Tree root pile-reinforced concrete slab combination treatment tunnel disease structure and construction method

Abstract

The present application relates to the tree root pile-steel reinforced concrete slab combination treatment tunnel disease structure and construction method, developed the tree root pile-steel reinforced concrete slab combination reinforcement technology, tree root pile steel reinforcement cage notched steel plate hoop reinforcement and top main reinforcement positioning hoop technology, tree root pile steel reinforcement cage fast installation technology, profiled steel track mobile hopper concrete pouring technology, steel reinforced concrete slab-tree root pile fast fixing technology.The present application adopts the improved tunnel bottom group pile scheme to reduce the tunnel bottom excavation engineering quantity, reduce the structural deformation risk, effectively shorten the construction period;The improved group pile scheme is proposed, the construction period is ensured, the environmental influence is reduced, the influence on social vehicle traffic is minimized;The construction process is simplified, the efficient and rapid repair of the tunnel bottom structure is realized, the treatment effect is relatively reliable, the energy saving and emission reduction are realized, the influence on the environment is reduced, and good technical and economic and social benefits can be obtained in practical engineering.

Description

Technical Field

[0001] This invention relates to the field of civil engineering technology, and more specifically, to a structure and construction method for treating tunnel defects using a combination of tree root piles and reinforced concrete slabs. Background Technology

[0002] With the rapid development of transportation infrastructure, tunnels, as crucial transportation facilities, are receiving increasing attention for their safety and stability. However, due to various factors such as geological conditions, construction quality, and operation and maintenance, tunnels often develop various defects during use. Especially with accumulated operating time and increased traffic volume, tunnels exhibit defects such as road surface cracks, misalignments, and uplifts in multiple sections. The main cause of soft soil formation at the tunnel floor is water. Blockage of the central drainage ditch and transverse drainage pipes, coupled with the softening of the argillaceous rock foundation after prolonged water immersion, not only affects the normal use of the tunnel but also poses a serious threat to its stability and safety.

[0003] In summary, for the treatment of soft soil defects at the tunnel bottom, it is very important to find a tree root pile-reinforced concrete slab combined structure and its construction method that is fast, simple to operate, and has high reliability in construction quality. Summary of the Invention

[0004] The purpose of this invention is to overcome the shortcomings of existing treatment technologies for soft soil defects at the bottom of tunnels, which generally have long construction cycles, complex procedures, significant impact on traffic, and difficulty in guaranteeing repair quality. This invention provides a structure and construction method for treating tunnel defects using a combination of tree root piles and reinforced concrete slabs. By using specially designed tree root pile reinforcement cages and dedicated rapid installation and pouring equipment, an integrated pile-slab-lining structure is constructed to achieve efficient and rapid repair of defects at the bottom of tunnels.

[0005] To achieve the above technical objectives, the present invention adopts the following technical solution: a root pile-reinforced concrete slab combined treatment structure for tunnel defects, including an invert arch, lining, and pavement layer, and further comprising:

[0006] The tunnel bottom pile group consists of multiple tree root piles, which penetrate the invert arch; the tree root piles on the sidewalls are used to connect the subsequent cast-in-place structure to the arch foot of the lining.

[0007] A cast-in-place reinforced concrete panel is placed on top of the pile group at the bottom of the tunnel, and the cast-in-place reinforced concrete panel extends into the bottom of the newly built cable trench and is connected to the foundation of the lining by rebar installation.

[0008] The newly built central drainage ditch of the tunnel is designed in conjunction with the tree root piles that penetrate the invert arch;

[0009] The tree root pile reinforcement cage is arranged in the dry tree root pile, and the top and bottom of the tree root pile reinforcement cage are provided with annular notched steel plates, the annular notched steel plates are provided with notches, the main reinforcement of the tree root pile reinforcement cage is arranged in the notches and welded and fixed with the annular notched steel plates.

[0010] Further, in the tunnel bottom group pile, the diameter of the tree root pile is φ250~φ300mm, and the length of the pile is 4.5m~6m; three tree root piles are arranged at each end of the tunnel bottom group pile, and the angles of the three tree root piles are 40°~50°, 20°~25° and 0° from outside to inside respectively; four tree root piles are arranged in the middle of the tunnel bottom group pile, and the horizontal spacing of the four tree root piles is 160cm~180cm and the tree root piles are arranged vertically downward; the longitudinal spacing of all the tree root piles is 120cm~130cm.

[0011] Further, the tree root pile reinforcement cage further comprises hoop reinforcement and bent main reinforcement; the hoop reinforcement is welded and fixed with the main reinforcement; the bent main reinforcement is formed by bending the main reinforcement at the top of the tree root pile reinforcement cage, and a preset distance D is arranged between the upper edge of the bent main reinforcement and the lower edge of the top annular notched steel plate.

[0012] Further, the bent main reinforcement and the cross reinforcement are respectively bound and fixed with the upper and lower layers of reinforcement of the cast-in-place reinforced concrete slab.

[0013] Further, the top pressing sleeve head is composed of a circular steel plate, an embedded sleeve, an ear plate and a steel wire rope; the lower part of the circular steel plate is welded with the embedded sleeve, the embedded sleeve is provided with a reserved hole, and the distance between the upper edge of the reserved hole and the lower edge of the circular steel plate is D; two ear plates are welded on the upper part of the circular steel plate, and the steel wire rope is fixed through the reserved hole of the ear plate; the top pressing sleeve head is inserted into the annular notched steel plate at the top of the tree root pile reinforcement cage, and the bolt passes through the reserved hole to fix the tree root pile reinforcement cage as a whole.

[0014] The application also provides a construction method for treating tunnel disease structure by the tree root pile-reinforced concrete slab combination, and the main construction steps are as follows:

[0015] Step one, breaking the original pavement: after measuring the longitudinal slope, transverse slope and elevation of the existing pavement, the elevation of the top surface of the new cast-in-place reinforced concrete slab is determined, and the original pavement is broken;

[0016] Step two, waste slag removal: the waste slag generated in step one is removed out of the construction area;

[0017] Step three, tree root pile drilling construction: a tree root pile hole forming drilling vehicle is used to drill to form pile holes for laying tree root piles;

[0018] Step four, tree root pile reinforcement cage processing: uniformly process the tree root pile reinforcement cage in the factory, install the annular notched steel plate at the top and bottom of the tree root pile reinforcement cage, and weld and fix the main reinforcement in the notch of the annular notched steel plate;

[0019] Step five, tree root pile reinforcement cage sinking construction: through the top pressure sleeve head fixed with the tree root pile reinforcement cage, the tree root pile reinforcement cage is hoisted into the pile hole by the steel wire rope connecting the top pressure sleeve head through the excavator hook, and then the tree root pile reinforcement cage is pressed into the pile hole by the excavator bucket pressing the top pressure sleeve head;

[0020] Step six, tree root pile concrete pouring construction: build a mobile type steel rail track support and a mobile pouring platform, and pour concrete into the tree root pile reinforcement cage through the mobile pouring platform; during the pouring process, the tunnel center line is used as a dividing line, and a half-pile construction method is adopted, that is, one side is poured and then the other side is constructed;

[0021] Step seven, cast-in-place reinforced concrete slab construction: cast-in-place reinforced concrete slab is poured on the top of the tunnel bottom pile group, so that the cast-in-place reinforced concrete slab penetrates into the bottom of the newly built cable trench and is connected with the lining foundation dowel, and at the same time, the cast-in-place reinforced concrete slab is connected with the lining arch foot through the side wall tree root pile;

[0022] Step eight, road surface layer construction: tunnel waterproof bonding layer and road surface layer are constructed on the upper part of the cast-in-place reinforced concrete slab in sequence.

[0023] Further, in step three, the parameters of the drill hole are matched with the parameters of the tree root pile: the drill hole diameter is φ250~φ300mm, the drill hole depth is 4.5m~6m, the angles of the three drill holes at both ends are 40°~50°, 20°~25° and 0° from outside to inside respectively, the four middle drill holes are vertically downward with a horizontal spacing of 160cm~180cm, and the longitudinal spacing of all drill holes is 120cm~130cm.

[0024] Further, in step four, when processing the tree root pile reinforcement cage, it also includes: bending the top main reinforcement to form a bent main reinforcement, so that the upper edge of the bent main reinforcement is D away from the lower edge of the top annular notched steel plate; and welding and fixing the hoop reinforcement with the main reinforcement.

[0025] Further, in step five, when the top pressure sleeve head is fixed with the tree root pile reinforcement cage, the latch is inserted through the reserved hole of the top pressure sleeve head inner nesting sleeve, so that the top pressure sleeve head and the tree root pile reinforcement cage form a whole; and the excavator bucket is welded with a hook, and the hook is connected with the ear plate through a steel wire rope to realize hoisting.

[0026] Furthermore, in step six, the mobile pouring platform includes a mobile pouring support and at least one diversion hopper storage tank; the diversion hopper storage tanks are spaced apart on the mobile pouring support and welded and fixed, and a connecting groove is provided between adjacent diversion hopper storage tanks; a flexible guide tube is fixed to the lower part of the diversion hopper storage tank, and the flexible guide tube is inserted into the tree root pile reinforcement cage to pour concrete; a brake rod is provided on the mobile pouring support, and the brake rod is used to fix the mobile pouring platform to the mobile steel track support;

[0027] During half-width construction, concrete is first poured into all pile holes on one side of the tunnel centerline. After the concrete on that side reaches the design strength, the pile holes on the other side are then poured. The movable steel track support is moved to the next construction section as a whole after the construction on one side is completed.

[0028] This invention has the following characteristics and beneficial effects:

[0029] 1. High construction efficiency and short construction period: By adopting prefabricated steel cages in the factory, using "top pressure sleeves" for rapid installation, and using "mobile pouring platforms" for continuous pouring, the on-site construction procedures are greatly simplified, enabling efficient and rapid repair of the tunnel bottom structure and effectively shortening the construction period.

[0030] 2. Minimal impact and low risk: The pile group scheme adopted in this invention reduces the amount of large-area excavation at the tunnel bottom, thereby reducing the risk of disturbance and deformation to existing structures. Combined with the half-width construction method, the impact of construction on normal traffic can be minimized.

[0031] 3. Good structural integrity and reliable effect: The bent main reinforcement at the top of the tree root pile is connected to the cast-in-place concrete panel, and the panel is connected to the tunnel lining foundation by rebar anchoring, forming an integrated load-bearing system of pile-slab-lining, which improves the overall load-bearing performance of the tunnel lining and road structure, making the treatment effect more reliable.

[0032] 4. Energy-saving and environmentally friendly, with good social benefits: This invention simplifies the construction process, reduces the complexity and workload of on-site operations, thereby achieving energy conservation and emission reduction, and minimizing environmental impact. Due to its rapid construction, minimal impact on traffic, and reliable repair results, it can achieve good technical, economic, and social benefits when applied to practical engineering projects. Attached Figure Description

[0033] Figure 1 This is a schematic diagram of the cross-section of the structure for treating tunnel defects using a combination of tree root piles and reinforced concrete slabs.

[0034] Figure 2 This is a schematic diagram of a large-scale annular grooved steel plate;

[0035] Figure 3This is a detailed schematic diagram of the fixing of the annular grooved steel plate and the bent main reinforcement.

[0036] Figure 4 This is a detailed schematic diagram of the steel reinforcement cage for the tree root pile;

[0037] Figure 5 This is a schematic diagram of the top pressure sleeve head;

[0038] Figure 6 This is a detailed schematic diagram of the side elevation of the mobile pouring platform;

[0039] Figure 7 This is a detailed schematic diagram of the side elevation of the protective structure of the mobile pouring platform after installation.

[0040] Figure 8 This is a plan view of a mobile steel track support;

[0041] Figure 9 This is a schematic diagram of a movable casting support.

[0042] In the diagram: 1. Tree root pile; 2. Invert arch; 3. Central drainage ditch of the tunnel; 4. Cast-in-place reinforced concrete panel; 5. Waterproof bonding layer of the tunnel; 6. Road surface layer; 7. New cable trench; 8. Lining; 9. Tunnel centerline; 10. Annular grooved steel plate; 11. Groove; 12. Bent-up main reinforcement; 13. Main reinforcement; 14. Ring hoop reinforcement; 15. Tree root pile reinforcement cage; 16. Top pressure sleeve; 17. Circular steel plate; 18. Inner nested cylinder; 19. Ear plate; 20. Steel wire rope; 21. Reserved hole; 22. Mobile steel rail support; 23. Support; 24. Mobile pouring platform; 25. Diversion hopper storage tank; 26. Slide rail; 27. Pulley; 28. Reinforcing support; 29. ​​Switch; 30. Flexible conduit; 31. Brake rod; 32. Connecting groove; 33. Guardrail; 34. Mobile pouring support; 35. Steel plate. Detailed Implementation

[0043] The present invention will be further described below with reference to embodiments, wherein traditional construction methods such as site preparation, component processing, component hoisting, waste removal, concrete vibration, and curing are not described in detail. The following description of the embodiments is only for the purpose of helping to understand the present invention. It should be noted that for those skilled in the art, several improvements and modifications can be made to the present invention without departing from the principle of the present invention, and these improvements and modifications also fall within the protection scope of the claims of the present invention.

[0044] Figure 1 This is a schematic diagram of the cross-section of the structure for treating tunnel defects using a combination of tree root piles and reinforced concrete slabs. Figure 2 This is a schematic diagram of a large-scale annular grooved steel plate; Figure 3 This is a detailed schematic diagram of the fixing of the annular grooved steel plate and the bent main reinforcement. Figure 4This is a detailed schematic diagram of the steel reinforcement cage for the tree root pile; Figure 5 This is a schematic diagram of the top pressure sleeve head; Figure 6 This is a detailed schematic diagram of the side elevation of the mobile pouring platform; Figure 7 This is a detailed schematic diagram of the side elevation of the protective structure of the mobile pouring platform after installation. Figure 8 This is a plan view of a mobile steel track support; Figure 9 This is a schematic diagram of a movable casting support.

[0045] Example 1

[0046] Referring to the figures, the root pile-reinforced concrete slab combination structure for treating tunnel defects includes: 1. Root pile; 2. Invert arch; 3. Central drainage ditch of the tunnel; 4. Cast-in-place reinforced concrete slab; 5. Tunnel waterproof bonding layer; 6. Road surface layer; 7. New cable trench; 8. Lining; 9. Tunnel centerline; 10. Annular grooved steel plate; 11. Groove; 12. Bent-up main reinforcement; 13. Main reinforcement; 14. Hoop reinforcement; 15. Root pile reinforcement cage; 16. Top pressure sleeve; 17. Circular steel plate; 18. Inner nested cylinder; 19. Ear plate; 20. Steel wire rope; 21. Reserved hole; 22. Movable steel track support. 22. Support; 23. Mobile pouring platform; 24. Diversion hopper storage tank; 25. Slide rail; 26. Pulley; 27. Reinforcing support; 28. Switch; 29. ​​Flexible guide tube; 30. Brake rod; 31. Connecting groove; 32. Guardrail; 33. Mobile pouring support; 34. Steel plate; 35. Developed technologies including: tree root pile-reinforced concrete slab combined reinforcement technology; tree root pile reinforcement cage with grooved steel plate ring reinforcement and top main reinforcement positioning ring technology; tree root pile reinforcement cage rapid installation technology; steel rail mobile hopper concrete pouring technology; and reinforced concrete slab-tree root pile rapid fixing technology.

[0047] The tunnel bottom pile group uses φ250~φ300mm tree root piles 1, with a pile length of 4.5m~6m. There are 3 tree root piles 1 at each end, and the construction angles are 40°~50°, 20°~25° and 0° with the vertical line from the outside to the inside. The middle 4 piles are spaced 160cm~180cm laterally and constructed vertically downwards. The tree root piles are spaced 120cm~130cm longitudinally. A cast-in-place reinforced concrete panel 4 is set on the top of the pile group. Tree root piles 1 are set on the side wall to strengthen the connection between the pile group panel and the arch foot of the lining 8 and improve the foundation anchoring capacity. The cast-in-place reinforced concrete panel 4 is connected to the foundation of the lining 8 by inserting rebar into the bottom of the newly built cable trench 7, which improves the overall stress performance of the tunnel lining and the road surface structure. The improved overall stress performance allows for half-width construction and simultaneous construction of multiple work faces. The tree root piles 1 penetrate the invert arch 2 and a new central drainage ditch 3 is built in the tunnel. The bent main reinforcement 12 and cross reinforcement are firmly tied to the upper and lower layers of reinforcement of the cast-in-place reinforced concrete panel 4.

[0048] The root pile reinforcement cage 15 is uniformly processed in the factory, and its top and bottom are provided with annular grooved steel plates 10; the annular grooved steel plates 10 are provided with grooves 11, the main reinforcement 13 is placed in the grooves 11 and welded and fixed to the annular grooved steel plates 10. After the main reinforcement 13 is fixed, the hoop reinforcement 14 is welded to the main reinforcement 13, wherein the top main reinforcement 13 is bent to form a bent-up main reinforcement 12; the distance between the upper edge of the bent-up main reinforcement 12 and the lower edge of the top annular grooved steel plate 10 is D, for example, 100mm;

[0049] The top-pressure sleeve 16 consists of a circular steel plate 17, an inner nesting cylinder 18, ear plates 19, a steel wire rope 20, and a reserved hole 21. The inner nesting cylinder 18 is welded to the lower part of the circular steel plate 17, and the inner nesting cylinder 18 is provided with a reserved hole 21, wherein the distance between the upper edge of the reserved hole 21 and the lower edge of the circular steel plate 17 is D. Two ear plates 19 are welded to the upper part of the circular steel plate 17, and the steel wire rope is fixed through the reserved hole of the ear plate 19. The top-pressure sleeve 16 is inserted into the annular grooved steel plate 10 at the top of the tree root pile reinforcement cage 15, and the reserved hole 21 is located in the inner nesting cylinder 18 of the top-pressure sleeve 16. Positioning pins are used to fix the top pressure sleeve 16 and the root pile reinforcement cage 15 into a whole; the root pile reinforcement cage 15 is quickly installed using an excavator through the top pressure sleeve 16, wherein a hook is welded at the position of the excavator bucket, and the root pile reinforcement cage 15 can be lifted and lowered through the steel wire rope 20 on the top pressure sleeve 16. After the root pile reinforcement cage 15 is placed into the pile hole, the root pile reinforcement cage 15 is pressed in by the excavator bucket on the top pressure sleeve 16. The settling pressure acting on the top pressure sleeve 16 can ensure that the root pile reinforcement cage 15 is evenly stressed and prevented from being damaged.

[0050] The mobile steel track support 22 is made of steel profiles and includes supports 23, slide rails 26, and steel plates 35. The slide rails 26 have steel plates 35 on their inner sides, allowing workers to walk on them. The mobile pouring platform 24 consists of a diversion hopper storage tank 25, pulleys 27, reinforcing supports 28, switches 29, flexible conduits 30, brake rods 31, connecting channels 32, guardrails 33, and a mobile pouring support 34. The mobile pouring support 34 is made of steel profiles and has three diversion hopper storage tanks 25 spaced apart and welded together, secured secondary by reinforcing supports 28. Brake rods 31 are installed on the mobile pouring support 34 and fixed to the mobile steel track support 22. The diversion hopper storage tanks 25... Switch 29 is set up, and a flexible guide tube 30 is fixed at the bottom. The flexible guide tube 30 is inserted into the root pile reinforcement cage 15 to pour concrete. A connecting groove 32 is set between the diversion hopper storage tanks 25. Concrete is replenished on one side to ensure the concrete supply of the three diversion hopper storage tanks 25. After the concrete is poured into the root pile reinforcement cage 15, switch 29 is turned off, the brake lever 31 is loosened, and the mobile pouring platform 24 is moved to the next root pile reinforcement cage 15 pouring position. The brake lever 31 is then fixed. After the root pile reinforcement cage 15 is poured in the mobile steel track support 22, the whole structure is moved to the next construction section. The tunnel centerline 9 is used as the dividing line, and half-width construction is adopted. After one side is completed, the other side is constructed.

[0051] Example 2

[0052] The present invention also provides a construction method for the root pile-reinforced concrete slab combination treatment structure for tunnel defects according to Embodiment 1, the main construction steps of which are as follows:

[0053] Step 1: Demolish the original pavement: Before demolishing the concrete panel, carefully measure the longitudinal slope, transverse slope, and elevation of the existing pavement. Excavation can only begin after the elevation of the top surface of the new concrete panel has been determined.

[0054] For example, a total station is used to measure the longitudinal slope, transverse slope, and elevation of the existing road surface. A cross-section is measured every 5m to determine the top elevation of the newly constructed cast-in-place reinforced concrete panel 4 (2cm higher than the original road surface elevation, leaving room for the construction thickness of the road surface layer 6). The demolition boundary line is marked on the tunnel sidewall (5.5m wide on the left half, including one lane + 0.5m operating space). Then, an excavator equipped with a hydraulic breaker is used to demolish the original road surface concrete (the original road surface is 26cm thick C35 cement concrete). During demolition, the force of the breaker is controlled to avoid damaging the non-construction areas of the lining 8 and the invert arch 2. The demolished concrete blocks are manually cleaned to one side of the road surface to avoid clogging the drainage system.

[0055] Step 2: Removal of waste

[0056] Dump trucks were used to transport the concrete waste generated from the demolition to a designated waste disposal site. A truck washing platform was set up at the tunnel entrance during the transportation to prevent the waste from polluting the road. After the waste was transported, a small road roller was used to compact the base course (graded crushed stone layer) at the bottom of the tunnel (e.g., compaction degree ≥96%), and a level was used to check the elevation of the base course to ensure that the base course was flat and to create conditions for subsequent drilling construction.

[0057] Step 3: Drilling holes for tree root piles:

[0058] After the waste material is transported away, drilling is carried out using a root pile drilling rig. The tunnel bottom pile group uses φ250~φ300mm root piles, 4.5m~6m in length, with 3 root piles at each end. The drilling angles from the outside to the inside are 40°~50°, 20°~25°, and 0° to the vertical line, respectively. The middle 4 piles are spaced 160cm~180cm laterally and drilled vertically downwards, with a longitudinal spacing of 120cm~130cm. After drilling, reverse circulation mud is used to clean the hole until the sediment thickness at the bottom is ≤5cm. After cleaning, the hole depth, diameter, and verticality are inspected. Only after passing inspection can the next process begin.

[0059] Step 4: Processing the reinforcement cage for the tree root piles:

[0060] The root pile reinforcement cage 15 is uniformly processed in the factory, with annular grooved steel plates 10 at the top and bottom. The annular grooved steel plates 10 have grooves 11, and the main reinforcement bars 13 are placed in the grooves 11 and welded to the annular grooved steel plates 10 for fixation. After the main reinforcement bars 13 are fixed, the hoop reinforcement bars 14 are welded to the main reinforcement bars 13. The top main reinforcement bars 13 are bent to form bent-up main reinforcement bars 12. The distance between the upper edge of the bent-up main reinforcement bars 12 and the lower edge of the top annular grooved steel plate 10 is D. After the reinforcement cage is processed, the spacing of the main reinforcement bars (deviation ≤ ±5mm), the welding quality (full weld, no slag inclusions or porosity), and the length of the reinforcement cage (deviation ≤ ±10mm) are checked. After passing the inspection, the cage is numbered and marked, and transported to the construction site by flatbed truck (the cage is fixed with steel brackets during transportation to prevent deformation).

[0061] Step 5: Construction of the reinforcement cage for the tree root piles:

[0062] The top-pressure sleeve 16 consists of a circular steel plate 17, an inner nesting cylinder 18, ear plates 19, a steel wire rope 20, and a reserved hole 21. The inner nesting cylinder 18 is welded to the lower part of the circular steel plate 17, and the inner nesting cylinder 18 is provided with a reserved hole 21, wherein the distance between the upper edge of the reserved hole 21 and the lower edge of the circular steel plate 17 is D. Two ear plates 19 are welded to the upper part of the circular steel plate 17, and the steel wire rope is fixed through the reserved hole of the ear plate 19. The top-pressure sleeve 16 is inserted into the annular grooved steel plate 10 at the top of the tree root pile reinforcement cage 15, and the reserved hole 21 is located in the inner nesting cylinder 18 of the top-pressure sleeve 16. Positioning pins are used to fix the top pressure sleeve 16 and the root pile reinforcement cage 15 into a whole; the root pile reinforcement cage 15 is quickly installed using an excavator through the top pressure sleeve 16, wherein a hook is welded at the position of the excavator bucket, and the root pile reinforcement cage 15 can be lifted and lowered through the steel wire rope 20 on the top pressure sleeve 16. After the root pile reinforcement cage 15 is placed into the pile hole, the root pile reinforcement cage 15 is pressed in by the excavator bucket on the top pressure sleeve 16. The settling pressure acting on the top pressure sleeve 16 can ensure that the root pile reinforcement cage 15 is evenly stressed and prevented from being damaged.

[0063] Step Six: Concrete Pouring for Tree Root Piles

[0064] The mobile steel track support 22 is made of steel profiles and includes supports 23, slide rails 26, and steel plates 35. The slide rails 26 have steel plates 35 on their inner sides, allowing workers to walk on them. The mobile pouring platform 24 consists of a diversion hopper storage tank 25, pulleys 27, reinforcing supports 28, switches 29, flexible conduits 30, brake rods 31, connecting channels 32, guardrails 33, and a mobile pouring support 34. The mobile pouring support 34 is made of steel profiles and has three diversion hopper storage tanks 25 spaced apart and welded together, secured secondary by reinforcing supports 28. Brake rods 31 are installed on the mobile pouring support 34 and fixed to the mobile steel track support 22. The diversion hopper storage tanks 25... Switch 29 is set up, and a flexible guide tube 30 is fixed at the bottom. The flexible guide tube 30 is inserted into the root pile reinforcement cage 15 to pour concrete. A connecting groove 32 is set between the diversion hopper storage tanks 25. Concrete is replenished on one side to ensure the concrete supply of the three diversion hopper storage tanks 25. After the concrete is poured into the root pile reinforcement cage 15, switch 29 is turned off, the brake lever 31 is loosened, and the mobile pouring platform 24 is moved to the next root pile reinforcement cage 15 pouring position. The brake lever 31 is then fixed. After the root pile reinforcement cage 15 is poured in the mobile steel track support 22, the whole structure is moved to the next construction section. The tunnel centerline 9 is used as the dividing line, and half-width construction is adopted. After one side is completed, the other side is constructed.

[0065] Step 7: Construction of cast-in-place reinforced concrete panels, etc.

[0066] A cast-in-place reinforced concrete panel 4 is installed on top of the pile group; tree root piles 1 are installed on the side wall to strengthen the connection between the pile group panel and the arch foot of the lining 8; the cast-in-place reinforced concrete panel 4 is connected to the foundation of the newly built cable trench 7 by rebar installation; the tree root piles 1 penetrate the invert arch 2 and a new central drainage ditch 3 is built in the tunnel; the bent main reinforcement 12 and the cross reinforcement are firmly tied to the upper and lower layers of reinforcement of the cast-in-place reinforced concrete panel 4 respectively.

[0067] Step 8: Road Surface Layer Construction:

[0068] After the cast-in-place reinforced concrete panel 4 is completed, the tunnel waterproof bonding layer 5 and the pavement layer 6 are constructed on top of it in sequence. After the pavement concrete is poured, it is cured for 24 hours (covered with geotextile and sprinkled with water), and then contraction joints are cut (5m spacing, 6cm depth), and polyurethane sealant is injected into the contraction joints; continue curing until the concrete strength reaches 100% of the design strength, and then open to traffic (first open half of the road, then open the full road).

[0069] The parts not described in detail in this application are prior art, and therefore are not described in detail in this application.

[0070] It is understood that the term "a" should be understood as "at least one" or "one or more", that is, in one embodiment, the number of an element can be one, while in another embodiment, the number of the element can be multiple, and the term "a" should not be understood as a limitation on the number.

[0071] Although this document uses a significant amount of technical terminology, the possibility of using other terms is not excluded. These terms are used merely to facilitate the description and explanation of the nature of this application; interpreting them as any additional limitation would be contrary to the spirit of this application.

[0072] This application is not limited to the above-described preferred embodiments. Anyone can derive other products in various forms under the guidance of this application. However, regardless of any changes made to their shape or structure, any technical solution that is the same as or similar to that of this application falls within the protection scope of this application.

Claims

1. A root pile-reinforced concrete slab composite structure for treating tunnel defects, comprising an invert arch (2), lining (8), and pavement layer (6), characterized in that, Also includes: The tunnel bottom pile group consists of multiple tree root piles (1), which penetrate the invert arch (2); the tree root piles (1) of the side wall are used to connect the subsequent cast-in-place structure with the arch foot of the lining (8); A cast-in-place reinforced concrete panel (4) is set on top of the tunnel bottom pile group, and the cast-in-place reinforced concrete panel (4) extends into the bottom of the newly built cable trench (7) and is connected to the foundation of the lining (8) by rebar installation. The newly built central drainage ditch (3) of the tunnel is set up in conjunction with the root pile (1) that penetrates the invert arch (2); A tree root pile reinforcement cage (15) is built inside the tree root pile (1), and the top and bottom of the tree root pile reinforcement cage (15) are provided with annular grooved steel plates (10). The annular grooved steel plates (10) have slots (11). The main reinforcement (13) of the tree root pile reinforcement cage (15) is placed in the slots (11) and welded and fixed to the annular grooved steel plates (10). The top-pressure sleeve (16) is composed of a circular steel plate (17), an inner nesting cylinder (18), ear plates (19), and a steel wire rope (20). The lower part of the circular steel plate (17) is welded to the inner nesting cylinder (18), and the inner nesting cylinder (18) has a reserved hole (21). The distance between the upper edge of the reserved hole (21) and the lower edge of the circular steel plate (17) is D. Two ear plates (19) are welded to the upper part of the circular steel plate (17), and the steel wire rope (20) is fixed through the reserved hole of the ear plate (19). The top-pressure sleeve (16) is inserted into the annular grooved steel plate (10) at the top of the tree root pile reinforcement cage (15), and is fixed to the tree root pile reinforcement cage (15) as a whole by passing a pin through the reserved hole (21). The root pile reinforcement cage (15) further includes a hoop reinforcement (14) and a bent-up main reinforcement (12); the hoop reinforcement (14) is welded and fixed to the main reinforcement (13); the bent-up main reinforcement (12) is formed by bending the main reinforcement (13) at the top of the root pile reinforcement cage (15), and a preset distance D is provided between the upper edge of the bent-up main reinforcement (12) and the lower edge of the top annular grooved steel plate (10).

2. The root pile-reinforced concrete slab combined structure for treating tunnel defects according to claim 1, characterized in that, In the tunnel bottom pile group, the diameter of the tree root pile (1) is φ250~φ300mm and the pile length is 4.5m~6m; 3 tree root piles (1) are set at each end of the tunnel bottom pile group, and the construction angle of the 3 tree root piles (1) is 40°~50°, 20°~25° and 0° respectively with the vertical line from the outside to the inside; 4 tree root piles (1) are set in the middle of the tunnel bottom pile group, and the horizontal spacing of the 4 tree root piles (1) is 160cm~180cm and they are constructed vertically downward; the longitudinal spacing of all tree root piles (1) is 120cm~130cm.

3. The root pile-reinforced concrete slab combined structure for treating tunnel defects according to claim 1, characterized in that, The bent-up main reinforcement (12) and cross reinforcement are respectively tied and fixed to the upper and lower layers of reinforcement of the cast-in-place reinforced concrete panel (4).

4. A construction method for a tree root pile-reinforced concrete slab composite structure for treating tunnel defects, used for constructing the tree root pile-reinforced concrete slab composite structure for treating tunnel defects as described in any one of claims 1 to 3, characterized in that, Includes the following steps: Step 1: Demolish the original road surface: Measure the longitudinal slope, transverse slope and elevation of the existing road surface, determine the top elevation of the newly constructed cast-in-place reinforced concrete panel (4), and then demolish the original road surface. Step 2, Removal of Waste: Remove the waste generated from the road surface demolition in Step 1 from the construction area; Step 3, Drilling of tree root piles: Drilling is carried out using a tree root pile drilling machine to form pile holes for laying tree root piles (1); Step 4: Processing of tree root pile reinforcement cage: The tree root pile reinforcement cage (15) is uniformly processed in the factory. The annular grooved steel plate (10) is installed on the top and bottom of the tree root pile reinforcement cage (15), and the main reinforcement (13) is placed in the groove (11) of the annular grooved steel plate (10) and welded and fixed. Step 5, Reinforcing cage placement for root piles: The reinforcing cage (15) is fixed to the root pile by the top pressure sleeve (16), and the reinforcing cage (15) is lowered into the pile hole by the steel wire rope (20) of the top pressure sleeve (16) connected by the excavator hook. Then, the reinforcing cage (15) is pressed into the pile hole by the top pressure sleeve (16) of the excavator bucket. Step 6, Concrete pouring construction of tree root piles: Erect a mobile steel track support (22) and a mobile pouring platform (24), and pour concrete into the tree root pile reinforcement cage (15) through the mobile pouring platform (24); During the pouring process, take the tunnel center line (9) as the dividing line and adopt the half-width construction method, and construct the other side after the other side is completed. Step 7: Construction of cast-in-place reinforced concrete panel: Cast-in-place reinforced concrete panel (4) is poured on top of the pile group at the bottom of the tunnel, so that the cast-in-place reinforced concrete panel (4) extends into the bottom of the newly built cable trench (7) and is connected to the foundation of the lining (8) by the anchoring of the reinforcement. At the same time, the cast-in-place reinforced concrete panel (4) is connected to the arch foot of the lining (8) by the tree root pile (1) on the side wall. Step 8, Road Surface Layer Construction: The tunnel waterproof bonding layer (5) and the road surface layer (6) are constructed sequentially on the top of the cast-in-place reinforced concrete panel (4).

5. The construction method according to claim 4, characterized in that, In step three, the drilling parameters are matched with the parameters of the tree root stump (1): the drilling diameter is φ250~φ300mm, the drilling depth is 4.5m~6m; the angles of the three drilling holes at both ends are 40°~50°, 20°~25° and 0° respectively with the vertical line from the outside to the inside; the horizontal spacing of the four drilling holes in the middle is 160cm~180cm and they are vertically downward; the longitudinal spacing of all drilling holes is 120cm~130cm.

6. The construction method according to claim 4, characterized in that, In step four, when processing the tree root pile steel cage (15), the following steps are also included: bending the top main bar (13) to form a bent main bar (12), so that the distance between the upper edge of the bent main bar (12) and the lower edge of the top annular grooved steel plate (10) is D; and welding the hoop steel bar (14) to the main bar (13) for fixation.

7. The construction method according to claim 4, characterized in that, In step five, when the top pressure sleeve (16) is fixed to the root pile reinforcement cage (15), the pin is passed through the reserved hole (21) of the inner nesting cylinder (18) of the top pressure sleeve (16) so that the top pressure sleeve (16) and the root pile reinforcement cage (15) form an integral whole; and a hook is welded to the position of the excavator bucket, and the hook is connected to the ear plate (19) through the wire rope (20) to realize the lifting.

8. The construction method according to claim 4, characterized in that, In step six, the mobile pouring platform (24) includes a mobile pouring support (34) and at least one diversion hopper storage tank (25); the diversion hopper storage tanks (25) are spaced apart on the mobile pouring support (34) and welded and fixed, and a connecting groove (32) is provided between adjacent diversion hopper storage tanks (25); a flexible guide tube (30) is fixed at the lower part of the diversion hopper storage tank (25), and the flexible guide tube (30) is inserted into the root pile reinforcement cage (15) to pour concrete; a brake rod (31) is provided on the mobile pouring support (34), and the brake rod (31) is used to fix the mobile pouring platform (24) on the mobile steel rail support (22); During half-width construction, concrete is first poured into all pile holes on one side of the tunnel centerline (9). After the concrete on that side reaches the design strength, the pile holes on the other side are then poured. The movable steel track support (22) is moved to the next construction section as a whole after the construction on one side is completed.

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