Energy-consuming modular bonded prestress fabricated road structure and construction method

Abstract

The invention relates to the technical field of roads, in particular to an energy-consuming modular bonded prestress fabricated road and a construction method. Subgrade treatment, surveying and setting-out, and pier column earthwork excavation; hoisting the reinforced concrete pier column, and checking the reserved joint bar; hoisting the L-shaped reinforced concrete curbstone beam, and grouting the connecting sleeve; subgrade reinforcing layer construction and local treatment; adjusting in-place elevation, and grouting anchor slurry; hoisting a four-side reversed rib beam integrated plate; a damping device is installed, joints are processed, and high-pressure grouting is conducted; pre-embedding pre-stressed tendon ducts; pre-stressed tendons are perforated, tensioned and anchored; grouting hole channels; and fine aggregate concrete is poured, and an asphalt surface layer is paved. The method follows the design concepts of roadbed strengthening, prefabricated hoisting, slurry anchor connection, sleeve grouting, prestress applying, high-pressure grouting and asphalt surface layer comprehensive paving, is suitable for engineering projects with frequent earthquakes or areas with large long-term vibration effects or with high road design level requirements, and provides favorable technical support for high-quality development of the field of fabricated roads in China.

Description

Technical Field

[0001] The present invention relates to the technical field of prefabricated roads, and particularly to an energy-consuming modular bonded prestressed assembled road structure and a construction method thereof. Background Art

[0002] To broaden the application field of prefabricated construction technology, the construction of complete sets of key technologies for prefabricated roads has become a new topic in the current industry development. The high-road-constant team of Jiangsu College of Engineering and Technology has opened up new directions for the industry development in "key technologies for the construction of prefabricated road structures" and formed a systematic key technology system. In order to solve the industry pain points in prefabricated roads, such as road alignment problems, large installation errors, many construction processes, difficult installation and adjustment, high construction costs, construction quality, environmental protection and other issues, our team, on the premise of deeply studying the technologies of relevant scholars, proposed "an energy-consuming modular bonded prestressed prefabricated road and its construction method", carried out structural innovation and technical scheme optimization design by adopting the modular prefabricated post-grouting process, and realized the functional design and application of the prefabricated road construction system through diversified integration of energy-consuming technologies. The overall technical scheme follows the design concept of "strengthening the roadbed, prefabricating and hoisting, grouting anchor connection, sleeve grouting, prestress application, high-pressure grouting, and full paving of the asphalt surface layer", innovates the structural design, optimizes the process method, in order to form relatively mature complete sets of key technologies and standards for prefabricated road construction, and jointly develops through school-enterprise cooperation to provide technical support for the high-level development of China's prefabricated construction technology in the field of road engineering technology. It is applicable to engineering projects in areas with frequent earthquakes or large long-term vibration effects or with high-standard requirements for road design levels. This technology is the research result of the 2023 Nantong Science and Technology Plan project undertaken by the high-road-constant team of Jiangsu College of Engineering and Technology: Research and Application of Complete Sets of Key Technologies for the Construction of Prefabricated Roads (PFR Technology System) (Project No.: MSZ2023035). It is hoped that through school-enterprise cooperation, a relatively mature new structure, new process, and new method for prefabricated road construction can be formed, and joint efforts can be made for the application of new prefabricated construction technologies in the field of prefabricated roads in China, innovating the structural design, optimizing the construction process, and making certain contributions to the high-quality development of the field of prefabricated road structure construction in China. Summary of the Invention

[0003] The purpose of the present invention is to provide an energy-consuming modular bonded prestressed assembled road structure and a construction method thereof to solve the problems raised in the background art.

[0004] To achieve the above object, the present invention provides the following technical solutions: A dissipative modular bonded prestressed assembled road structure, comprising a subgrade strengthening layer, reinforced concrete piers, L-shaped reinforced concrete curb beams, a four-sided inverted rib beam integrated slab, a grouting layer, prestressed tendons, a fine aggregate concrete layer, damping devices, and an asphalt surface layer; an L-shaped reinforced concrete curb beam is provided above the reinforced concrete piers, a subgrade reinforcement layer and a four-sided inverted rib beam integrated slab are provided between adjacent two L-shaped reinforced concrete curb beams, a grouting layer is provided between the subgrade reinforcement layer and the four-sided inverted rib beam integrated slab, a fine aggregate concrete layer is provided on the four-sided inverted rib beam integrated slab, prestressed tendons are provided inside the fine aggregate concrete layer, and an asphalt surface layer is further provided above the overall structure.

[0005] Preferably, the subgrade strengthening layer is arranged above the subgrade soil layer, reinforced concrete piers are provided inside the subgrade soil layer, embedded insertion bars are provided inside the reinforced concrete piers, and the embedded insertion bars and the L-shaped reinforced concrete curb beam above them are connected by grouting with a reinforcing steel sleeve; the thickness of the subgrade strengthening layer is not less than 200 mm, the minimum cross-sectional dimension of the reinforced concrete piers is not less than 800 mm, the height is 450 mm - 600 mm, the length of the embedded insertion bars extending into the reinforced concrete piers is not less than 350 mm, a 90-degree hook is provided at the bottom, the outer extension length of the embedded insertion bars is not less than 2 / 3 of the length of the reinforcing steel sleeve and not less than 150 mm, and the number of embedded insertion bars provided for each reinforced concrete pier is not less than 6, so as to strengthen the connection strength between the reinforced concrete piers and the L-shaped reinforced concrete curb beams and improve the seismic performance of the structure.

[0006] Preferably, both ends of the four-sided inverted rib beam integrated slab are supported on the L-shaped reinforced concrete curb beams, embedded steel inserts are provided at the bottoms of both ends of the four-sided inverted rib beam integrated slab during the fabrication process in the precast PC factory, grout anchor holes are provided at the upper ends of the L-shaped reinforced concrete curb beams, and the four-sided inverted rib beam integrated slab and the L-shaped reinforced concrete curb beams are connected and fixed by the grout anchor method using the embedded steel inserts; the cut length of the embedded steel inserts is not less than 160 mm, the middle diameter is not less than 30 mm, the thickened parts at both ends are not less than 40 mm, the embedded steel inserts are anchored into the four-sided inverted rib beam integrated slab by not less than 80 mm, the diameter of the grout anchor holes provided at the upper ends of the L-shaped reinforced concrete curb beams is 5 mm - 8 mm larger than the diameter of the thickened parts at both ends of the embedded steel inserts, and the designed depth of the grout anchor holes is the outer extension length of the embedded steel inserts + 15 mm.

[0007] Preferably, each of the four-sided inverted rib beam integrated plates is provided with 2 reserved holes, namely a grouting hole and a slurry outlet hole, which are arranged diagonally along the four-sided inverted rib beam integrated plate; a prestressed tendon perforation is provided on the upper part of the inverted rib beam connecting the end of the L-shaped reinforced concrete curb beam, and a prestressed tendon perforation is also reserved on the L-shaped reinforced concrete curb beam at the corresponding position during the production in the precast PC factory. The prestressed tendon passes through the holes in the L-shaped reinforced concrete curb beam and the four-sided inverted rib beam integrated plate and then is tensioned and anchored. The prestressed tendon is anchored outside the L-shaped reinforced concrete curb beam by an anchor, and the diameter of the reserved prestressed tendon perforation is 2 mm to 3 mm larger than the outer diameter of the designed prestressed tendon.

[0008] Preferably, the grouting layer provided between the subgrade strengthening layer and the four-sided inverted rib beam integrated plate is made of fine aggregate concrete or low-shrinkage micro-expansion grouting material, and the thickness of the grouting layer is not less than 30 mm.

[0009] Preferably, the fine aggregate concrete layer is arranged above the four-sided inverted rib beam integrated plate. The strength of the fine aggregate concrete is not lower than C35, and it is cast in modules. The top elevation of the cast fine aggregate concrete exceeds the top surface of the overlapping beams at both ends of the four-sided inverted rib beam integrated plate by at least 50 mm.

[0010] Preferably, along the driving direction, a damping device is provided between the joints of two adjacent four-sided inverted rib beam integrated plates. The damping device is used to resist structural vibration, displacement, etc. for energy consumption, and improve the durability of the structure after the precast road is opened to traffic. The damping device is set in a group every 2 modules or every 10 m or more, and each group has at least 3; the outer surface of the damping device is coated with anti-corrosion + waterproof material and vacuum sealed. In addition to the damping device, the other spaces between the joints of two adjacent four-sided inverted rib beam integrated plates are filled with loose vermiculite and grouted with asphalt glue, combining precast hoisting with damping energy consumption.

[0011] The present invention also provides: a construction method for an energy-dissipating modular bonded prestressed assembled road structure, following the design concept of "strengthening the subgrade, precast hoisting, grouting connection with anchor, sleeve grouting, prestress application, high-pressure grouting, and full paving of asphalt surface layer", applicable to engineering projects in earthquake-prone areas or areas with large long-term vibration effects or high-standard road design requirements. Its construction process flow is subgrade treatment, measurement and setting out, excavation of pier column soil --- hoisting of reinforced concrete pier column, checking of reserved inserted steel bars --- hoisting of L-shaped reinforced concrete curb beam, grouting of connecting sleeves --- construction of subgrade reinforcement layer, local treatment --- adjustment of in-place elevation, grouting of anchor mortar --- hoisting of four-sided inverted rib beam integrated plate --- installation of damping device, joint treatment, high-pressure grouting --- embedding of prestressed tendon ducts --- perforation, tensioning, and anchoring of prestressed tendons --- grouting of ducts --- pouring of fine aggregate concrete, paving of asphalt surface layer.

[0012] Preferably, the key technical solutions are as follows:

[0013] Step S1: Subgrade treatment, surveying and setting out, and excavation of pier column soil:

[0014] First, excavate and treat the subgrade within the construction scope. According to the construction plan, survey and set out to clarify the road alignment trend, use a total station to locate the top elevation of the subgrade excavation, and further compact the subgrade soil layer; measure and set the positions of reinforced concrete pier columns, and excavate the soil at the locations of the reinforced concrete pier columns. The excavation depth of the pier column trench soil should be controlled based on the top elevation of the reinforced concrete pier column, with appropriate over-excavation of 100 mm. The excavation width of the pier column trench soil should be 200 mm - 300 mm larger than the cross-sectional size of the precast reinforced concrete pier column, leaving a certain working surface or grouting space. The excavation of the pier column trench soil adopts the manual excavation method, strengthen the protection work after the excavation of the pier column trench soil, and avoid construction during the rainy season;

[0015] Step S2: Hoisting of reinforced concrete pier columns and checking of reserved inserted steel bars:

[0016] Before hoisting the reinforced concrete pier column, the bottom elevation of the excavated soil in the pier column trench should be checked. Combining with the actual height of the precast reinforced concrete pier column produced in the PC factory, preliminarily determine the bottom excavation elevation of the excavated soil in the pier column trench; during the on-site construction process, use the "bottom padding and post-grouting method" to hoist and place the reinforced concrete pier column in place, that is, first place two precast reinforced concrete slab strips on the excavated surface of the pier column trench. The length of the precast reinforced concrete slab strip is equal to the side length of the reinforced concrete pier column, and the height of the precast reinforced concrete slab strip is 100 mm. When hoisting the reinforced concrete pier column on-site, the placement position of the precast reinforced concrete slab strip is the hoisting position of the reinforced concrete pier column; before hoisting the reinforced concrete pier column, the top elevation of the already placed precast reinforced concrete slab strip should be further checked to ensure that the reinforced concrete pier column is hoisted in place at one time on-site, reducing the workload of repeated checking; after the reinforced concrete pier column is hoisted in place, grout in the trench in two times, that is, first use fine aggregate concrete to conduct the first grouting at the bottom of the hoisted and placed reinforced concrete pier column. Since precast reinforced concrete slab strips are set at the bottom of the pier column in the early stage, on the one hand, it helps the hoisting and placement of the reinforced concrete pier column, and also forms a cavity by lifting the bottom of the placed reinforced concrete pier column above the ground. The first grouting is up to 50 mm above the bottom surface of the reinforced concrete pier column; after the strength of the first grouting reaches more than 75% of the design strength, the second grouting can be carried out. The second grouting is up to the top surface of the reinforced concrete pier column, and strengthen the vibration and curing work; finally, straighten and correct the reserved inserted steel bars at the top of the reinforced concrete pier column, and do a good job in the process acceptance records;

[0017] Step S3: Hoisting of L-shaped reinforced concrete curb beams and grouting of connecting sleeves:

[0018] After the reinforced concrete pier columns are hoisted in place and fixed, the L-shaped reinforced concrete curb beams can be hoisted between two adjacent hoisted and in-place reinforced concrete pier columns according to the construction plan. Before on-site hoisting, recheck the positional relationship of the reserved inserted steel bars at the top of the reinforced concrete pier columns, with a focus on checking the positional relationship of the reserved inserted steel bars at each reinforced concrete pier column and the positional relationship between the reserved inserted steel bars after two adjacent reinforced concrete pier columns are in place, so as to ensure the subsequent hoisting and in-place processes of the L-shaped reinforced concrete curb beams. After the L-shaped reinforced concrete curb beams are hoisted in place, immediately grout the steel sleeve at the bottom of the L-shaped reinforced concrete curb beams. Use low-shrinkage, slightly expanding, high-strength grouting material for high-pressure grouting, strengthen the supervision of the grouting process, and complete the acceptance of the concealed project of sleeve grouting and make records.

[0019] Step S4: Construction of the subgrade reinforcement layer, local treatment:

[0020] After the hoisting and in-place of the L-shaped reinforced concrete curb beams are completed, the construction of the subgrade reinforcement layer can be carried out in each module between the L-shaped reinforced concrete curb beams. The subgrade reinforcement layer is laid on the subgrade soil layer after being mixed with cement, fly ash slag, construction waste particles, and coarse sand in a ratio of 1:3.5:6.25:2.18, and compacted intensively. Then, the "secondary water spraying and one-time mortar spreading method" is used for solidification treatment. The thickness of the subgrade reinforcement layer is 200 mm - 300 mm. When laying the subgrade reinforcement layer on-site, sufficient loose laying thickness should be reserved and compacted intensively. Local treatment should be carried out on the subgrade reinforcement layer near the ends of the L-shaped reinforced concrete curb beams. In complex geological environments or complex working conditions, additional steel bars can be reserved at the subgrade reinforcement layer during the prefabrication of the L-shaped reinforced concrete curb beams in the early stage. The additional steel bars left on the body of the L-shaped reinforced concrete curb beams can extend into the subgrade reinforcement layer or into the grouting layer. The interval between the first water spraying and the second water spraying should be at least 6 hours. After the subgrade reinforcement layer is water-sprayed and solidified for 24 hours, the one-time mortar spreading process is carried out again.

[0021] Step S5: Adjustment of the in-place elevation, grouting of the anchor mortar:

[0022] After the construction of the subgrade reinforcement layer is completed, check and adjust the top elevation of the in-place L-shaped reinforced concrete curb beams to ensure that the top elevation of the L-shaped reinforced concrete curb beams is the bottom elevation of the in-place four-sided inverted rib beam integrated slab. After the elevation check, use a high-pressure air gun to clean the grout anchor holes on the top of the in-place L-shaped reinforced concrete curb beams, and clean all the grout anchor holes before the subsequent hoisting of the four-sided inverted rib beam integrated slab. There should be no debris left in the grout anchor holes to avoid affecting the subsequent process operations. After all the above processes are completed, pour anchor mortar into the grout anchor holes on the top of each L-shaped reinforced concrete curb beam, and complete the acceptance of each process.

[0023] Step S6: Hoisting of the four-sided inverted rib beam integrated slab:

[0024] After the grouting anchor holes on the top surface of each L-shaped reinforced concrete curb beam are processed, the hoisting of the integral slab with four-sided inverted rib beams can be carried out; before hoisting the integral slab with four-sided inverted rib beams, the subgrade reinforcement layer and its internal cavity in each construction section shall be cleaned twice, and no sundries shall be left to avoid affecting the construction quality of the subsequent grouting layer; check and calibrate the positional relationship between the precast steel inserts at the lower part of the integral slab with four-sided inverted rib beams and the grouting anchor holes that have been constructed. When the error is large and affects the hoisting and positioning of the integral slab with four-sided inverted rib beams, the precast steel inserts can be adjusted appropriately or the anchor grouting holes can be enlarged appropriately. After verification, the hoisting of the integral slab with four-sided inverted rib beams in each construction section can be carried out. The on-site hoisting of the integral slab with four-sided inverted rib beams shall be in place at one time on the basis of accurate verification of the positional relationship between the precast steel inserts and the anchor grouting holes, and repeated operations shall not be carried out to avoid affecting the grouting anchor connection quality; during the hoisting process of the integral slab with four-sided inverted rib beams, the reserved holes on it shall be blocked with foam plug strips, and the plug strips shall not be pulled out throughout the process or sundries shall enter the grouting layer through the reserved holes after the plug strips fall off;

[0025] Step S7: Install the damping device, joint treatment, and high-pressure grouting:

[0026] After the hoisting of the integral slab with four-sided inverted rib beams is completed, install the damping device at the joint between the integral slabs with four-sided inverted rib beams of adjacent two modules for energy consumption of the road main structure after traffic to improve the service life of the assembled road structure; first, install the damping device between the integral slabs with four-sided inverted rib beams of adjacent two, then use asphalt glue for caulking, and at the same time do the anti-corrosion treatment of the damping device; there shall be no hard sundries such as large-diameter stones in the space where the damping device is installed. The space shall be cleaned before installing the damper to ensure the effective energy consumption of the damping device; after installing the damping device, use a high-pressure device to carry out high-pressure grouting on the cavity between the subgrade reinforcement layer and the integral slab with four-sided inverted rib beams. The operation is carried out through the reserved holes arranged diagonally on the integral slab with four-sided inverted rib beams, with double-hole synchronous grouting and one-time grouting, and then pressurized supplementary grouting again. After the grouting is completed, use a rubber plug to seal the holes and carry out secondary pressurized supplementary grouting to ensure the completeness of the grouting process, improve the construction quality of the grouting layer, strengthen the maintenance, and do a good job in the acceptance and record of the concealed works of the grouting process during the process;

[0027] Step S8: Embedded prestressed tendon ducts:

[0028] During the on-site construction process, according to the construction plan, the cutting of metal corrugated pipes shall be well prepared in advance, and the position relationship between the rib beams at the end of the integrated slab with four-sided reverse ribs and the embedded holes on the L-shaped reinforced concrete curb beam shall be checked. After the grouting layer is constructed and the curing time is not less than 48 hours, the position of the prestressed tendon duct shall be installed with metal corrugated pipes on the upper part of the integrated slab with four-sided reverse ribs. The metal corrugated pipes shall pass through the rib beams at the end of the integrated slab with four-sided reverse ribs and the embedded holes on the L-shaped reinforced concrete curb beam. The metal corrugated pipes can be fixed to the truss bars on the upper part of the integrated slab with four-sided reverse ribs by trapezoidal steel bar supports; after installing the metal corrugated pipes according to the linear trend of the prestressed tendons, the joints between the integrated slab with four-sided reverse ribs and the L-shaped reinforced concrete curb beam shall be caulked or grouted, and the construction shall be carried out in a flowing manner to complete the installation of the prestressed tendon ducts in each construction section one by one, and the process acceptance shall be done well;

[0029] Step S9: Perforation, tensioning, and anchoring of prestressed tendons:

[0030] The construction shall be carried out in a flowing manner and in modular operations. During the installation of the prestressed tendon ducts, the perforation operation of the prestressed tendons can be carried out synchronously; the cutting length of the prestressed tendons shall be at least 240 mm longer than the effective length of the prestressed duct layout to ensure the subsequent tensioning and anchoring of the prestressed tendons; for prestressed tendons in multi-lane or over 10 m, the wire traction method can be used for auxiliary perforation, and symmetric tensioning shall be adopted. The 1.05σcom over-tensioning method shall be used, and the prestressed tendons shall be tensioned and anchored at the outer side end of the L-shaped reinforced concrete curb beam, and the sealing of the prestressed tendon anchor shall be done well;

[0031] Step S10: Duct grouting:

[0032] After the prestressed tendons are tensioned and anchored, the grouting work of the prestressed tendon ducts shall be carried out immediately; the grouting of the prestressed tendon ducts is a concealed project. During the on-site operation process, special personnel shall be transferred to be responsible for supervision. After the prestressed tendons are tensioned and anchored, grouting shall be carried out one by one without omission, and marks shall be made; since the metal corrugated pipes used for the prestressed tendon ducts are fixed to the truss bars on the upper part of the integrated slab with four-sided reverse ribs, during the above-mentioned various technological operations, it is very crucial to fix the metal corrugated pipes well, and the layout position of the metal corrugated pipes shall not be disturbed, and protection shall be done well;

[0033] Step S11: Casting of fine aggregate concrete and paving of asphalt surface course:

[0034] After the post - grouting of the prestressed tendon ducts is completed, the casting of the fine - aggregate concrete layer can be carried out immediately. Since the amount of fine - aggregate concrete casting is not large, the fine - aggregate concrete layer can be cast centrally after the prestressed tendon ducts in multiple construction sections are all installed. The strength of the fine - aggregate concrete is preferably C35 - C40, and it is cast integrally in multiple construction sections. According to the design elevation of the top surface of the road structure, the casting thickness of the fine - aggregate concrete is effectively controlled. Based on the alignment of the road, the top surface elevation of the main structure is measured and set in segments. Generally, the top surface elevation of the formed fine - aggregate concrete casting exceeds the top surface of the superimposed beams at both ends of the four - side inverted rib beam integral slab by 50 mm - 100 mm. Finally, the comprehensive paving of the asphalt surface layer is carried out, and the construction is carried out in a flowing manner to complete all the structural hoisting work.

[0035] Compared with the prior art, the beneficial effects of the present invention are as follows: The present invention adopts a modular prefabricated post - grouting process to carry out structural innovation and optimization of technical solutions, and diversely integrates energy - consuming technologies to realize the functional design and application of the prefabricated road construction system. The overall technical solution follows the design concept of "strengthening the roadbed, prefabricating and hoisting, grouting anchor connection, sleeve grouting, prestress application, high - pressure grouting, and comprehensive paving of the asphalt surface layer", which is applicable to engineering projects in areas with frequent earthquakes or large - long - term vibration effects or high - requirement road design levels, providing favorable technical support for the high - quality development of the prefabricated road field in China. Brief Description of the Drawings

[0036] Figure 1 is a cross - sectional view of the road structure of the present invention;

[0037] Figure 2 is a plan view of the road structure of the present invention;

[0038] Figure 3 is a process flow chart of the construction method of the present invention;

[0039] Brief Description of the Drawings: 1 - Roadbed strengthening layer, 2 - Reinforced concrete pier column, 3 - L - shaped reinforced concrete curb beam, 4 - Four - side inverted rib beam integral slab, 5 - Grouting layer, 6 - Prestressed tendon, 7 - Fine - aggregate concrete layer, 8 - Damping device, 9 - Asphalt surface layer, 10 - Reserved hole, 11 - Steel sleeve, 12 - Embedded inserted steel bar, 13 - Anchor, 14 - Embedded steel plug - in. Detailed Embodiments

[0040] Please refer to Figure 1-2, an embodiment of an energy-consuming modular bonded prestressed assembled road structure is disclosed in the present invention. The road structure is composed of a subgrade strengthening layer 1, reinforced concrete pier columns 2, L-shaped reinforced concrete curb beams 3, a four-sided inverted rib beam integrated slab 4, a grouting layer 5, prestressed tendons 6, a fine aggregate concrete layer 7, damping devices 8, and an asphalt surface layer 9. Above the reinforced concrete pier columns 2, there are L-shaped reinforced concrete curb beams 3. Between adjacent two L-shaped reinforced concrete curb beams 3, there are a subgrade reinforcement layer and a four-sided inverted rib beam integrated slab 4. Between the subgrade reinforcement layer and the four-sided inverted rib beam integrated slab 4, there is a grouting layer 5. On the four-sided inverted rib beam integrated slab 4, there is a fine aggregate concrete layer 7. Inside the fine aggregate concrete layer 7, there are prestressed tendons 6. Above the overall structure, there is also an asphalt surface layer 9. Following the design concept of "strengthening the subgrade, prefabricating and hoisting, grouting connection with anchor bars, sleeve grouting, prestress application, high-pressure grouting, and full paving of the asphalt surface layer", it is applicable to engineering projects in areas with frequent earthquakes or large long-term vibration effects or with high-standard requirements for road design levels.

[0041] The described subgrade strengthening layer 1 is arranged above the subgrade soil layer. Inside the subgrade soil layer, there are reinforced concrete pier columns 2. Inside the reinforced concrete pier columns 2, there are embedded anchor bars 12. The embedded anchor bars 12 and the L-shaped reinforced concrete curb beams 3 above them are connected by grouting with a steel sleeve 11. The thickness of the subgrade strengthening layer 1 is not less than 200 mm. The minimum cross-sectional dimension of the reinforced concrete pier columns 2 is not less than 800 mm, and the height is 450 mm - 600 mm. The length of the embedded anchor bars 12 extending into the reinforced concrete pier columns 2 is not less than 350 mm, and there is a 90-degree hook at the bottom. The outer extension length of the embedded anchor bars 12 is not less than 2 / 3 of the length of the steel sleeve 11 and not less than 150 mm. The number of embedded anchor bars 12 provided in each reinforced concrete pier column 2 is not less than 6 to strengthen the connection strength between the reinforced concrete pier columns 2 and the L-shaped reinforced concrete curb beams 3 and improve the seismic performance of the structure.

[0042] Both ends of the described four-sided inverted rib beam integrated slab 4 are supported on the L-shaped reinforced concrete curb beams 3. At the bottom of both ends of the four-sided inverted rib beam integrated slab 4, embedded steel inserts 14 are provided during the manufacturing process in the precast PC factory. At the upper end of the L-shaped reinforced concrete curb beams 3, there are grouting holes with anchor bars. The four-sided inverted rib beam integrated slab 4 and the L-shaped reinforced concrete curb beams 3 are connected and fixed by the grouting method with the embedded steel inserts 14. The cut length of the embedded steel inserts 14 is not less than 160 mm, the middle diameter is not less than 30 mm, and the thickened parts at both ends are not less than 40 mm. The embedded steel inserts 14 are anchored into the four-sided inverted rib beam integrated slab 4 by not less than 80 mm. The diameter of the grouting holes with anchor bars provided at the upper end of the L-shaped reinforced concrete curb beams 3 is 5 mm - 8 mm larger than the diameter of the thickened parts at both ends of the embedded steel inserts 14, and the designed depth of the grouting holes with anchor bars is the outer extension length of the embedded steel inserts 14 + 15 mm.

[0043] Each of the four-sided inverted rib beam integrated plates 4 is internally provided with two reserved holes 10, namely a grouting hole and a slurry outlet hole. The layout positions of the grouting hole and the slurry outlet hole are preferably arranged along the diagonal of the four-sided inverted rib beam integrated plate 4. The shown in the attached drawing is the basic scheme. On the upper part of the inverted rib beam at the end of the L-shaped reinforced concrete curb beam 3 connected to the four-sided inverted rib beam integrated plate 4, there is a prestressed tendon perforation. At the corresponding position of the L-shaped reinforced concrete curb beam 3, a prestressed tendon perforation is also reserved during the production in the prefabricated PC factory. The prestressed tendon 6 passes through the holes in the L-shaped reinforced concrete curb beam 3 and the four-sided inverted rib beam integrated plate 4 and then is tensioned and anchored. The prestressed tendon 6 is anchored to the outside of the L-shaped reinforced concrete curb beam 3 by using an anchor 13. The diameter of the reserved prestressed tendon perforation is 2 mm to 3 mm larger than the outer diameter of the designed prestressed tendon 6.

[0044] The grouting layer 5 provided between the subgrade strengthening layer 1 and the four-sided inverted rib beam integrated plate 4 is made of fine aggregate concrete or low-shrinkage and slightly expanding grouting material. The thickness of the grouting layer 5 is not less than 30 mm.

[0045] The fine aggregate concrete layer 7 is arranged above the four-sided inverted rib beam integrated plate 4. The strength of the fine aggregate concrete is not less than C35 and is cast in modules. The top elevation of the cast fine aggregate concrete exceeds the top surface of the superimposed beam at both ends of the four-sided inverted rib beam integrated plate 4 by at least 50 mm.

[0046] Along the driving direction, a damping device 8 is provided between the joints of two adjacent four-sided inverted rib beam integrated plates 4. The damping device 8 is used to resist structural vibration, displacement, etc. for energy consumption, improving the durability of the assembled road structure after opening to traffic. The damping device 8 can be set in a group every 2 modules or every 10 m or more, and each group has at least 3. The outer surface of the damping device 8 is coated with anti-corrosion + waterproof material and vacuum-sealed. Except for the damping device 8, the other spaces between the joints of two adjacent four-sided inverted rib beam integrated plates 4 are filled with loose vermiculite and grouted with asphalt glue, combining prefabricated hoisting and damping energy consumption.

[0047] The present invention also discloses a construction method for an energy-dissipating modular bonded prestressed assembled road structure. The key technical solutions are as follows:

[0048] Step S1: Subgrade treatment, measuring and setting out, and excavation of pier column soil

[0049] First, excavate the subgrade within the construction scope. According to the construction plan, measure and set out the line of the road to clarify the alignment, use a total station to locate the elevation of the top surface of the subgrade excavation, and further compact the subgrade soil layer. Measure and set the positions of the reinforced concrete pier columns, and excavate the soil at the locations of the reinforced concrete pier columns. The excavation depth of the soil in the pier column trench should be controlled based on the elevation of the top surface of the reinforced concrete pier column, with appropriate over-excavation of 100 mm. The excavation width of the soil in the pier column trench should be 200 mm - 300 mm larger than the cross-sectional size of the precast reinforced concrete pier column, leaving a certain working surface or grouting space. The excavation of the soil in the pier column trench adopts the manual excavation method, strengthen the protection work after the excavation of the soil in the pier column trench, and avoid construction during the rainy season.

[0050] Step S2: Hoisting of the reinforced concrete pier column and checking of the reserved inserted steel bars

[0051] Before hoisting the reinforced concrete pier column, the elevation of the bottom of the soil excavation in the pier column trench should be checked, and combined with the actual height of the precast reinforced concrete pier column produced in the PC factory, the elevation of the bottom of the soil excavation in the pier column trench is initially determined. During the on-site construction process, the "method of grouting after padding at the bottom" is used for the hoisting and positioning of the reinforced concrete pier column, that is, first place two precast reinforced concrete slab strips on the soil excavation surface in the pier column trench. The length of the precast reinforced concrete slab strip is equal to the side length of the reinforced concrete pier column, and the height of the precast reinforced concrete slab strip is 100 mm. When the reinforced concrete pier column is hoisted on-site, the placement position of the precast reinforced concrete slab strip is the hoisting position of the reinforced concrete pier column. Before hoisting the reinforced concrete pier column, the elevation of the top surface of the precast reinforced concrete slab strip that has been installed should be further checked to ensure that the reinforced concrete pier column is hoisted in place at one time on-site, reducing the workload of repeated checking. After the reinforced concrete pier column is hoisted in place, grout is injected into the trench in two times. That is, first use fine aggregate concrete to conduct the first grouting at the bottom of the hoisted and positioned reinforced concrete pier column. Since the precast reinforced concrete slab strip was set at the bottom of the pier column in the early stage, on the one hand, it helps the hoisting and positioning of the reinforced concrete pier column, and at the same time, it forms a cavity by lifting the bottom of the positioned reinforced concrete pier column above the ground. The first grouting is carried out to 50 mm above the bottom surface of the reinforced concrete pier column. After the strength of the first grouting reaches more than 75% of the design strength, the second grouting can be carried out. The second grouting is carried out to the top surface of the reinforced concrete pier column, and the vibration and curing work are strengthened. Finally, straighten and correct the reserved inserted steel bars at the top of the reinforced concrete pier column, and make process acceptance records.

[0052] Step S3: Hoisting of the L-shaped reinforced concrete curb beam and grouting of the connecting sleeve

[0053] After the reinforced concrete pier columns are hoisted in place and fixed, the L-shaped reinforced concrete curb beams can be hoisted between two adjacent hoisted-in-place reinforced concrete pier columns according to the construction plan. Before on-site hoisting, recheck the positional relationship of the reserved inserted steel bars at the top of the reinforced concrete pier columns, with a focus on checking the positional relationship of the reserved inserted steel bars at each reinforced concrete pier column and the positional relationship between the reserved inserted steel bars after two adjacent reinforced concrete pier columns are in place, so as to ensure the subsequent hoisting and positioning processes of the L-shaped reinforced concrete curb beams. After the L-shaped reinforced concrete curb beams are hoisted in place, immediately grout the steel sleeve at the bottom of the L-shaped reinforced concrete curb beams. Use low-shrinkage, slightly expanding, high-strength grouting material for high-pressure grouting, strengthen the supervision of the grouting process, and complete the acceptance of the concealed works of sleeve grouting and make records.

[0054] Step S4: Construction of the subgrade reinforcement layer, local treatment

[0055] After the hoisting of the L-shaped reinforced concrete curb beams is completed, the construction of the subgrade reinforcement layer can be carried out in each module between the L-shaped reinforced concrete curb beams. The subgrade reinforcement layer is laid on the subgrade soil layer after being mixed with cement, fly ash slag, construction waste particles, and coarse sand in a ratio of 1:3.5:6.25:2.18, and strengthened compaction treatment is carried out. Then, the "secondary water spraying and one-time mortar spreading method" is used for solidification treatment. The thickness of the subgrade reinforcement layer is 200 mm - 300 mm. When laying the on-site subgrade reinforcement layer, sufficient loose laying thickness should be reserved, and compaction should be strengthened. Local treatment should be carried out on the subgrade reinforcement layer near the ends of the L-shaped reinforced concrete curb beams. In complex geological environments or complex working conditions, additional steel bars can be reserved at the subgrade reinforcement layer during the prefabrication of the L-shaped reinforced concrete curb beams in the early stage. The additional steel bars reserved on the body of the L-shaped reinforced concrete curb beams can extend into the subgrade reinforcement layer or into the grouting layer. The interval between the first water spraying and the second water spraying should be at least 6 hours. After the subgrade reinforcement layer is water-sprayed and solidified for 24 hours, the one-time mortar spreading process can be carried out.

[0056] Step S5: Adjustment of the in-place elevation, grouting of the anchor mortar

[0057] After the construction of the subgrade reinforcement layer is completed, check and adjust the top elevation of the in-place L-shaped reinforced concrete curb beams to ensure that the top elevation of the L-shaped reinforced concrete curb beams is the in-place bottom elevation of the four-sided inverted rib beam integrated slab. After the elevation check, use a high-pressure air gun to clean the grout anchor holes on the top of the in-place L-shaped reinforced concrete curb beams, and clean all the grout anchor holes before the subsequent hoisting of the four-sided inverted rib beam integrated slab. There should be no debris left in the grout anchor holes to avoid affecting the subsequent process operations. After all the above processes are completed, pour anchor mortar into the grout anchor holes on the top of each L-shaped reinforced concrete curb beam, and complete the acceptance of each process.

[0058] Step S6: Hoisting of the four-sided inverted rib beam integrated slab

[0059] After the mortar anchor holes on the top surface of each L-shaped reinforced concrete curb beam are processed, the hoisting work of the integral slab with four-sided reverse ribs can be carried out. Before hoisting the integral slab with four-sided reverse ribs, the subgrade reinforcement layer and its internal cavity in each construction section shall be cleaned twice, and no sundries shall be left to avoid affecting the construction quality of the subsequent grouting layer. Check the positional relationship between the reserved steel inserts at the lower part of the integral slab with four-sided reverse ribs and the mortar anchor holes that have been constructed. When the error is large and affects the hoisting and positioning of the integral slab with four-sided reverse ribs, the embedded steel inserts can be adjusted appropriately or the anchor mortar holes can be reamed appropriately. After it is correct, the hoisting of the integral slab with four-sided reverse ribs in each construction section can be carried out. The on-site hoisting of the integral slab with four-sided reverse ribs shall be in place at one time on the basis of accurate verification of the positional relationship between the embedded steel inserts and the anchor mortar holes, and shall not be operated repeatedly to avoid affecting the mortar anchor connection quality. During the hoisting process of the integral slab with four-sided reverse ribs, the reserved holes on it shall be blocked with foam plug strips, and the plug strips shall not be pulled out throughout the process or sundries shall enter the grouting layer through the reserved holes after the plug strips fall off.

[0060] Step S7: Install the damping device, joint treatment, and high-pressure grouting

[0061] After the hoisting of the integral slab with four-sided reverse ribs is completed, install the damping device at the butt joint between the integral slabs with four-sided reverse ribs of adjacent two modules for the energy consumption of the road main structure after opening to traffic to improve the service life of the assembled road structure. First, install the damping device between the adjacent two integral slabs with four-sided reverse ribs, then use asphalt glue for joint filling, and at the same time do a good job in the anti-corrosion treatment of the damping device. There shall be no hard sundries such as large-diameter stones in the space where the damping device is installed. The space shall be cleaned before installing the damper to ensure the effective energy consumption function of the damping device. After installing the damping device, use a high-pressure device to carry out high-pressure grouting on the cavity between the subgrade reinforcement layer and the integral slab with four-sided reverse ribs. The operation is carried out through the reserved holes arranged diagonally on the integral slab with four-sided reverse ribs. The double holes are grouted synchronously and grouted at one time, and then pressurized for supplementary grouting again. After the grouting is completed, use a rubber plug to seal the hole and pressurize for supplementary grouting again to ensure the completeness of the grouting process, improve the construction quality of the grouting layer, strengthen the maintenance, and do a good job in the acceptance and record of the concealed project of the grouting process during the process.

[0062] Step S8: Embedding of the prestressed tendon duct

[0063] During the on-site construction process, according to the construction plan, the cutting of metal corrugated pipes should be done in advance, and the position relationship between the rib beams at the end of the integrated slab with four-sided reverse ribs and the embedded holes on the L-shaped reinforced concrete curb beam should be checked. After the grouting layer construction is completed and the curing time is not less than 48 hours, the position of the prestressed tendon duct is installed with metal corrugated pipes on the upper part of the integrated slab with four-sided reverse ribs. The metal corrugated pipes pass through the rib beams at the end of the integrated slab with four-sided reverse ribs and the embedded holes on the L-shaped reinforced concrete curb beam. The metal corrugated pipes can be fixed to the truss bars on the upper part of the integrated slab with four-sided reverse ribs by trapezoidal steel supports. After installing the metal corrugated pipes according to the linear trend of the prestressed tendons, the joints between the integrated slab with four-sided reverse ribs and the L-shaped reinforced concrete curb beam are caulked or grouted, and the construction is carried out in a flowing manner to complete the installation of the prestressed tendon ducts in each construction section one by one, and the process acceptance is done well.

[0064] Step S9: Penetration, tensioning, and anchoring of prestressed tendons

[0065] In a flowing operation and modular operation, during the installation of the prestressed tendon ducts, the penetration operation of the prestressed tendons can be carried out synchronously. The cutting length of the prestressed tendons should be at least 240 mm longer than the effective length of the prestressed duct layout to ensure the subsequent tensioning and anchoring of the prestressed tendons. For prestressed tendons in multi-lane or over 10 m, the wire traction method can be used for auxiliary penetration, symmetric tensioning, and the 1.05σcom over-tensioning method is adopted. The prestressed tendons are tensioned and anchored at the outer side end of the L-shaped reinforced concrete curb beam, and the sealing of the prestressed tendon anchor is done well.

[0066] Step S10: Duct grouting

[0067] After the prestressed tendons are tensioned and anchored, the grouting of the prestressed tendon ducts is carried out immediately. The grouting of the prestressed tendon ducts is a concealed project. During the on-site operation process, special personnel should be transferred to be responsible for supervision. After the prestressed tendons are tensioned and anchored, grouting is carried out one by one without omission, and marks are made. Since the metal corrugated pipes used for the prestressed tendon ducts are fixed to the truss bars on the upper part of the integrated slab with four-sided reverse ribs, during the above various technological operations, it is very crucial to fix the metal corrugated pipes well, and the layout position of the metal corrugated pipes should not be disturbed, and good protection should be done.

[0068] Step S11: Casting of fine aggregate concrete and paving of asphalt surface course

[0069] After the grouting of the prestressed tendon ducts is completed, the pouring of the fine aggregate concrete layer can be carried out immediately. Since the pouring volume of the fine aggregate concrete is not large, the fine aggregate concrete layer can be poured centrally after all the prestressed tendon ducts in multiple construction sections are installed. The strength of the fine aggregate concrete is preferably C35 - C40 and is poured integrally in multiple construction sections. According to the design elevation of the top surface of the road structure, the pouring thickness of the fine aggregate concrete is effectively controlled. Based on the alignment of the road, the elevation of the top surface of the main structure is measured and set in sections. Generally, the elevation of the top surface of the fine aggregate concrete after pouring and forming exceeds the top surface of the superimposed beams at both ends of the integrated slab with four-sided inverted rib beams by 50 mm - 100 mm. Finally, the comprehensive paving of the asphalt surface layer is carried out, and the construction is carried out in a flowing manner to complete all the structural hoisting work.

[0070] In summary, the present invention adopts a post-grouting process of modular prefabricated construction to carry out structural innovation and optimization design of technical solutions, and diversifies and integrates energy-consuming technologies to achieve the functional design and application of the prefabricated road construction system. The overall technical solution follows the design concept of "strengthening the roadbed, prefabricating and hoisting, grouting with mortar anchors, sleeve grouting, applying prestress, high-pressure grouting, and comprehensively paving the asphalt surface layer", and is applicable to engineering projects in areas with frequent earthquakes or large long-term vibration effects or with high requirements for road design levels, providing favorable technical support for the high-quality development of the prefabricated road field in China.

[0071] Finally, it should be noted that the above are only the preferred embodiments of the present invention and are not used to limit the present invention. Although the present invention has been described in detail with reference to the foregoing embodiments, for those skilled in the art, they can still modify the technical solutions recorded in the foregoing embodiments, or perform equivalent replacements for some of the technical features. Any modifications, equivalent replacements, improvements, etc. made within the spirit and principle of the present invention shall be included in the protection scope of the present invention.

Claims

1. An energy-dissipating modular bonded prestressed assembled road structure, characterized in that: It includes a roadbed reinforcement layer, reinforced concrete piers, L-shaped reinforced concrete curb beams, an integrated plate of four-sided anti-rib beams, a grouting layer, prestressed tendons, a fine stone concrete layer, a damping device and an asphalt surface layer; an L-shaped reinforced concrete curb beam is arranged above the reinforced concrete piers, a roadbed reinforcement layer and an integrated plate of four-sided anti-rib beams are arranged between two adjacent L-shaped reinforced concrete curb beams, a grouting layer is arranged between the roadbed reinforcement layer and the integrated plate of four-sided anti-rib beams, a fine stone concrete layer is arranged on the integrated plate of four-sided anti-rib beams, prestressed tendons are arranged inside the fine stone concrete layer, and an asphalt surface layer is also arranged above the overall structure.

2. The energy-dissipative modular bonded prestressed assembled road structure according to claim 1, characterized in that: The roadbed reinforcement layer is arranged above the roadbed soil layer, and reinforced concrete piers are arranged inside the roadbed soil layer. Embedded dowels are arranged inside the reinforced concrete piers, and the embedded dowels are connected to the L-shaped reinforced concrete curb beam above them by steel sleeve grouting; the thickness of the roadbed reinforcement layer is not less than 200mm, the minimum cross-sectional dimension of the reinforced concrete pier is not less than 800mm, the height is 450mm~600mm, the length of the embedded dowels extending into the reinforced concrete pier is not less than 350mm, a 90-degree hook is arranged at the bottom, the outward extension length of the embedded dowels is not less than 2 / 3 of the length of the steel sleeve and not less than 150mm, and each reinforced concrete pier is provided with not less than 6 embedded dowels to strengthen the connection strength between the reinforced concrete pier and the L-shaped reinforced concrete curb beam and improve the seismic performance of the structure.

3. The energy-dissipative modular bonded prestressed assembled road structure according to claim 1, characterized in that: Both ends of the four-sided inverted rib beam integrated plate are supported on the L-shaped reinforced concrete curb beam. Pre-embedded steel plug-ins are set at the bottom of both ends of the four-sided inverted rib beam integrated plate during the manufacturing process of the assembled PC factory. A grout anchor hole is provided at the upper end of the L-shaped reinforced concrete curb beam. The four-sided inverted rib beam integrated plate and the L-shaped reinforced concrete curb beam are connected and fixed by the grout anchor method through the pre-embedded steel plug-in. The cutting length of the pre-embedded steel plug-in is not less than 160mm, the middle diameter is not less than 30mm, the thickened parts at both ends are not less than 40mm, and the pre-embedded steel plug-in is anchored into the four-sided inverted rib beam integrated plate by not less than 80mm. The diameter of the grout anchor hole provided at the upper end of the L-shaped reinforced concrete curb beam is 5mm to 8mm larger than the diameter of the thickened parts at both ends of the embedded steel plug-in. The designed depth of the grout anchor hole is the overhanging length of the embedded steel plug-in + 15mm.

4. The energy-dissipative modular bonded prestressed assembled road structure according to claim 1, characterized in that: Each of the four-sided anti-rib beam integrated plates is provided with two reserved holes, which are a grouting hole and a grouting hole, respectively, and are arranged diagonally along the four-sided anti-rib beam integrated plates; the upper part of the anti-rib beam connecting the four-sided anti-rib beam integrated plates to the end of the L-shaped reinforced concrete curb beam is provided with prestressed tendon through holes, and the L-shaped reinforced concrete curb beam at the corresponding position of the prestressed tendon through holes are also reserved when the prestressed tendon is manufactured in the assembled PC factory. The prestressed tendons are tensioned and anchored after passing through the holes on the L-shaped reinforced concrete curb beam and the four-sided anti-rib beam integrated plates, and the prestressed tendons are anchored to the outside of the L-shaped reinforced concrete curb beam using anchors, and the diameter of the reserved prestressed tendon through holes is 2mm to 3mm larger than the designed prestressed tendon outer diameter.

5. The energy-dissipative modular bonded prestressed assembled road structure according to claim 1, characterized in that: The grouting layer set between the roadbed reinforcement layer and the four-side anti-rib beam integrated plate is made of fine stone concrete or low shrinkage and micro-expansion grouting material, and the thickness of the grouting layer is not less than 30mm.

6. The energy-dissipative modular bonded prestressed assembled road structure according to claim 1, characterized in that: The fine stone concrete layer is arranged above the integrated plate of the four-sided anti-rib beams. The strength of the fine stone concrete is not less than C35. It is cast in modules. The top surface elevation of the fine stone concrete casting exceeds the top surface of the composite beams at both ends of the integrated plate of the four-sided anti-rib beams by at least 50mm.

7. The energy-dissipative modular bonded prestressed assembled road structure according to claim 1, characterized in that: Along the driving direction, damping devices are installed between the joints of two adjacent four-sided inverted rib beam integrated plates. The damping devices are used to resist structural vibration, displacement, etc. for energy consumption, so as to improve the durability of the structure after the prefabricated road is opened to traffic. The damping devices are arranged in a group every 2 modules or every 10m or more, with at least 3 in each group. The outer surface of the damping device is coated with anti-corrosion + waterproof material for vacuum sealing. In addition to the damping device, the other spaces between the joints of two adjacent four-sided inverted rib beam integrated plates are filled with loose vermiculite and filled with asphalt glue, combining prefabrication and hoisting with damping energy consumption.

8. A construction method for an energy-consuming modular bonded prestressed assembled road structure, characterized in that: It follows the design concept of "strengthening roadbed, prefabrication and hoisting, grouting and anchor connection, sleeve grouting, prestressing, high-pressure grouting, and comprehensive paving of asphalt surface layer". It is suitable for areas with frequent earthquakes or long-term vibration or engineering projects with high road design standards. Its construction process is roadbed treatment, measurement and layout, pier excavation---reinforced concrete pier hoisting, reserved inserted reinforcement verification---L-type reinforced concrete curb beam hoisting, connection sleeve grouting---roadbed reinforcement layer construction, local treatment---in-situ elevation adjustment, anchor grouting---four-side anti-rib beam integrated plate hoisting---installation of damping device, joint treatment, high-pressure grouting---prestressed tendon channel embedding---prestressed tendon perforation, tensioning, anchoring---channel grouting---fine stone concrete pouring, asphalt surface layer paving.

9. The construction method of the energy-dissipative modular bonded prestressed assembled road structure according to claim 8, characterized in that: The key technical solutions are as follows: Step S1: Roadbed treatment, surveying and laying out, pier excavation: First, the roadbed within the construction scope is excavated. According to the construction plan, the road line direction is determined by measuring and laying out. The elevation of the top surface of the roadbed excavation is located using a total station, and the roadbed soil layer is further compacted. The position of the reinforced concrete pier is measured and set, and the earthwork at the reinforced concrete pier is excavated. The excavation depth of the pier groove should be based on the elevation of the top surface of the reinforced concrete pier, and an appropriate over-excavation of 100mm is allowed. The excavation width of the pier groove should be 200mm to 300mm larger than the cross-sectional size of the prefabricated reinforced concrete pier, leaving a certain working surface or grouting space. The pier groove earthwork is excavated by manual excavation, and the protection work after the pier groove earthwork excavation is strengthened, and construction is avoided during the rainy season. Step S2: Lifting of reinforced concrete piers and checking of reserved dowel bars: Before the reinforced concrete pier is hoisted, the bottom elevation of the earthwork excavation of the pier groove shall be checked, and the bottom elevation of the earthwork excavation of the pier groove shall be preliminarily determined in combination with the actual height of the prefabricated reinforced concrete pier produced in the PC factory; during the on-site construction, the "bottom padding and then grouting method" is adopted to carry out the hoisting of the reinforced concrete pier, that is, first place two reinforced concrete prefabricated slabs on the earthwork excavation surface of the pier groove, the length of the reinforced concrete prefabricated slabs is equal to the side length of the reinforced concrete pier, and the height of the reinforced concrete prefabricated slabs is 100mm. When the reinforced concrete pier is hoisted on-site, the placement position of the reinforced concrete prefabricated slabs is the hoisting position of the reinforced concrete pier; before the hoisting of the reinforced concrete pier, the top elevation of the installed reinforced concrete prefabricated slabs shall be further checked to ensure that the reinforced concrete The reinforced concrete pier column is hoisted and put into place at one time on site, which reduces the workload of repeated verification. After the reinforced concrete pier column is hoisted and put into place, it is grouted in the groove twice, that is, fine stone concrete is used to carry out the first grouting on the bottom of the reinforced concrete pier column after hoisting and putting into place. Since the reinforced concrete prefabricated slabs are set at the bottom of the pier column in the early stage, it is helpful to hoist the reinforced concrete pier column into place, and the bottom of the reinforced concrete pier column after being put into place is also emptied to form a cavity. The first grouting is carried out to 50mm above the bottom surface of the reinforced concrete pier column. After the first grouting strength reaches more than 75% of the design strength, the second grouting can be carried out. The second grouting is carried out to the top surface of the reinforced concrete pier column to strengthen vibration and maintenance work. Finally, the dowel bars reserved at the top of the reinforced concrete pier column are straightened and corrected, and the process acceptance records are kept. Step S3: L-shaped reinforced concrete curb beam hoisting and connecting sleeve grouting: After the reinforced concrete piers are hoisted into place and fixed, the L-shaped reinforced concrete curb beam can be hoisted between the two adjacent reinforced concrete piers according to the construction plan; before on-site hoisting, check the position relationship of the reserved dowel bars at the top of the reinforced concrete pier again, and focus on checking the position relationship of the reserved dowel bars at each reinforced concrete pier and the position relationship between the reserved dowel bars after the two adjacent reinforced concrete piers are in place, so as to ensure the subsequent L-shaped reinforced concrete curb beam hoisting and positioning process; after the L-shaped reinforced concrete curb beam is hoisted into place, the steel sleeve at the bottom of the L-shaped reinforced concrete curb beam is immediately grouting, and low-shrinkage, micro-expansion, high-strength grouting material is used for high-pressure grouting, and the supervision of the grouting process is strengthened, and the sleeve grouting concealed project acceptance is well done and records are kept; Step S4: Construction of roadbed reinforcement layer, local treatment: After the L-shaped reinforced concrete curb beam is hoisted in place, the roadbed reinforcement layer can be constructed in each module between the L-shaped reinforced concrete curb beams; the roadbed reinforcement layer is made of cement, fly ash slag, construction waste particles, and coarse sand in a ratio of 1:3.5:6.25:2.18 and laid on the roadbed soil layer, strengthened compaction treatment, and then solidified by "secondary watering and primary slurry laying method". The thickness of the roadbed reinforcement layer is 200mm~300mm; sufficient space should be left for laying the roadbed reinforcement layer on site. The virtual paving thickness is increased, and compaction is strengthened. The roadbed reinforcement layer near the end of the L-shaped reinforced concrete curb beam is locally treated. In complex geological environments or complex working conditions, additional steel bars can be left at the roadbed reinforcement layer during the prefabrication of the L-shaped reinforced concrete curb beam in the early stage. The additional steel bars left in the L-shaped reinforced concrete curb beam body can be extended into the roadbed reinforcement layer or into the grouting layer; there should be at least 6 hours between the first and second watering, and the grouting process should be carried out again after the roadbed reinforcement layer is watered and solidified for 24 hours; Step S5: Adjust the elevation in place and pour the anchor grout: After the construction of the roadbed reinforcement layer is completed, the elevation of the top surface of the L-shaped reinforced concrete curb beam that has been in place is checked to ensure that the elevation of the top surface of the L-shaped reinforced concrete curb beam is the bottom elevation of the four-side anti-rib beam integrated plate in place; after the elevation is checked, the grout anchor holes on the top surface of the L-shaped reinforced concrete curb beam that has been in place are cleaned with a high-pressure air gun, and all the grout anchor holes are cleaned before the subsequent hoisting of the four-side anti-rib beam integrated plate, and no debris is left in the grout anchor holes to avoid affecting the subsequent process operations; after all the above processes are completed, the anchor grout is poured into the grout anchor holes on the top surface of each L-shaped reinforced concrete curb beam, and the acceptance of each process is done well; Step S6: Hoisting of the integrated plate with four-side inverted rib beams: After the grout anchor holes on the top surface of each L-shaped reinforced concrete curb beam are processed, the hoisting work of the four-side anti-rib beam integrated plate can be carried out; before the hoisting of the four-side anti-rib beam integrated plate, the roadbed reinforcement layer and its internal cavity in each construction section should be cleaned twice, and no debris should be left to avoid affecting the quality of subsequent grouting layer construction; check the position relationship between the reserved steel plug-in at the bottom of the four-side anti-rib beam integrated plate and the completed grout anchor holes. If the error is large and affects the hoisting of the four-side anti-rib beam integrated plate, the embedded steel plug-in can be Make appropriate adjustments or expand the anchor holes appropriately. After everything is correct, you can proceed with the hoisting of the four-side inverted rib beam integrated slab in each construction section. The on-site hoisting of the four-side inverted rib beam integrated slab should be done once the relationship between the embedded steel plug-in and the anchor hole is accurately checked. Repeated operations are not allowed to prevent affecting the quality of the slurry-anchor connection. During the hoisting of the four-side inverted rib beam integrated slab, the reserved holes on it should be sealed with foam plugs. The plugs should not be pulled out or debris should not enter the grouting layer through the reserved holes after the plugs fall off. Step S7: Install damping device, joint treatment, high pressure grouting: After the hoisting of the four-sided anti-rib beam integrated plate is completed, the damping device is installed at the joint between the two adjacent modules of the four-sided anti-rib beam integrated plate, which is used for energy consumption of the main structure of the road after opening to traffic, so as to improve the service life of the assembled road structure; first, the damping device is installed between the two adjacent four-sided anti-rib beam integrated plates, and then the seams are filled with asphalt glue, and the anti-corrosion treatment of the damping device is done; there must be no hard debris such as large-diameter stones in the space where the damping device is installed. Before installing the damper, the space needs to be cleaned to ensure the effective energy consumption of the damping device; after the damping device is installed, a high-pressure device is used to perform high-pressure grouting on the cavity between the roadbed reinforcement layer and the four-sided anti-rib beam integrated plate, and the operation is performed through the reserved holes arranged diagonally on the four-sided anti-rib beam integrated plate, and the two holes are grouted synchronously, grouting is performed once, and grouting is pressurized again. After the grouting is completed, the hole is sealed with a rubber plug, and grouting is pressurized for a second time to ensure that the grouting process is complete, the construction quality of the grouting layer is improved, and maintenance is strengthened. During the process, the acceptance and record of the hidden engineering of the grouting process are done well; Step S8: Pre-embedded prestressed tendon ducts: During the on-site construction process, the cutting of metal corrugated pipes shall be done in advance according to the construction plan, and the position relationship between the rib beams at the ends of the four-sided anti-rib beam integrated plate and the embedded holes on the L-shaped reinforced concrete curb beam shall be checked. After the grouting layer is completed and the curing time is not less than 48 hours, the prestressed tendon channel position shall be installed on the upper part of the four-sided anti-rib beam integrated plate using metal corrugated pipes. The metal corrugated pipes shall pass through the rib beams at the ends of the four-sided anti-rib beam integrated plate and the embedded holes on the L-shaped reinforced concrete curb beam. The metal corrugated pipes can be fixed to the truss bars on the upper part of the four-sided anti-rib beam integrated plate using trapezoidal steel bar brackets; after the metal corrugated pipes are installed according to the linear direction of the prestressed tendons, the joints between the four-sided anti-rib beam integrated plate and the L-shaped reinforced concrete curb beam shall be filled or grouted, and the prestressed tendon channel installation in each construction section shall be completed one by one through continuous construction, and the process acceptance shall be done well; Step S9: Prestressed tendon punching, tensioning, and anchoring: The prestressed tendons can be punched synchronously during the installation of the prestressed tendon duct. The cutting length of the prestressed tendons should be at least 240mm longer than the effective length of the prestressed tendon duct to ensure the subsequent tensioning and anchoring of the prestressed tendons. For prestressed tendons with multiple lanes or more than 10m in length, the steel wire traction method can be used for auxiliary perforation, symmetrical tensioning, and 1.05σcom super tensioning method. The prestressed tendons are tensioned and anchored at the outer edge of the L-shaped reinforced concrete curb beam, and the anchoring of the prestressed tendon anchor is done well. Step S10: Hole grouting: After the prestressed tendons are tensioned and anchored, the grouting of the prestressed tendon channels shall be carried out immediately; the grouting of the prestressed tendon channels is a concealed project. During the on-site operation, a dedicated person shall be assigned to supervise. After the prestressed tendons are tensioned and anchored, grouting shall be carried out one by one without omission and proper marking; since the metal bellows used in the prestressed tendon channels are fixed on the truss bars on the upper part of the integrated plate of the four-sided anti-rib beam, it is very important to properly fix the metal bellows during the above-mentioned process operations, and the layout of the metal bellows shall not be disturbed, and proper protection shall be taken; Step S11: pouring fine stone concrete and paving asphalt surface layer: After the grouting of the prestressed tendon duct is completed, the pouring of the fine stone concrete layer can be carried out immediately; since the amount of fine stone concrete pouring is not large, the fine stone concrete layer can be poured intensively after all the prestressed tendon ducts in multiple construction sections are installed; The strength of fine stone concrete should be C35-C40, and it should be cast in one piece in multiple construction sections. The pouring thickness of fine stone concrete should be effectively controlled according to the design elevation of the top surface of the road structure. The elevation of the top surface of the main structure should be measured and set in sections based on the linear direction of the road. Generally, the top surface elevation of the fine stone concrete casting should exceed the top surface of the composite beams at both ends of the integrated slab of the four-sided anti-rib beams by 50mm-100mm. Finally, the asphalt surface layer should be fully paved and constructed in a continuous flow manner to complete the entire structure hoisting work.

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