Construction method of cast-in-place pipe gallery

Abstract

This invention relates to a method for constructing cast-in-place utility tunnels, comprising the following steps: S1, excavation of the foundation pit and construction of a prestressed anchor pile-slab protection system; S2, construction of the foundation pit cushion layer and waterproof membrane for the bottom slab; S3, construction of the utility tunnel bottom slab reinforcement and concrete, and comprehensive waterproofing treatment of the expansion joints; S4, binding of the reinforcement of the utility tunnel side walls and top slab, and erection of a lightweight formwork system; S5, concrete pouring for the utility tunnel side walls and top slab; S6, construction of the waterproofing system for the utility tunnel side walls and top slab; S7, layered backfilling of the utility tunnel trench with fluidized solidified soil. The cast-in-place utility tunnel construction method of this invention offers fast construction speed, excellent waterproofing effect, and high safety and reliability, while also achieving the optimal utilization of existing retaining piles for the utility tunnel crossing the railway line. It boasts numerous construction advantages such as high stability, high efficiency, and high economic benefits, resulting in significant technical advantages.

Description

Technical Field

[0001] This invention relates to a method for constructing cast-in-place utility tunnels. It belongs to the field of municipal engineering and is applicable to the construction of cast-in-place utility tunnels, especially suitable for curved cast-in-place utility tunnels that pass over existing subway lines. Background Technology

[0002] Urban integrated underground utility tunnels can effectively solve the current situation of intersecting and chaotic underground pipelines in cities. In accordance with my country's principles of green construction and energy-saving and environmentally friendly utilization of underground space, the construction technology of utility tunnels has gradually matured with the development of construction. Currently completed and operational utility tunnels have achieved good social benefits, but many problems have also arisen during the construction process, such as: heavy and inefficient formwork, poor waterproofing quality of the main structure pouring, unreasonable treatment of existing power line retaining piles, and pollution of the urban environment during construction.

[0003] On the other hand, the outlet of integrated utility tunnels typically divides the foundation trench into multiple independent backfill sections with complex shapes and limited space, posing a challenge to the selection of backfilling technology. Due to the narrow backfilling working surface, mechanical construction is impossible, and conventional foundation trench backfilling technology can only choose manual compaction. Existing manual backfilling methods include manual spreading, manual hand-held tamping, and hand-held roller compaction. These processes have low compaction energy, and the soil density does not meet the requirements of roadbed quality, especially in the suspended parts under the outlet structure, where manual construction is also impossible. Existing traditional backfilling technology is difficult to meet the project requirements.

[0004] In view of this, there is an urgent need to invent a construction method for a large-diameter shield tunnel ventilation shaft system that is fast, safe, and offers significant economic and technical benefits. This invention, through experimental research and comparison of construction materials and methods, proposes a construction method for a large-diameter shield tunnel ventilation shaft system. It combines novel components such as precast reinforced concrete platforms, reaction support steel frames, roller hydraulic jacks, arc-shaped support plates, and arc-shaped water-stop steel plates. Verified through multiple projects, this method can provide valuable technical reference for tunnel engineering and demonstrates good economic and technical benefits. Summary of the Invention

[0005] The purpose of this invention is to provide a construction method for cast-in-place pipe gallery that is fast, waterproof, safe and reliable, and has outstanding economic and technical benefits.

[0006] To achieve the above-mentioned technical objectives, the present invention adopts the following technical solution:

[0007] The construction method for this cast-in-place pipe gallery includes the following steps:

[0008] S1. Construction of foundation pit excavation and prestressed anchor pile plate protection system:

[0009] The foundation pit was excavated based on the survey and layout results. After the foundation pit was excavated, inverted wall panels were constructed on both sides, and prestressed anchor piles were installed on the basis of the inverted wall panels. At the same time, a steel support system was installed through the cap beam at the top of the retaining piles. This steel support system consists of multiple steel supports.

[0010] S2. Construction of waterproof membrane for foundation pit cushion layer and bottom slab:

[0011] After manually cleaning and leveling the bottom of the foundation pit, plain concrete is poured to level it as a foundation layer for the pipe gallery structure. Waterproof membrane is then laid on the foundation layer. Bentonite waterproof blanket is used to cover the waterproof membrane to form a bottom waterproof layer. Fine stone concrete is then poured as a bottom fine stone concrete protective layer.

[0012] When there are existing retaining piles at the bottom of the foundation pit, the pile head is removed, the vertical steel bars are retained, a steel casing is installed on top of the existing retaining piles, waterproof membrane is laid, and a fine stone concrete protective layer is poured.

[0013] S3. Construction of the reinforcement and concrete of the pipe gallery floor slab and comprehensive waterproofing treatment of expansion joints:

[0014] Tie the bottom slab reinforcement of the utility tunnel and tie the reserved reinforcement of the retaining piles at the top of the existing line retaining piles to the bottom slab reinforcement. After the waterproofing and groove embedded parts at the expansion joint of the bottom slab are installed, pour the bottom slab concrete of the utility tunnel.

[0015] S4. Reinforcement binding of pipe gallery side walls and top slab, and erection of lightweight formwork system:

[0016] After the reinforcement bars of the pipe gallery side walls are tied, a customized formwork trolley is used for formwork operation in the long straight section of the pipe gallery, and a lightweight formwork is used for formwork operation in the special curved section. After the formwork is installed, the reinforcement bars of the pipe gallery top slab are tied, and the construction joints of the pipe gallery side walls and top slab are waterproofed with steel plate waterstops.

[0017] S5. Concrete pouring for the side walls and roof slab of the utility tunnel:

[0018] After the reinforcement, formwork and waterproofing system of the side walls and top slab of the utility tunnel have passed the acceptance inspection, the concrete of the side walls and top slab of the utility tunnel is poured, and the demolding operation is carried out after curing.

[0019] S6. Construction of waterproofing system for pipe gallery side walls and roof slab:

[0020] After the side walls of the utility tunnel are coated with waterproof paint, double-layer foam boards are installed. After the top slab of the utility tunnel is coated with waterproof paint, waterproof membrane is laid. The waterproof membrane is covered with bentonite waterproof blanket to form a top waterproof layer. A top fine stone concrete protective layer is poured on the surface.

[0021] S7. Layered backfilling of pipe gallery trench with fluidized solidified soil:

[0022] A winch is installed on the top slab of the utility tunnel. The winch pulls the suspended operating platform to the corbel of the retaining piles. The utility tunnel trench is then backfilled in layers using pumped fluidized solidified soil.

[0023] Furthermore, in step S1, prestressed anchor piles are symmetrically arranged on both sides of the foundation pit, diagonally passing through the inverted wall panel to the soil behind the retaining pile, and an anchoring end is set at the inner end of the foundation pit.

[0024] Furthermore, in step S2, the inner diameter of the steel casing is larger than the diameter of the existing retaining piles, and the top of the steel casing is not lower than the bottom fine stone concrete protective layer.

[0025] Furthermore, in step S2, the groove embedded part is used for the installation of equipment inside the pipe gallery, and a connecting nail is provided on the back to be welded to the steel reinforcement of the pipe gallery side wall.

[0026] Furthermore, in step S3, an external rubber waterstop is installed on the outside of the expansion joint of the pipe gallery bottom plate, and an embedded steel-edged rubber waterstop, shear reinforcement and steel sleeve of shear reinforcement are installed in the middle. Low-foaming sealant is installed on both sides of the embedded steel-edged rubber waterstop, and sealant is installed on the inside of the expansion joint.

[0027] Furthermore, in step S4, the customized mold frame trolley consists of a frame body, an assembled top mold, and assembled side molds. Adjustable support feet are set at equal intervals in the middle of the bottom of the frame body, and walking tracks are symmetrically set on both sides of the bottom. A steel support component is set between the assembled top mold and the frame body. The assembled top mold and the assembled side mold are connected by a hinged diagonal brace. A hydraulic strut and a limit rod are set between the assembled side mold and the frame body.

[0028] Furthermore, in step S4, the lightweight formwork is composed of adjustable horizontal braces, vertical braces, truss components, steel side molds and steel top molds. The left and right truss components are connected by adjustable horizontal braces, the vertical braces are set between the top mold and the bottom plate of the pipe gallery, and the bottom of the truss components are equipped with lifting pulley components.

[0029] Furthermore, in step S4, an external rubber waterstop is installed on the outside of the construction joint of the pipe gallery side wall, and an embedded steel-edged rubber waterstop, shear reinforcement and steel sleeve of shear reinforcement are installed in the middle. Low-foaming sealant is installed on both sides of the embedded steel-edged rubber waterstop, and sealant is installed on the inside of the expansion joint.

[0030] Furthermore, in step S4, a centrally embedded steel-edged rubber waterstop is installed in the middle of the construction joint of the pipe gallery top slab, and low-foaming sealant is installed on both sides of the centrally embedded steel-edged rubber waterstop. Sealant is installed on both the inner and outer sides.

[0031] Furthermore, in step S7, the suspended operating platform consists of an upper L-shaped bracket and a lower L-shaped platform. The L-shaped brackets on both sides of the pipe gallery are connected and fixed by a top pressure rod. Both the L-shaped bracket and the L-shaped platform are provided with limit holes. The L-shaped bracket is provided with a sliding groove. The top of the L-shaped platform is provided with a lifting ring, and the bottom is a hinged operating platform.

[0032] This invention has the following characteristics and beneficial effects:

[0033] 1) This invention develops a prestressed anchor pile-slab protection system for foundation pits. By setting up inverted wall panels on the retaining piles and installing prestressed anchor piles on the foundation of the inverted wall panels, with steel supports at the top, the stability of the foundation pit slope is greatly improved, ensuring the safety of foundation pit construction.

[0034] 2) This invention optimizes the formwork system for cast-in-place pipe gallery. Customized formwork trolleys and lightweight formwork are used for straight and curved sections respectively, solving the problem of low conversion efficiency in the cast-in-place pipe gallery formwork system while ensuring construction quality and reducing construction costs.

[0035] 3) This invention developed a high-efficiency backfilling technology for fluidized solidified soil in pipe gallery trenches. By setting up a suspended operating platform, high-quality pumping backfilling of fluidized solidified soil is achieved, solving the problems of cumbersome construction process and unstable compaction quality of backfill soil in traditional filling methods. Attached Figure Description

[0036] Figure 1 This is a schematic diagram of the prestressed anchor pile plate protection system structure of the present invention;

[0037] Figure 2 This is a schematic diagram of the existing railway line bottom slab structure of the cast-in-place pipe gallery of the present invention;

[0038] Figure 3 This is a schematic diagram of the waterproof structure of the expansion joint of the pipe gallery bottom plate according to the present invention;

[0039] Figure 4 This is a schematic diagram of the waterproof structure of the expansion joint of the pipe gallery side wall according to the present invention;

[0040] Figure 5 This is a schematic diagram of the waterproof structure of the expansion joint of the pipe gallery roof slab according to the present invention;

[0041] Figure 6 This is a schematic diagram of the customized mold frame trolley structure for the straight segment of the present invention;

[0042] Figure 7 This is a schematic diagram of the lightweight mold frame structure for the curved segment of the present invention;

[0043] Figure 8 This is a schematic diagram of the pre-embedded sliding groove structure of the present invention;

[0044] Figure 9This is a cross-sectional view of the cast-in-place pipe gallery waterproofing system of the present invention;

[0045] Figure 10 This is a schematic diagram of the layered backfilling of the fertilizer trench fluidized solidified soil according to the present invention.

[0046] In the diagram: 1. Drainage ditch; 2. Steel support; 3. Cast-in-place pipe gallery; 4. Steel waler; 5. Solidified slope; 6. Crown beam; 7. Inverted wall panel; 8. Anchor end; 9. Prestressed anchor pile; 10. Retaining pile; 11. Subbase; 12. Bottom waterproof layer; 13. Bottom fine stone concrete protective layer; 14. Retaining pile pre-reinforced reinforcement; 15. Steel casing; 16. Existing line retaining pile; 17. Steel support component; 18. Prefabricated top formwork; 19. Hinged diagonal brace; 20. Limiting rod; 21. Hydraulic strut; 22. Prefabricated side formwork; 23. Pipe gallery bottom plate; 24. Frame main body; 25. Walking track; 26. Adjustable support foot; 27. Steel top formwork; 28. Steel side formwork; 29. ​​Truss assembly; 30. Lifting pulley assembly; 31. Adjustable horizontal brace; 32. Vertical brace; 3 3. Shear reinforcement; 34. Sealant caulking; 35. Embedded steel-edged rubber waterstop; 36. Steel sleeve; 37. Construction joint; 38. External rubber waterstop; 39. Low-foaming sealant; 40. Pipe gallery sidewall; 41. Pipe gallery roof slab; 42. Top waterproof layer; 43. Top fine aggregate concrete protective layer; 44. Waterproof coating; 45. Double-layer foam board; 46. Steel plate waterstop; 47. Pipe gallery bottom slab reinforcement; 48. Pipe gallery sidewall reinforcement; 49. Slide groove embedded parts; 50. Connecting nail; 51. Corbel; 52. Expansion bolt; 53. Working board; 54. Fluidized solidified soil; 55. L-shaped bracket; 56. L-shaped platform; 57. Limiting hole; 58. Hinge shaft; 59. Connecting bolt; 60. Steel wire rope; 61. Pressure bar; 62. Winch; 63. Lifting ring. Detailed Implementation

[0047] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. All other embodiments obtained by those skilled in the art based on the embodiments of the present invention are within the scope of protection of the present invention.

[0048] The construction method for this cast-in-place pipe gallery specifically includes the following steps:

[0049] S1. Construction of the foundation pit excavation and the 9-plate prestressed anchor pile protection system:

[0050] The foundation pit is excavated according to the measurement and layout results. After the foundation pit is excavated, inverted wall panels 7 are constructed on both sides, and prestressed anchor piles 9 are set on the basis of the inverted wall panels 7. At the same time, a steel support system is installed through the capping beam 6 at the top of the retaining piles 10. The steel support system consists of multiple steel supports 2.

[0051] In this step, such as Figure 1 As shown, prestressed anchor piles 9 are symmetrically arranged on both sides of the foundation pit, and obliquely pass through the inverted wall panel 7 to the soil behind the retaining pile 10, with anchor ends 8 set at the inner end of the foundation pit. Figure 1 The facility also includes 5 reinforced slopes, 1 drainage ditch, and 4 steel walers.

[0052] S2, Construction of waterproof membrane for foundation pit cushion layer 11 and bottom slab:

[0053] After manually cleaning and leveling the bottom of the foundation pit, plain concrete is poured to level it as the pipe gallery structure cushion layer 11. Waterproof membrane is laid on the cushion layer 11. The waterproof membrane is covered with bentonite waterproof blanket to form the bottom waterproof layer 12. Then fine stone concrete is poured as the bottom fine stone concrete protective layer 13.

[0054] When there are existing retaining piles 16 at the bottom of the foundation pit, the pile head of the retaining pile 10 is removed, the vertical steel bars are retained, and a steel casing 15 is installed on top of the existing retaining pile 16. Then, waterproof membrane is laid and fine stone concrete protective layer is poured.

[0055] In this step, such as Figure 2 As shown, the inner diameter of the steel casing 15 is larger than the diameter of the existing line retaining pile 16, and the top of the steel casing 15 is not lower than the bottom fine stone concrete protective layer 13.

[0056] S3, reinforcement 47 in the bottom slab of the pipe gallery, concrete construction, and comprehensive waterproofing treatment of expansion joints:

[0057] The steel bars 47 of the pipe gallery bottom plate are tied, and the reserved steel bars 14 of the existing line retaining piles 16 at the top are tied to the steel bars of the pipe gallery bottom plate 23. After the waterproof and sliding groove embedded parts 49 at the expansion joint of the pipe gallery bottom plate 23 are installed, the concrete of the pipe gallery bottom plate 23 is poured.

[0058] In this step, such as Figure 8 As shown, the groove embedded part 49 is used for the installation of equipment inside the pipe gallery, and a connecting nail 50 is provided on the back, which is welded to the steel reinforcement 48 of the side wall of the pipe gallery.

[0059] like Figure 3 As shown, an external rubber waterstop 38 is installed on the outside of the expansion joint of the pipe gallery bottom plate 23, and an embedded steel-edged rubber waterstop 35, shear reinforcement 33, and steel sleeve 36 of shear reinforcement 33 are installed in the middle. Low-foaming sealant 39 is installed on both sides of the embedded steel-edged rubber waterstop 35, and sealant caulking 34 is installed on the inside of the expansion joint.

[0060] S4, reinforcement binding of pipe gallery side walls 40, top slab reinforcement and lightweight formwork system erection:

[0061] After the reinforcement bars 48 of the pipe gallery side wall are tied, a customized formwork trolley is used for formwork operation in the long straight section of the pipe gallery, and a lightweight formwork is used for formwork operation in the special curved section. After the formwork is installed, the reinforcement bars of the pipe gallery top plate 41 are tied, and the construction joint 37 of the pipe gallery side wall 40 and the pipe gallery top plate 41 is waterproofed with steel plate waterstop 46.

[0062] In this step, such as Figure 6 As shown, the customized mold trolley consists of a frame body 24, an assembled top mold 18, and an assembled side mold 22. Adjustable support feet 26 are evenly spaced longitudinally at the bottom center of the frame body 24, and walking tracks 25 are symmetrically arranged on both sides of the bottom. A steel support member 17 is provided between the assembled top mold 18 and the frame body 24. The assembled top mold 18 and the assembled side mold 22 are connected by a hinged diagonal brace 19. A hydraulic strut 21 and a limit rod 20 are provided between the assembled side mold 22 and the frame body 24.

[0063] like Figure 7 As shown, the lightweight formwork is composed of adjustable horizontal bracing 31, vertical bracing 32, truss assembly 29, steel side formwork 28 and steel top formwork 27. The two truss assemblies 29 are connected by adjustable horizontal bracing 31. The vertical bracing 32 is set between the top formwork and the bottom plate 23 of the pipe gallery. The bottom of the truss assembly 29 is equipped with a lifting pulley assembly 30.

[0064] like Figure 4 As shown, an external rubber waterstop 38 is installed on the outside of the construction joint 37 of the pipe gallery side wall 40, and an embedded steel-edged rubber waterstop 35, shear reinforcement 33, and steel sleeve 36 of shear reinforcement 33 are installed in the middle. Low-foaming sealant 39 is installed on both sides of the embedded steel-edged rubber waterstop 35, and sealant caulking 34 is installed on the inside of the expansion joint.

[0065] like Figure 5 As shown, a centrally embedded steel-edged rubber waterstop 35 is installed in the middle of the construction joint 37 of the pipe gallery top slab 41. Low-foaming sealant 39 is installed on both sides of the centrally embedded steel-edged rubber waterstop 35, and sealant caulking 34 is installed on both the inner and outer sides.

[0066] S5, Concrete pouring of the side walls 40 and top slab of the utility tunnel:

[0067] After the reinforcement, formwork and waterproofing system of the pipe gallery side wall 40 and the top slab have passed the acceptance inspection, the concrete of the pipe gallery side wall 40 and the top slab is poured, and the demolding operation is carried out after curing.

[0068] S6. Construction of waterproofing system for the side walls and roof of the utility tunnel:

[0069] After the waterproof coating 44 is applied to the surface of the side wall 40 of the utility tunnel, double-layer foam board 45 is installed. After the waterproof coating 44 is applied to the top plate 41 of the utility tunnel, waterproof membrane is laid. The waterproof membrane is covered with bentonite waterproof blanket to form the top waterproof layer 42. The surface is then covered with a top fine stone concrete protective layer 43.

[0070] S7, 54-layer backfilling of fluidized solidified soil in pipe gallery trench:

[0071] A winch 62 is installed on the top slab 41 of the utility tunnel. The winch 62 pulls the suspended operating platform to the corbel 51 of the retaining pile 10. The grout trench of the utility tunnel is backfilled in layers by pumping fluidized solidified soil 54, thus completing the construction of the cast-in-place utility tunnel 3.

[0072] In this step, such as Figure 10 As shown, the suspended operating platform consists of an upper L-shaped bracket 55 and a lower L-shaped platform 56. The L-shaped brackets 55 on both sides of the pipe gallery are connected and fixed by top pressure rods 61 and connecting bolts 59. Both the L-shaped brackets 55 and the L-shaped platform 56 are provided with limit holes 57. The L-shaped brackets 55 are provided with sliding grooves. The top of the L-shaped platform 56 is provided with lifting rings 63. The bottom is a hinged operating platform. The hinged operating platform and the L-shaped platform 56 are hinged together by hinge shafts 58.

[0073] The bracket 51 is fixed to the retaining pile 10 by expansion bolts 52. An articulated working platform can be placed on the bracket 51, and a working board 53 is placed on the articulated working platform. The winch 62 is connected to the lifting ring 63 of the suspended operating platform by a wire rope 60.

[0074] The parts not described in detail in this application are prior art, and therefore are not described in detail in this application.

[0075] 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.

[0076] 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.

[0077] 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 method for constructing cast-in-place pipe galleries, characterized in that, Includes the following steps: S1. Construction of foundation pit excavation and prestressed anchor pile (9) plate protection system: The foundation pit was excavated according to the measurement and layout results. After the foundation pit was excavated, inverted wall panels (7) were constructed on both sides, and prestressed anchor piles (9) were installed on the basis of the inverted wall panels (7). At the same time, a steel support system was installed through the cap beam (6) at the top of the retaining piles (10). The steel support system consists of multiple steel supports (2). S2. Construction of the foundation pit cushion layer (11) and the waterproof membrane for the bottom slab: After manually cleaning and leveling the bottom of the foundation pit, plain concrete is poured to level it as the pipe gallery structure cushion layer (11). Waterproof membrane is laid on the cushion layer (11). The waterproof membrane is covered with bentonite waterproof blanket to form the bottom waterproof layer (12). Fine stone concrete is then poured as the bottom fine stone concrete protective layer (13). When there are existing retaining piles (16) at the bottom of the foundation pit, the pile head of the retaining pile (10) is removed, the vertical steel bars are retained, and a steel casing (15) is installed on the top of the existing retaining pile (16), then waterproof membrane is laid and fine stone concrete protective layer is poured. S3, reinforcement of the pipe gallery bottom slab (47), concrete construction and comprehensive waterproofing treatment of expansion joints: Tie the bottom plate reinforcement (47) of the pipe gallery, and tie the reserved reinforcement (14) of the retaining pile at the top of the existing line retaining pile (16) to the bottom plate reinforcement. After the waterproofing and groove embedded parts (49) at the bottom plate expansion joint are installed, pour the concrete of the bottom plate (23) of the pipe gallery. S4, reinforcement binding of pipe gallery side walls (40), top slab and lightweight formwork system: After the reinforcement bars (48) of the pipe gallery side wall are tied, a customized formwork trolley is used for formwork operation in the long straight section of the pipe gallery, and a lightweight formwork is used for formwork operation in the special curved section. After the formwork is installed, the reinforcement bars of the pipe gallery top plate (41) are tied, and the construction joint (37) of the pipe gallery side wall (40) and top plate is waterproofed by steel plate waterstop (46). S5. Concrete pouring of the side walls (40) and top slab of the utility tunnel: After the reinforcement, formwork and waterproofing system of the pipe gallery side wall (40) and top slab are inspected and approved, the concrete of the pipe gallery side wall (40) and top slab is poured, and the demolding operation is carried out after curing. S6. Construction of waterproofing system for pipe gallery side walls (40) and roof slab: After the side wall (40) of the pipe gallery is coated with waterproof coating (44), double-layer foam board (45) is installed. After the top plate (41) of the pipe gallery is coated with waterproof coating (44), waterproof membrane is laid. The waterproof membrane is covered with bentonite waterproof blanket to form a top waterproof layer (42). A top fine stone concrete protective layer (43) is poured on the surface. S7, Layered backfilling of the pipe gallery trench with fluidized solidified soil (54): A winch (62) is installed on the top slab (41) of the pipe gallery. The winch (62) pulls the suspended operating platform to the corbel (51) of the retaining pile (10). The pipe gallery trench is backfilled in layers using pumped fluidized solidified soil (54).

2. The method for constructing cast-in-place pipe gallery according to claim 1, characterized in that, In step S1, prestressed anchor piles (9) are symmetrically arranged on both sides of the foundation pit, and pass obliquely downward through the inverted wall panel (7) into the soil behind the retaining pile (10), and an anchor end (8) is set at the inner end of the foundation pit.

3. The method for constructing cast-in-place pipe gallery according to claim 1, characterized in that, In step S2, the inner diameter of the steel casing (15) is larger than the diameter of the existing line retaining pile (16), and the top of the steel casing (15) is not lower than the bottom fine stone concrete protective layer (13).

4. The method for constructing cast-in-place pipe gallery according to claim 1, characterized in that, In step S2, the groove embedded part (49) is used for the installation of equipment inside the pipe gallery, and a connecting nail (50) is provided on the back, which is welded to the steel reinforcement (48) of the side wall of the pipe gallery.

5. The method for constructing a cast-in-place pipe gallery according to claim 1, characterized in that, In step S3, an external rubber waterstop (38) is installed on the outside of the expansion joint of the pipe gallery bottom plate (23), and a centrally embedded steel edge rubber waterstop (35), shear reinforcement (33) and steel sleeve (36) of shear reinforcement (33) are installed in the middle. Low foaming sealant (39) is installed on both sides of the centrally embedded steel edge rubber waterstop (35), and sealant caulking (34) is installed on the inside of the expansion joint.

6. The method for constructing a cast-in-place pipe gallery according to claim 1, characterized in that, In step S4, the customized mold frame trolley is composed of a frame body (24), an assembled top mold (18), and an assembled side mold (22). The frame body (24) has adjustable support feet (26) arranged longitudinally at equal intervals in the middle of the bottom, and walking tracks (25) are symmetrically arranged on both sides of the bottom. A steel support component (17) is provided between the assembled top mold (18) and the frame body (24). The assembled top mold (18) and the assembled side mold (22) are connected by a hinged diagonal brace (19). A hydraulic support rod (21) and a limiting rod (20) are provided between the assembled side mold (22) and the frame body (24).

7. The method for constructing a cast-in-place pipe gallery according to claim 1, characterized in that, In step S4, the lightweight formwork is composed of adjustable horizontal bracing (31), vertical bracing (32), truss assembly (29), steel side formwork (28) and steel top formwork (27). The left and right truss assemblies (29) are connected by adjustable horizontal bracing (31). The vertical bracing (32) is set between the top formwork and the bottom plate (23) of the pipe gallery. The bottom of the truss assembly (29) is provided with a lifting pulley assembly (30).

8. The method for constructing a cast-in-place pipe gallery according to claim 1, characterized in that, In step S4, an external rubber waterstop (38) is installed on the outside of the construction joint (37) of the pipe gallery side wall (40), and a centrally embedded steel-edged rubber waterstop (35), shear reinforcement (33) and steel sleeve (36) of shear reinforcement (33) are installed in the middle. Low-foaming sealant (39) is installed on both sides of the centrally embedded steel-edged rubber waterstop (35), and sealant caulking (34) is installed on the inside of the expansion joint.

9. The method for constructing a cast-in-place pipe gallery according to claim 1, characterized in that, In step S4, a centrally embedded steel-edged rubber waterstop (35) is installed in the middle of the construction joint (37) of the pipe gallery top plate (41), and low-foaming sealant (39) is installed on both sides of the centrally embedded steel-edged rubber waterstop (35), and sealant is installed on both the inner and outer sides (34).

10. The method for constructing a cast-in-place pipe gallery according to claim 1, characterized in that, In step S7, the suspended operating platform consists of an upper L-shaped bracket (55) and a lower L-shaped platform (56). The L-shaped brackets (55) on both sides of the pipe gallery are connected and fixed by a top pressure rod (61). Both the L-shaped bracket (55) and the L-shaped platform (56) are provided with limit holes (57). The L-shaped bracket (55) is provided with a sliding groove. The top of the L-shaped platform (56) is provided with a lifting ring (63), and the bottom is a hinged operating platform.

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