 mm, with a spacing of 150 mm, the transversely secondary steel bars are made of HRB400 steel bars with a diameter of 10 mm, with a spacing of 200 mm, and the obliquely reinforcing steel bars are cross-welded at the intersection of the main and secondary steel bars at a 45-degree angle.

[0036] In the above embodiments, the longitudinally main steel bars can be HRB400 hot-rolled ribbed steel bars with a nominal diameter of 12 mm, with a standard yield strength value ≥ 400 MPa, and the length cut-to-length error is controlled within ±5 mm. The spacing of the main steel bars is calibrated by a laser locator, with an allowable deviation of ±2 mm. For welding, a CO2 gas shielded welding machine with a rated current of 250 - 350 A can be selected, with a wire diameter of 1.2 mm and a shielding gas flow rate of 15 - 20 L / min. The steel bars are straightened using a hydraulic straightening machine, and the camber is controlled within 1 mm / m. When the main steel bars are laid longitudinally along the road surface, temporary support frames are set every 10 m to prevent laying deviation.

[0037] In the above embodiment, the transverse auxiliary bars can be HRB400 steel bars with a diameter of 10 mm, and the length error of the fixed-length cutting is ≤ 3 mm. The adjustable limit fixture is used to control the spacing, and the scale accuracy of the fixture is 0.5 mm. Double-sided lap welding is adopted at the welding joints, the weld length is ≥ 80 mm, and the weld leg height is ≥ 4 mm. When binding the steel bars, the intersection points are temporarily fixed with galvanized iron wires with a diameter of 1.0 - 1.2 mm. After the transverse bars are laid, a magnetic detector is used to spot-check the weld quality, and the detection coverage rate is ≥ 20%.

[0038] In the above embodiment, the diagonal reinforcing bars can be HRB400 steel bars with a diameter of 8 mm, the cutting angle error is ≤ 0.5°, and the flatness of the cut is ≤ 0.2 mm. The welding angle is controlled by an angle positioning template, and the scale accuracy of the template is 0.1°. When welding the intersection points of the reinforcing bars and the main and auxiliary bars, the four-point symmetric welding method is adopted, and the welding time for each point is 3 - 5 seconds. After welding is completed, a weld gauge is used to detect the weld leg height, and the qualified standard is 4 - 5 mm. After the overall erection of the framework, a total station is used to detect the three-dimensional coordinate deviation, the longitudinal deviation is ≤ 3 mm / m, and the transverse deviation is ≤ 2 mm / m. In this embodiment, by precisely controlling the steel bar specification parameters, welding process and spatial positioning accuracy, a stable and reliable three-dimensional force transmission system is formed, which effectively disperses the multi-directional load stress, inhibits the expansion of microcracks inside the concrete, and improves the overall anti-deformation ability of the pavement structure.

[0039] In another embodiment of the present invention, the high-pressure water gun flushing treatment adopts the two-time directional cross-flushing process, and the water temperature of the two-time flushing is controlled at 35°C to 40°C; when flushing for the first time, the spray gun forms an angle of 60 degrees with the roadbed surface and moves uniformly along the longitudinal direction of the road surface at a speed of 0.8 m / s, and the distance between adjacent two first-flushing tracks is 150 mm; when flushing for the second time, the spray gun forms an angle of 45 degrees with the roadbed surface and moves at a speed of 0.5 m / s along the transverse direction of the road surface. The second-flushing track forms a 30-degree intersection angle with the first-flushing track, and the distance between adjacent two second-flushing tracks along the longitudinal direction of the road surface is 85 mm; the first-flushing track and the second-flushing track are combined to form a grid-shaped groove, and the cross-sections of the first-flushing track and the second-flushing track are trapezoidal structures, the width of the groove opening is 5 mm to 6 mm, the width of the groove bottom is 3 mm to 4 mm, and the height is 3 mm to 5 mm.

[0040] In the above embodiment, the high-pressure water gun can use a plunger pump cleaning machine, the working pressure is set to 15-18MPa, the nozzle diameter is 2.5-3.0mm, and the angle between the spray gun and the roadbed surface is fixed to 60° by the angle adjustment frame. The moving speed is controlled by the frequency conversion motor to 0.8m / s, and the track spacing is calibrated to 150mm by the laser guide. The water flow temperature is maintained at 35-40℃ by the built-in electric heater, and the water temperature fluctuation is ≤±1℃. During the flushing operation, the operator pushes the equipment longitudinally along the roadbed and adjusts the spray gun position laterally after completing a length of 10m.

[0041] In the above embodiment, the secondary flushing spray gun can be installed with an adjustable angle bracket, and the angle with the roadbed surface is adjusted to 45°, and the moving speed is reduced to 0.5m / s. The track intersection angle is calibrated to 30° by an electronic compass, and the lateral translation step is set to 85mm. The flushing equipment is equipped with a dual pump linkage system, and the pressure fluctuation is controlled at ±0.5MPa. During the secondary flushing, the operator advances the equipment horizontally and adjusts the position of the spray gun longitudinally after completing a length of 5m. The two flushing trajectories are superimposed to form a grid-like groove, and the grid unit size is verified by the trajectory intersection calculation model.

[0042] In the above embodiment, the cross-sectional shape of the groove is controlled by the geometric parameters of the nozzle. A trapezoidal cross-section nozzle (13) can be selected, with a groove width of 5-6 mm and a groove bottom width of 3-4 mm. The groove depth is adjusted by the matching relationship between the water pressure and the moving speed. When the water pressure is 16 MPa and the speed is 0.7 m / s, the depth reaches 4 mm. The water flow temperature control system can be equipped with a PID temperature control module (14), and the heating power is configured at 0.8 kW / m². After construction, a three-dimensional laser scanner (15) is used to detect the groove parameters. The depth deviation is allowed to be ±0.3 mm and the spacing deviation is ±5 mm. In this embodiment, through the coordinated control of parameters of two directional cross-scouring, a three-dimensional groove structure with uniform depth and reasonable distribution is formed, the surface roughness distribution of the roadbed is optimized, the mechanical bite effect between the concrete and the roadbed is enhanced, and at the same time, damage to the base layer caused by excessive scouring is avoided, thereby improving the interface bonding stability.

[0043] In another embodiment of the present invention, the polypropylene geotextile is pre-impregnated with a silane coupling agent solution having a mass fraction of 3% to 5% when it is laid, and dried to a moisture content of ≤0.8% after impregnation; the silicone interface agent is coated twice, and the first time a primer layer with a thickness of 0.3mm to 0.5mm is coated on the dried polypropylene geotextile, and when the surface is dry to a non-stick state, a second coating is applied to a total thickness of 1mm to 1.5mm. After coating, the polypropylene geotextile is laid, and immediately a rubber roller with a diameter of 200mm is used for bidirectional rolling at a linear pressure of 50N to 80N, and the rolling speed is maintained at 0.8m / s to 1.2m / s. After rolling, the penetration depth of the interface agent reaches 60% to 70% of the thickness of the geotextile.

[0044] In the above embodiment, the silane coupling agent solution can be KH-550 type amino silane, and the mass fraction is controlled at 3%-5%. It is quantitatively injected into the impregnation tank through a peristaltic pump. The impregnation time is set at 3-5 minutes, and the solution temperature is maintained at 25-30°C. The drying process can use a hot air circulation oven with a wind speed of 2-3 m / s, and the temperature gradient gradually decreases from 80°C to 50°C. The drying end point is based on the reading of the moisture content detector ≤ 0.8%. The impregnation tank is installed behind the geotextile unwinding device, and a tension adjusting roller is set at the outlet of the oven to prevent the geotextile from shrinking and deforming. In the above embodiment, the silicone interface agent can be a two-component condensation type product. The viscosity of component A is 800-1000 mPa·s, and the addition amount of component B curing agent is 5%-7%. The first coating uses a toothed trowel with a tooth height of 1.5 mm, and the coating thickness is adjusted to 0.3-0.5 mm by the trowel inclination angle. The surface dry state is judged by a contact hygrometer, and the second coating is carried out when the surface moisture content ≤ 1.5%. The coating equipment can be equipped with a metering gear pump with a flow error ≤ ±2%. After the second coating, the total thickness of the interface agent is randomly inspected by a laser thickness gauge, and 3 points are detected per 20 ㎡. In the above embodiment, the rubber roller can be coated with styrene-butadiene rubber with a Shore hardness of 65±5, and the roller surface temperature is controlled at 25-30°C by a circulating water system. In the first stage of pre-pressing, a pneumatic cylinder is used to apply a linear pressure of 50-60 N, the roller moving speed is 1.2 m / s, and it is unidirectionally rolled 2 times. In the second stage of final pressing, the hydraulic system is switched, the pressure is increased to 70-80 N, and the speed is reduced to 0.8 m / s, and it is reversely rolled 3 times. The overlapping width of the rolling track is monitored by an encoder with a deviation ≤ ±3 mm. Immediately after rolling, a thickness detection needle is used to measure the penetration depth of the interface agent, and the detection point spacing is 500 mm. In this embodiment, the surface activity of the geotextile fiber is optimized through the impregnation drying process, and combined with the parameters of layered coating and gradient rolling, the directional penetration and uniform distribution of the interface agent in the three-dimensional pores are realized, the microstructure of the interlayer transition zone is strengthened, and the co-deformation ability of the isolation layer and the concrete is improved.

[0045] In another embodiment of the present invention, the surface of the rubber roller is processed with a continuous spiral micro-protrusion structure having a width of 0.5 mm and a height of 0.2 mm. The working temperature of the roller is maintained at 25°C to 30°C through a built-in circulating water system; the rolling operation is implemented in two stages. In the first stage, unidirectional pre-pressing is carried out with a line pressure of 50 N to 60 N and a speed of 1.2 m / s. In the second stage, reverse final pressing is carried out with a line pressure of 70 N to 80 N and a speed of 0.8 m / s; the overlapping width of the rolling tracks in the two stages is 30 mm to 40 mm, and the interval time between adjacent rolling belts does not exceed 30 seconds; during the rolling process, the temperature rise value on the surface of the polypropylene geotextile is monitored in real time and does not exceed 8°C, and the ratio of the capillary penetration speed of the silicone interface agent between the geotextile fibers to the rolling propulsion speed is maintained at 1.2:1 to 1.5:1 by adjusting the traveling speed of the rubber roller; immediately after the final pressing is completed, the rolled area is covered with an elastic cushion plate having a thickness of 2 mm, and a uniform pressure of 5 kPa to 8 kPa is applied for 10 minutes to 15 minutes.

[0046] In the above embodiment, the surface of the rubber roller can be processed with a continuous spiral micro-protrusion structure, and precision machining is carried out using a numerical control engraving machine. The width of the micro-protrusion is 0.5 mm, the height is 0.2 mm, and the spiral pitch is 3.0 mm. A stainless steel circulating water jacket can be installed inside the roller, and the inlet water temperature is set to 25 - 30°C through a temperature controller, and the temperature difference at the outlet is controlled within ±1°C. When assembling the bearing seats at both ends of the roller, an axial gap of 0.05 mm is reserved to prevent thermal expansion jamming. In the above embodiment, a dual-mode hydraulic station can be selected for the staged rolling operation. In the pre-pressing stage, the line pressure is adjusted to 50 - 60 N through a proportional valve, and the speed sensor monitors the moving speed of the roller at 1.2 m / s. When unidirectionally rolling, the overlapping width of adjacent tracks is controlled at 30 - 40 mm through a laser locator. In the final pressing stage, it is switched to the high-pressure mode, the pressure of the hydraulic system is increased to 70 - 80 N, the speed is reduced to 0.8 m / s, and the reverse rolling track forms a 15° crossing angle with the pre-pressing track. The rolling interval time is controlled by a timer and does not exceed 30 seconds. In the above embodiment, an infrared thermometer can be selected for temperature monitoring. The probe is installed 300 mm behind the roller to monitor the temperature rise on the surface of the geotextile in real time. When the temperature rise value exceeds 8°C, the PLC controller automatically reduces the traveling speed of the roller by 0.1 m / s. The capillary penetration speed is observed by a high-speed camera to measure the moving rate of the interface agent front. When the ratio of the penetration speed to the rolling speed is lower than 1.2:1, an alarm is triggered to prompt adjustment of the rolling parameters. After the final pressing is completed, the elastic cushion plate quickly covers the working surface through a vacuum chuck, and a uniform pressure of 5 - 8 kPa is applied through a pneumatic cylinder, and the pressure holding time is set to 10 - 15 minutes. In this embodiment, through the optimization of the roller structure and the control of phased parameters, the directional penetration of the interface agent in the fiber pores is realized. Combined with the dynamic adjustment of temperature and speed, a uniform and dense transition structure of the interface bonding layer is ensured, and the interlayer shear resistance and fatigue resistance are improved.

[0047] In another embodiment of the present invention, a silicone grease-based release agent with a mass fraction of 8% to 10% is coated on the outer surface of the PVC exhaust pipe before insertion. After coating, it is left to stand and cure for 3 to 5 minutes to form a dry film layer; the insertion depth of the PVC exhaust pipe is 80% to 85% of the thickness of the lower-layer concrete, and the insertion is carried out in two stages: Pre-vibration stage: Use a high-frequency vibration device to pre-vibrate the surface of the lower-layer concrete at a frequency of 100 Hz to 120 Hz for 5 seconds; Insertion stage: When the initial insertion depth is 0 - 10 cm, it is advanced at a speed of 10 cm / s, with a vibration frequency of 100 Hz. When inserting to the target depth subsequently, the speed is increased to 25 cm / s, and the vibration frequency is increased to 120 Hz; The bottom conical deflector of the exhaust pipe is provided with spiral flow guide grooves, with a groove depth of 0.5 mm and a pitch of 5 mm; When removing the PVC exhaust pipe, a vibrating rod with a diameter of 20 mm is inserted equidistantly along the circumference of the through hole at 3 points, with a distance of 10 mm between the vibrating rod and the hole wall, and the single vibration time is 5 to 8 seconds. In the above embodiment, the silicone grease-based release agent can be selected as polydimethylsiloxane emulsion, and the mass fraction is controlled at 8% - 10%. It is uniformly coated on the outer surface of the PVC exhaust pipe through a peristaltic pump. The coating thickness is adjusted to 0.05 - 0.1 mm by a scraper. The standing and curing are carried out in a constant-temperature oven, with the temperature set at 40 - 45 °C and the curing time of 3 - 5 minutes. The high-frequency vibration auxiliary device can be selected as an electromagnetic vibrator, with a frequency adjustment range of 100 - 120 Hz and an amplitude of 0.1 - 0.3 mm. During the insertion operation, the exhaust pipe is positioned by a guiding fixture. The initial 10 cm section is advanced at a speed of 10 cm / s, and the subsequent section is accelerated to 25 cm / s. The vibration parameters are dynamically adjusted according to the insertion depth. In the above embodiment, the deflector can be selected to be numerically controlled and formed from nylon material, with a cone angle of 30 - 45°, and the surface roughness of the cone surface Ra ≤ 1.6 μm. The air flow channel can be designed as 4 evenly distributed axial straight grooves, with a groove width of 1.0 - 1.2 mm, a depth of 0.4 - 0.5 mm, and a fillet radius at the bottom of the groove of 0.2 mm. The deflector is fixed to the bottom of the exhaust pipe by threaded connection, and the installation torque is controlled at 5 - 8 N·m. The inner wall of the channel is sprayed with a polytetrafluoroethylene coating with a thickness of 0.02 - 0.03 mm to reduce the adhesion of concrete. After the deflector is assembled, an airtightness detector is used to test the air flow resistance, and the pressure drop ≤ 50 Pa / m.

[0048] In the above-described embodiment, when removing the exhaust pipe, an insert type pneumatic vibrator with a diameter of 20 mm can be selected as the vibrator, with a vibration frequency of 120 - 150 Hz and an amplitude of 0.5 - 0.8 mm. The three-point vibration positions are located by a dividing plate, with an included angle of 120° between adjacent points, and the insertion depth is 2 / 3 of the through-hole depth. The tip of the vibrator is 10 mm away from the hole wall, and the single vibration time is 5 - 8 seconds. The vibration energy is controlled within 200 - 300 J by a pressure sensor. After vibration, the quality of the hole wall is detected by an endoscope, and the surface residues are removed by a negative pressure suction nozzle, with the suction value set at -10 to -15 kPa. In this embodiment, by optimizing the surface treatment process of the exhaust pipe and the control of insertion parameters, combined with the structural design of the flow guide head and the directional vibration technology, it is ensured that the exhaust passage forms a complete and dense inner wall structure, effectively eliminating the interface weakening area and improving the interlayer exhaust efficiency and structural integrity.

[0049] In another embodiment of the present invention, when paving the upper-layer concrete, 3 infrared temperature measurement points are arranged within a range of 200 mm from the center of the through-hole to collect the surface temperature of the lower-layer concrete and the temperature data of the freshly mixed concrete in real time. When the temperature difference exceeds 3°C, the double-helix preheating / cooling device is started to adjust the temperature of the freshly mixed concrete, and the adjustment rate is 0.5°C / min to 0.8°C / min.

[0050] In the above-described embodiment, the infrared temperature measurement points can select PT100 platinum resistance temperature sensors, which are installed on the circumference 200 mm away from the center of the through-hole in an equilateral triangle layout, and the spacing error of the temperature measurement points is ≤ ±5 mm. The double-helix preheating / cooling device can be equipped with a dual-channel temperature control module. The cooling medium selects ethylene glycol solution, and the heating element is a stainless steel electric heating tube. When the temperature difference exceeds 3°C, the PID controller starts the adjustment program, and the freshly mixed concrete exchanges heat through the jacket structure of the screw conveyor. The conveying speed is controlled at 1 - 1.5 m / min, and the heat exchange area is configured at 0.8 m² / m³. In the above-described embodiment, the tapered vibrator can select an alloy steel rod body with a hard chromium plating at the front end, a taper of 1:10, the rod head diameter gradually changing from 20 mm to 15 mm, and the length tolerance controlled within ±1 mm. The spiral expansion path is realized by a servo motor driving a rotating bracket, and the positioning error of the initial insertion point is ≤ ±2 mm. During the vibration operation, in the high-frequency mode, an electromagnetic vibrator generates vibrations of 120 - 150 Hz, and in the low-frequency mode, it switches to an eccentric block vibrator to output vibrations of 60 - 80 Hz. The retraction speed of the vibrator is monitored by an encoder, and the uniform control deviation is ≤ ±0.02 m / s. In the above embodiment, the compressed air system may be equipped with an air storage tank and a pressure reducing valve, with a pressure regulation range of 0.1 - 0.15 MPa, and the air flow rate is controlled at 5 - 8 L / min by a rotameter. The steel pressing roller may be a hollow roller with a galvanized surface. The rolling linear pressure is adjusted by a hydraulic proportional valve, and the pressure sensor provides real-time feedback of the deviation value. The rubber sealing cap may be a nitrile rubber molded part. The internal cavity pre-charged nitrogen pressure is calibrated by a precision pressure gauge. After the cap body is installed, it is fixed with a quick clamp, and silicone grease is applied to the sealing contact surface to enhance airtightness. In this embodiment, by combining precise temperature gradient control with the directional vibration compaction process, the bonding quality of the new and old concrete interfaces is optimized. Together with the compressed air repair and sealing treatment, it effectively inhibits the interlayer peeling caused by temperature stress, ensuring that the structural integrity and durability meet the design requirements.

[0051] In another embodiment of the present invention, when the insertion vibrator is operating, three levels of vibration rings are set with the center of the through-hole as the reference. The radius of the first-level vibration ring is 3 times the diameter of the through-hole, the radius of the second-level vibration ring is 5 times the diameter of the through-hole, and the radius of the third-level vibration ring is 7 times the diameter of the through-hole. The vibrating rod of the insertion vibrator adopts a double-stage variable diameter structure. The upper part with a diameter of 20 mm has a length of 150 mm, and the lower part with a diameter of 15 mm has a length matching the depth of the through-hole. The variable diameter transition zone is set 10 mm below the interface of the upper and lower layers of concrete. During vibration, it is carried out in the order of "outer side first and then inner side" along the circumference of the through-hole. The vibrating rod of the first-level vibration ring is obliquely inserted into the concrete at an angle of 30°, the insertion point is 75 mm away from the center of the through-hole, and the adjacent vibration points are spaced at an angle of 60°. The vibration frequency gradually increases from 80 Hz to 120 Hz. The second-level vibration ring is vertically inserted, the insertion point is 125 mm away from the center, the spacing angle is 45°, and the vibration frequency is constant at 100 Hz. The insertion point of the third-level vibration ring is 175 mm away from the center, the spacing angle is 30°, and the vibration frequency decreases from 120 Hz to 60 Hz. After each level of vibration ring completes the vibration, a clean slurry with a pressure of 0.2 MPa is injected into the through-hole through a guiding sleeve with an inner diameter of 25 mm. The grouting volume is controlled at 120% to 150% of the volume of the through-hole. Immediately after grouting, an elastic rubber core mold with a diameter of 24 mm is inserted. The outer surface of the core mold is provided with spiral grooves with a depth of 0.5 mm, and a radial pressure of 0.1 MPa is applied and maintained for 5 minutes. The elastic rubber core mold is pulled out before final setting.

[0052] In the above-described embodiment, the radii of the three-stage vibrating rings can be set at 3 times, 5 times, and 7 times the diameter of the through-hole, corresponding to 75 mm, 125 mm, and 175 mm for a 25-mm through-hole. The spacing between the vibration points of the first-stage vibrating ring is controlled at 60° by a dividing plate, and the insertion angle of the vibrating rod is adjusted to a 30° inclination angle by an angle locator. The vertical insertion point spacing of the second-stage vibrating ring is set at 45°, and the vibration frequency is locked at 100 Hz by a frequency converter. The vibration frequency of the third-stage vibrating ring linearly decreases from 120 Hz to 60 Hz, and the decreasing rate is set at 10 Hz / s by a program controller. The vibration trajectory is monitored in real time by a laser tracker, and the path deviation ≤ ±3 mm. In the above-described embodiment, the variable-diameter vibrating rod can be a combined structure of a 20-mm diameter alloy steel rod body and a 15-mm diameter cemented carbide head. The taper of the transition zone is 1:10, and the length tolerance is ±0.5 mm. The surface of the upper 150-mm section of the rod body is processed with knurling, and the texture depth is 0.1 - 0.2 mm to enhance the gripping force. The length of the lower rod head matches the depth of the through-hole, and the insertion depth is controlled by an adjustable limit sleeve with a limit accuracy of ±1 mm. The position of the variable-diameter transition zone is calibrated 10 mm below the interface by a laser rangefinder to ensure the continuity of stress transfer. In the above-described embodiment, a screw-type grouting pump can be selected for the grouting process. The grouting pressure is stabilized at 0.2 MPa by a pressure transmitter, and the grouting volume is calculated as 120% - 150% of the through-hole volume, with an error ≤ ±5%. The elastic rubber core mold can be made of silicone rubber material with a Shore hardness of 60 ± 5. The surface spiral grooves are formed by a molding process, with a groove depth of 0.5 mm and a pitch of 50 mm. After the core mold is inserted, a radial pressure of 0.1 MPa is applied by a hydraulic expander, and the pressure holding time is 5 minutes. Before final setting, the pulling-out speed of the core mold is controlled at 2 - 3 mm / s, and at the same time, hot air at 40 - 50 °C is introduced to assist in demolding. In this embodiment, through the synergistic effect of the hierarchical vibration parameters and the variable-diameter rod body structure, the gradient distribution of concrete density is optimized. In combination with the grouting compensation and core mold shaping processes, the vibration disturbance area is effectively repaired, a continuous interface transition zone with mechanical properties is formed, and the risk of interlayer peeling is reduced.

[0053] In another embodiment of the present invention, within 30 minutes after the shrinkage joint cutting is completed, an elastic rubber band with a width of 50 mm is used to cover the joint opening, and a transverse pre-tightening force of 8 N / mm to 10 N / mm is applied. At the same time, a micro temperature compensator is set every 1 m along the joint length direction. The expansion and contraction range of the compensator is ±3 mm, and the initial pre-compression amount is set at 1.5 mm to 2 mm. During the curing period, the change in joint width is monitored daily. When the joint width change rate exceeds 5%, a periodic micro-vibration of 0.05 Hz to 0.1 Hz is applied by the micro temperature compensator for dynamic adjustment.

[0054] In the above embodiment, the elastic rubber belt can be made of neoprene material, with a width of 50 mm, a thickness of 3 mm, and a tensile strength of ≥ 8 MPa. During installation, a transverse pre-tightening force of 8 - 10 N / mm is applied through a hydraulic tensioner, and the pre-tightening force error is controlled within ±5%. The edges of the rubber belt are fixed with stainless steel buckles, with a buckle spacing of 200 mm, and the installation position is 10 mm from both sides of the joint. The tensioning operation is completed in two steps. First, it is pre-tightened to 80% of the target value, and after standing for 5 minutes, it is supplemented to 100% in the second step. The surface of the rubber belt is coated with a silane coupling agent, with a coating amount of 0.1 - 0.2 g / m, to enhance the adhesion to concrete. In the above embodiment, the temperature compensator can be a micro hydraulic cylinder structure, with a telescopic range of ±3 mm and an internal displacement sensor accuracy of ±0.1 mm. The compensator housing is made of 304 stainless steel, and the installation base is fixed on the concrete surface through chemical anchor bolts, with a spacing of 1 m. The initial pre-compression amount is adjusted to 1.5 - 2 mm with a micrometer, and the locking nut torque is set to 15 - 20 N·m after adjustment. The oil circuit system of the compensator is equipped with a pressure buffer valve, with a working pressure of 0.5 - 0.8 MPa and a response time of ≤0.5 s. In the above embodiment, for joint width monitoring, a laser rangefinder can be used, with a measurement frequency of 1 time per hour, and the data is sent to the controller through a wireless transmission module. When the length difference between adjacent cutting segments exceeds 5%, the controller triggers an electromagnetic vibrator to apply a micro vibration of 0.05 - 0.1 Hz, with an amplitude of 0.3 - 0.5 mm and a single vibration duration of 10 - 15 minutes. The vibration energy is real-time feedback through a piezoelectric sensor to dynamically adjust the vibration parameters. When the compensator is synchronized with the vibration operation, the hydraulic system pressure relief rate is controlled at 0.1 MPa / s to avoid pressure mutation damage to the structure. In this embodiment, through the synergistic effect of elastic pre-tightening and dynamic compensation, the early shrinkage stress of concrete is effectively offset, and the residual stress concentration is eliminated by combining periodic micro vibrations, maintaining the functional stability of the shrinkage joint and reducing the risk of crack propagation caused by temperature and humidity changes.

[0055] The equipment quantity and processing scale described here are used to simplify the description of the present invention. The application, modification, and variation of the concrete pavement anti-cracking construction method of the present invention are obvious to those skilled in the art.

[0056] Although the embodiments of the present invention have been disclosed as above, they are not limited to only the applications listed in the specification and embodiments. It can be fully applied to various fields suitable for the present invention. For those familiar with the field, additional modifications can be easily achieved. Therefore, without departing from the general concept defined by the claims and the equivalent scope, the present invention is not limited to specific details.

Claims

1. A concrete pavement anti-cracking construction method, characterized in that: include: Before concrete paving, the roadbed surface is scoured with a high-pressure water gun. The scouring water pressure is controlled at 15MPa to 18MPa. After scouring, a grid-like groove with a depth of 3mm to 5mm is formed on the roadbed surface. A double-layer isolation layer is laid on the surface of the scour roadbed. The lower isolation layer uses a polyethylene film with a thickness of 0.3mm to 0.5mm, and the upper isolation layer uses a 200g / m 2 Up to 250g / m 2 Polypropylene geotextile, with a silicone interface agent with a thickness of 1mm to 1.5mm coated between the two isolation layers; A three-dimensional steel skeleton is set up above the upper isolation layer, and the concrete is paved by layered pouring. The thickness of the lower concrete layer is 60±2% of the total design thickness. A PVC exhaust pipe with a diameter of 25 mm is inserted immediately after paving. The exhaust pipes are arranged in a plum blossom shape with a spacing of 1.5 m. When the initial setting strength of the lower concrete reaches 0.5 MPa, the exhaust pipe is removed and a through hole is formed. The retarder solution is sprayed on the surface of the lower concrete with a spraying amount of 0.3 kg / m 2 Up to 0.5kg / m 2 , let it stand for 20 to 30 minutes after spraying; then spread the upper concrete, and control the temperature difference between the fresh concrete and the lower concrete to not exceed 5°C during paving. Use an inserted vibrator to vibrate along the through hole formed by the exhaust pipe, and the vibrator rod should be inserted deep enough to penetrate the interface between the upper and lower concrete layers; When the compressive strength of concrete reaches 5MPa to 7MPa, the shrinkage joints are preset by using the segmented cutting process. The cutting depth is 1 / 4 to 1 / 3 of the total pavement thickness, and the length difference between adjacent cutting sections is controlled within 10%.

2. The concrete pavement anti-cracking construction method according to claim 1, characterized in that: Also includes: During the maintenance phase, a double-layer covering method is adopted, with the inner layer being a water-absorbing and water-retaining film and the outer layer being a reflective and heat-insulating film. During the maintenance period, intermittent watering is carried out three times a day, with an interval of 6 hours between each watering, and the temperature difference between the water and the road surface is maintained within the range of ±3°C; the water-absorbing and water-retaining film adopts a composite woven structure of polypropylene fiber and viscose fiber, with a surface density of 180g / m² to 220g / m², a longitudinal tensile strength of ≥8kN / m, and a transverse water absorption rate of ≥25mm / 10min; the reflective and heat-insulating film is composed of a composite of an aluminum foil reflective layer and a closed-cell foam plastic layer, with an aluminum foil thickness of 0.03mm to 0.05mm and a foam layer thermal resistance of ≥0.35m 2 ·K / W; When covering, keep a 2mm to 3mm air layer between the water-absorbing and water-retaining film and the concrete surface, and use U-shaped plastic buckles to fix them in both directions at a spacing of 500mm; From the 3rd to the 7th day of maintenance, implement differentiated watering at 09:00, 15:00 and 21:00 every day, increase the watering volume by 20% to 30% at noon and add 0.3% to 0.5% of silicone penetrant, and increase the watering temperature by 2℃ to 3℃ at night to compensate for radiation cooling.

3. The concrete pavement anti-cracking construction method according to claim 1, characterized in that: The three-dimensional steel skeleton is welded by longitudinal main reinforcement, transverse secondary reinforcement and oblique reinforcement. The longitudinal main reinforcement adopts HRB400 steel bar with a diameter of 12mm and a spacing of 150mm. The transverse secondary reinforcement adopts HRB400 steel bar with a diameter of 10mm and a spacing of 200mm. The oblique reinforcement is cross-welded at the intersection of the main and secondary reinforcement at an angle of 45 degrees.

4. The concrete pavement anti-cracking construction method according to claim 1, characterized in that: The high-pressure water gun flushing treatment adopts two directional cross-flushing processes, and the water flow temperature of the two flushings is controlled at 35℃ to 40℃; during the first flushing, the spray gun is at an angle of 60 degrees to the roadbed surface, and moves at a uniform speed of 0.8m / s along the longitudinal direction of the road surface, and the spacing between two adjacent first flushing tracks is 150mm; during the second flushing, the spray gun is at an angle of 45 degrees to the roadbed surface, and moves at a speed of 0.5m / s along the transverse direction of the road surface. The second flushing track forms a 30-degree cross angle with the first flushing track, and the spacing between two adjacent second flushing tracks along the longitudinal direction of the road surface is 85mm; the first flushing track and the second flushing track are combined to form a grid-like groove, and the cross-section of the first flushing track and the second flushing track is a trapezoidal structure, the groove width is 5mm to 6mm, the groove bottom width is 3mm to 4mm, and the height is 3mm to 5mm.

5. The concrete pavement anti-cracking construction method according to claim 1, characterized in that: When laying the polypropylene geotextile, it is pre-impregnated with a silane coupling agent solution with a mass fraction of 3% to 5%, and then dried to a moisture content of ≤0.8% after impregnation; the silicone interface agent is applied twice, the first time a primer with a thickness of 0.3mm to 0.5mm is applied on the dried polypropylene geotextile, and when it is dry to the touch and non-sticky state, it is applied for the second time to a total thickness of 1mm to 1.5mm. After coating, the polypropylene geotextile is laid, and immediately a rubber roller with a diameter of 200mm is used to roll it in both directions with a linear pressure of 50N to 80N. The rolling speed is maintained at 0.8m / s to 1.2m / s. After rolling, the penetration depth of the interface agent reaches 60% to 70% of the thickness of the geotextile.

6. The concrete pavement anti-cracking construction method according to claim 5, characterized in that: The surface of the rubber roller is processed with a continuous spiral micro-protrusion structure with a width of 0.5mm and a height of 0.2mm. The working temperature of the roller is maintained at 25℃ to 30℃ by a built-in circulating water system. The rolling operation is divided into two stages. The first stage is a unidirectional pre-pressing with a line pressure of 50N to 60N and a speed of 1.2m / s, and the second stage is a reverse final pressing with a line pressure of 70N to 80N and a speed of 0.8m / s. The overlapping width of the two-stage rolling tracks is 30mm to 40mm, and the interval time between adjacent rolling belts does not exceed 30 seconds. During the rolling process, the surface temperature rise of the polypropylene geotextile is monitored in real time and does not exceed 8℃, and the capillary penetration rate of the silicone interface agent between the geotextile fibers and the rolling advancement speed are adjusted by adjusting the travel speed of the rubber roller to maintain the ratio of 1.2:1 to 1.5:

1. Immediately after the final pressing is completed, the rolling area is covered with a 2mm thick elastic pad, and a uniform pressure of 5kPa to 8kPa is applied for 10 to 15 minutes.

7. The concrete pavement anti-cracking construction method according to claim 1, characterized in that: Before the PVC exhaust pipe is inserted, the outer surface is coated with a silicone-based release agent with a mass fraction of 8% to 10%. After coating, it is left to cure for 3 minutes to 5 minutes to form a dry film layer. The insertion depth of the PVC exhaust pipe is 80% to 85% of the thickness of the lower concrete layer. The insertion is implemented in two stages: pre-vibration stage: a high-frequency vibration device is used to pre-vibrate the lower concrete surface at a frequency of 100Hz to 120Hz for 5 seconds; insertion stage: when the initial insertion depth is 0-10cm, it is pushed at a speed of 10cm / s and a vibration frequency of 100Hz. When it is subsequently inserted to the target depth, the speed is increased to 25cm / s and the vibration frequency is increased to 120Hz; the conical guide head at the bottom of the exhaust pipe is provided with a spiral guide groove with a groove depth of 0.5mm and a pitch of 5mm; when removing the PVC exhaust pipe, a 20mm diameter vibrating rod is used to insert 3 points equidistantly along the circumference of the through hole, the distance between the vibrating rod and the hole wall is 10mm, and the single vibration time is 5 seconds to 8 seconds.

8. The concrete pavement anti-cracking construction method according to claim 7, characterized in that: When paving the upper layer of concrete, three infrared temperature measuring points are arranged within 200mm from the center of the through hole to collect real-time data on the surface temperature of the lower layer of concrete and the temperature of the freshly mixed concrete. When the temperature difference exceeds 3°C, the double-helix preheating / precooling device is started to adjust the temperature of the freshly mixed concrete at a rate of 0.5°C / min to 0.8°C / min.

9. The concrete pavement anti-cracking construction method according to claim 8, characterized in that: When the inserted vibrator is in operation, a three-stage vibrating ring is set based on the center of the through hole. The radius of the first-stage vibrating ring is 3 times the diameter of the through hole, the radius of the second-stage vibrating ring is 5 times the diameter of the through hole, and the radius of the third-stage vibrating ring is 7 times the diameter of the through hole. The vibrating rod of the inserted vibrator adopts a double-section variable diameter structure. The length of the upper 20mm diameter section is 150mm, and the length of the lower 15mm diameter section matches the depth of the through hole. The variable diameter transition zone is set 10mm below the interface between the upper and lower concrete layers. When vibrating, the sequence of "outside first and then inside" is followed along the circumference of the through hole. The vibrating rod of the first-stage vibrating ring is obliquely inserted into the concrete at an angle of 30°. The insertion point is 75mm away from the center of the through hole. The interval angle between adjacent vibrating points is 60°. The vibration frequency ranges from 80 to 150 degrees. Hz gradually increases to 120Hz; the second-stage vibrating ring is inserted vertically, the insertion point is 125mm from the center, the interval angle is 45°, and the vibration frequency is constant at 100Hz; the third-stage vibrating ring is inserted 175mm from the center, the interval angle is 30°, and the vibration frequency decreases from 120Hz to 60Hz; after each stage of vibrating ring completes the vibration, a guide sleeve with an inner diameter of 25mm is used to align the through hole and inject clean slurry with a pressure of 0.2MPa, and the grouting amount is controlled at 120% to 150% of the through hole volume; immediately after grouting, an elastic rubber core mold with a diameter of 24mm is inserted, and the outer surface of the core mold is provided with a spiral groove with a depth of 0.5mm. A radial pressure of 0.1MPa is applied for 5 minutes, and the elastic rubber core mold is pulled out before final setting.

10. The concrete pavement anti-cracking construction method according to claim 1, characterized in that: Within 30 minutes after the contraction joint is cut, a 50mm wide elastic rubber band is used to cover the seam opening, and a lateral preload of 8N / mm to 10N / mm is applied. At the same time, a micro-temperature compensator is set every 1m along the length of the seam. The compensator has a telescopic range of ±3mm, and the initial pre-compression is set to 1.5mm to 2mm. During the maintenance period, the seam width changes are monitored daily. When the seam width change rate exceeds 5%, a periodic micro-vibration of 0.05Hz to 0.1Hz is applied through the micro-temperature compensator for dynamic adjustment.