CN219431837U - Superposed lining arch construction structure - Google Patents

Abstract

The application relates to a superimposed lining sleeve arch construction structure, this scheme includes: the assembled steel rail arch centering is embedded and installed on the secondary lining through the embedded steel bars, the foot parts of the assembled steel rail arch centering are locked and limited through the foot locking anchor rods and the U-shaped steel bars, and the end steel plates at the bottom of the assembled steel rail arch centering are connected with the embedded parts in the concrete base through hexagonal bolts; the profile steel frame beam is arranged in the pavement structure layer and used for reinforcing the pavement structure layer; the ribbed template is hung by an anchoring type anchor rod, and concrete is poured into a gap between the ribbed template and the secondary lining, so that the spliced steel rail arch frame is sealed and buried to form a superposed reinforced lining; the longitudinal and transverse reinforcement net is arranged in the space of the superposed reinforced lining after the hollow hole is chiseled; the hole-carrying shaping steel plate seals the hole opening of the hole through the hanging bar anchor rod, and the hole can be filled by injecting concrete grouting liquid through the grouting pipe. The construction quality of the lining sleeve arch is effectively improved.

Description

Superposed lining arch construction structure

Technical Field

The application relates to the technical field of constructional engineering, in particular to a superposed lining arch construction structure.

Background

The tunnel passes through mountain bodies under complex and changeable geological conditions, is influenced by factors such as design concepts, construction level, operation environment and the like, and along with the increase of operation time, serious diseases such as deformation, cracking, dislocation, block falling and the like gradually occur to part of lining structures due to the insufficient bearing capacity, so that the use function and operation safety of the tunnel are influenced to different degrees, and reinforcement treatment is needed urgently.

The existing lining reinforcing method mainly comprises the steps of pasting fiber composite materials, pasting steel plates (belts), spraying concrete, embedding steel frames, anchor rods and sleeve arches, wherein the sleeve arches are formed by additionally arranging arch-shaped concrete structures along the outer surfaces of the original lining, and bear external loads together with the original lining, so that the strength, the rigidity and the stability of the lining structure can be obviously improved, the bearing capacity of the lining structure is improved, and the reinforcing effect is optimal. However, the arch has several problems in the reinforcement process: the arch centering of the sleeve arch is easy to shift, and the integrity is poor; (2) In order to ensure the erection requirement of the steel frame, the sleeve liner is often led to invade the tunnel limit, and the transitional construction of communication, contact network line protection, electric power and the like is affected; (3) In the construction process of the sleeve arch, the tunnel bottom plate has the defects of pavement cracking, arch foot deformation, tilting, bottom plate bulge and the like, and the bottom plate bearing capacity is insufficient, so that the traffic is seriously influenced; (4) After the sleeve arch is poured, a cavity and a hollowing part exist, and effective repairing measures are often lacking, so that the construction quality of the lining sleeve arch is affected.

Therefore, a laminated lining arch construction structure is needed to solve the problems in the prior art.

Disclosure of Invention

The object of the present application is to provide a construction structure of a composite lining arch, which aims at the above problems existing in the prior art.

In order to achieve the purpose of the application, the application adopts the following technical scheme: an overlapping lining arch for reinforcing surrounding rock broken parts, primary support thickness over-thin parts, waterproof layer water leakage parts and secondary lining cracking parts, comprising:

the assembled steel rail arch centering is embedded and installed on the secondary lining through the embedded steel bars, the foot parts of the assembled steel rail arch centering are locked and limited through the foot locking anchor rods and the U-shaped steel bars, and the end steel plates at the bottom of the assembled steel rail arch centering are connected with the embedded parts in the concrete base through hexagonal bolts;

the profile steel frame beam is arranged in the pavement structure layer and used for reinforcing the pavement structure layer;

the ribbed template is hung by an anchoring type anchor rod, and concrete is poured into a gap between the ribbed template and the secondary lining, so that the spliced steel rail arch frame is sealed and buried to form a superposed reinforced lining;

the longitudinal and transverse reinforcement net is arranged in the space of the superposed reinforced lining after the hollow hole is chiseled;

the hole-carrying shaping steel plate seals the hole opening of the hole through the hanging bar anchor rod, and the hole can be filled by injecting concrete grouting liquid through the grouting pipe.

Further, an arch groove is formed in the secondary lining, and the embedded ribs are uniformly embedded in the arch groove, so that the assembled steel rail arch frame can be welded and fixed with the embedded ribs after being embedded in the arch groove.

Further, adjacent spliced steel rail arches are connected into a whole through connecting ribs, and after the spliced steel rail arches are embedded into arch grooves, gaps at two sides of the spliced steel rail arches are filled and fixed through the arch grooves.

Further, the anchoring type anchor rod is arranged along the circumferential direction of the tunnel, and is driven into surrounding rock to set depth.

Further, the profile steel frame beam is formed by welding and splicing longitudinal channel steel, longitudinal profile steel and transverse steel supports, and the longitudinal channel steel is fixed by grouting reinforcement after being driven into the ground through a grouting guide pipe.

The construction method of the superposed lining sleeve arch is used for constructing through the construction structure of the superposed lining sleeve arch and specifically comprises the following construction steps:

s00, preparation of construction: checking surrounding rock broken positions, primary support thickness ultrathin positions, waterproof layer water leakage positions and secondary lining cracking positions, measuring cutting lines of a lofting arch groove and arrangement points of an anchoring type anchor rod, pouring a base at a designed position, and embedding connecting pieces in the base;

s10, anchoring type anchor rods are arranged in a beating mode: driving an anchoring type anchor rod on the secondary lining along the arrangement point of the anchoring type anchor rod until the anchoring type anchor rod is driven into surrounding rock;

s20, lining cutting groove bar planting: roughening the surface of the secondary lining to expose a fresh concrete surface, cutting the surface of the secondary lining along a line for measuring and paying off by a concrete cutting machine, wherein the cutting width and depth are kept consistent, performing rock drilling operation along a cutting line by a pneumatic rock drill, chiseling an arch groove, removing residues after chiseling and forming the arch groove, and uniformly and alternately implanting fixed reinforcing steel bars on the arch groove to form a bar planting, so that the bar planting is firmly connected with the secondary lining by drilling holes and anchoring agents;

s30, arch frame installation: before the assembly type steel rail arch centering is installed, driving a self-advancing locking anchor rod into the maximum span and arch springing according to the position of a design drawing in advance, and intensively manufacturing the assembly type steel rail arch centering in a hole externally-added workshop;

after being pre-assembled, the steel rail arch frames are transported to the holes for assembly in sections, and the assembled steel rail arch frames are embedded into the arch grooves and welded with the embedded bars in the secondary lining;

the assembled steel rail arch centering foot is welded with an end steel plate, and the end steel plate falls to the bottom on the base and is connected with an embedded part in the base through a hexagon bolt;

after the position of the assembled steel rail arch frame is adjusted without error, welding U-shaped steel bars at the end parts of the locking foot anchor rods, and locking the assembled steel rail arch frame through the U-shaped steel bars;

welding connecting ribs between two adjacent spliced steel rail arches for reinforcing connection, and filling gaps between the spliced steel rail arches and arch channels with injection concrete to form arch channel filling concrete;

s40, binding reinforcing steel bars and supporting a die: the double-layer sleeve lining steel bars are applied, the steel bar net and the spliced steel rail arch are bound together, a ribbed template is arranged at the lower part of the steel bar net and is propped against the spliced steel rail arch, and the ribbed template is fixed by arranging a steel backing plate at the end part of an anchoring type anchor rod;

s50, pouring concrete: filling concrete into the gap between the ribbed template and the secondary lining, sealing and burying the spliced steel rail arch frame through the concrete to form a superposed reinforcing lining, polishing the inner surface of the superposed reinforcing lining, and applying permeable crystalline waterproof paint to the inner surface;

s60, installing a profile steel frame beam structure: chiseling off pavement structure layers and pavement base layers of the disease section part, chiseling off part inverted arch backfill layers, cutting and placing platforms on two sides of the inverted arch, placing the steel frame beam structure welded into a whole in advance on the platforms on two sides of the inverted arch, penetrating two rows of grouting guide pipes by longitudinal channel steel of the steel frame beam structure, driving the steel frame beam structure into the ground for a set depth, and injecting cement-water glass double slurry into the ground for reinforcement through the grouting guide pipes.

Further, the method also comprises the following construction steps:

s70, cavity monitoring: detecting cavity diseases of the newly constructed overlapped reinforcing lining, marking a cavity area, and chiseling out the cavity with the thickness smaller than the set thickness of the overlapped reinforcing lining;

s80, repairing the cavity: the chiseled hollow space is treated by planting bars, a double-layer longitudinal and transverse bar planting net is planted, a hanging bar anchor rod is arranged around the hollow space in a beating mode, and the lower end of the hanging bar anchor rod passes through a shaping steel plate with holes and is fastened through double nuts;

a groove-shaped backing plate is arranged between the double nuts and the perforated shaping steel plate, a grouting pipe is inserted into the perforated shaping steel plate, and micro-expansion fine stone concrete is poured through the grouting pipe;

and after the fine stone concrete in the cavity is basically filled, installing a sealing steel plate at the highest position of the cavity, reserving grouting holes on the sealing steel plate, and finally filling cement mortar into the cavity.

Further, in step S50, the flatness of the inner surface of the superimposed reinforcement lining 26 is not more than 1/20.

Further, in the step S70, manual chiseling is adopted for the holes with the thickness smaller than 20cm of the superimposed reinforcement lining, and the chiseling surface range is ensured to be 5-10 cm larger than the hole range.

Compared with the prior art, the application has the following beneficial effects:

1. the novel laminated lining arch structure is integrated with the original lining, is stressed and deformed cooperatively, improves the stress condition of the original structure, maximally utilizes the bearing capacity of the original structure, improves the safety coefficient of the lining structure and is a powerful lining reinforcing method;

2. according to the method, the arch is embedded into the secondary lining through the cutting groove, the thickness of the superposed sleeve arch is controllable, and under the condition that the clearance and the surplus of the tunnel are small, the situation that the building limit is not invaded after reinforcement can be achieved, and the service level of the tunnel is ensured;

3. the arch frame is connected in a reinforced mode through the planted ribs, the bottom of the arch frame is locked through the foot locking anchor rod and the base, the arch frame is prevented from shifting, and the integrity is good;

4. according to the method, the profile steel frame beam structure is added into the bottom plate, so that the horizontal rigidity and bearing capacity of the tunnel inverted arch lining structure are enhanced, the construction period is short, and the construction risk is low;

5. according to the method, after the sleeve arch is poured, the steel plate pressure pouring concrete is hung to fill the hollow holes and hollows locally, so that the construction quality of the lining sleeve arch is effectively improved.

Drawings

FIG. 1 is a diagram of the overall construction of a composite lining arch of the present application;

FIG. 2 is a block diagram of a secondary lining open arch channel of the present application;

FIG. 3 is a block diagram of a spliced steel rail arch embedded secondary lining arch channel;

FIG. 4 is a schematic illustration of a secondary lined archway filled concrete of the present application;

FIG. 5 is a block diagram of the foot locking anchor bar locking assembly type steel rail arch frame foot of the present application;

FIG. 6 is a block diagram of the mounting and fixing of the assembled rail arch springing of the present application;

FIG. 7 is a construction diagram of a combined reinforcement of a light steel frame and a steel pipe grouting added under the tunnel pavement of the present application;

FIG. 8 is a plan view of a profile steel frame beam arrangement of the present application;

FIG. 9 is a schematic view of a composite lining arch formwork of the present application;

FIG. 10 is an enlarged partial construction view of a composite lining arch formwork of the present application;

FIG. 11 is a partial plan view of a composite lining arch formwork of the present application;

FIG. 12 is a partial void block diagram of a composite lining arch of the present application;

FIG. 13 is a construction diagram of a steel plate hanging steel plate with reinforced meshes arranged in a hollow cavity of a superposed lining arch;

FIG. 14 is a large-scale view of the perforated shaped steel plate installation of the present application;

fig. 15 is a construction flow chart of the present application.

Wherein: 1. primary support; 2. a waterproof layer; 3. secondary lining; 4. planting ribs; 5. assembled steel rail arch frame; 6. a connecting rib; 7. an anchor type anchor rod; 8. locking the foot anchor rod; 9. u-shaped reinforcing steel bars; 10. grouting guide pipe; 11. ribbed templates; 12. end steel plates; 13. a base; 14. longitudinal channel steel; 15. longitudinal section steel; 16. a transverse steel support; 17. surrounding rock; 18. an arch groove; 19. filling the arch groove with concrete; 20. a hexagonal bolt; 21. inverted arch; 22. inverted arch backfill layer; 23. a pavement base layer; 24. a pavement structural layer; 25. a steel backing plate; 26. overlapping type reinforced lining; 27. a cavity; 28. a hanging bar anchor rod; 29. a groove-shaped backing plate; 30. a shaping steel plate with holes; 31. a longitudinal and transverse bar planting net; 32. grouting pipe; 33. double-screw.

Detailed Description

The following description of the embodiments of the present application will be made clearly and fully with reference to the accompanying drawings, in which it is evident that the embodiments described are only some, but not all, of the embodiments of the present application. All other embodiments obtained by a person of ordinary skill in the art based on the embodiments in the present application are within the scope of the protection of the present application.

It will be appreciated by those skilled in the art that in the present disclosure, the terms "longitudinal," "transverse," "up," "down," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," etc. refer to an orientation or positional relationship based on that shown in the drawings, which is merely for convenience of description and to simplify the description, and do not refer to or imply that the devices or elements referred to must have a particular orientation, be configured and operated in a particular orientation, and thus the above terms should not be construed as limiting the present application.

Example 1

As shown in figures 1-4, the assembled steel rail arch is embedded into a secondary lining arch groove structure, and the superposed lining arch comprises an initial support 1, a waterproof layer 2, a secondary lining 3, a planted bar 4, an assembled steel rail arch 5, a connecting bar 6, surrounding rock 17, an arch groove 18, arch groove filling concrete 19 and the like, wherein the broken part of the surrounding rock 17, the thickness of the initial support 1 is too thin, the water leakage part of the waterproof layer 2, the cracking part of the secondary lining 3 and other disease parts are provided with superposed lining arches for reinforcement; the secondary lining 3 is internally grooved and provided with the bar planting 4, the secondary lining 3 is internally mechanically cut and provided with the arch groove 18, the bar planting 4 is uniformly planted in the arch groove 18, the spliced steel rail arch 5 is embedded into the arch groove 18 and then welded with the bar planting 4, the adjacent spliced steel rail arches 5 are integrally connected by arranging the connecting bars 6, and the arch groove filling concrete 19 is arranged in gaps at two sides after the spliced steel rail arch 5 is embedded into the arch groove 18 to fix.

As shown in fig. 1, 5 and 6, the foot locking anchor rod locks the pin structure of the pin-connected rail arch, which comprises a secondary lining 3, a planting bar 4, a pin-connected rail arch 5, a foot locking anchor rod 8, a U-shaped steel bar 9, a grouting guide pipe 10, a head steel plate 12, a base 13, a hexagonal bolt 20 and the like, wherein the foot of the pin-connected rail arch 5 is locked and limited through the foot locking anchor rod 8 and the U-shaped steel bar 9, the foot locking anchor rod 8 is arranged at two sides of the pin-connected rail arch 5 and is driven into the secondary lining 3, the U-shaped steel bar 9 is welded at the head of the foot locking anchor rod 8 to lock the foot of the pin-connected rail arch 5, the head steel plate 12 is arranged at the bottom end of the pin-connected rail arch 5, and the head steel plate 12 is connected with an embedded part in the concrete base 13 through the hexagonal bolt 20.

As shown in fig. 7 and 8, the combined reinforcing structure of the light steel frame and the steel pipe grouting is additionally arranged under the tunnel pavement, and comprises a grouting guide pipe 10, a longitudinal channel steel 14, a longitudinal steel 15, a transverse steel support 16, an inverted arch 21, an inverted arch backfill layer 22, a pavement base layer 23 and a pavement structure layer 24, wherein the steel frame beam structure is arranged at the lower part of the pavement structure layer 24 for reinforcing, the steel frame beam is mainly welded into a whole by the longitudinal channel steel 14, the longitudinal steel 15 and the transverse steel support 16, two sides of the inverted arch 21 are cut and placed on a placing platform, the longitudinal channel steel 14 is placed on the placing platform, the grouting guide pipe 10 penetrates through the longitudinal channel steel 14 and then is driven into the ground for a certain depth, and cement-water glass double-liquid slurry is injected into the ground for reinforcing.

As shown in fig. 9-11, the structure diagram of the overlapped lining arch formwork comprises a secondary lining 3, an assembled steel rail arch 5, an anchoring type anchor rod 7, a ribbed template 11, surrounding rock 17, a steel backing plate 25, an overlapped reinforcing lining 26 and the like, wherein the ribbed template 11 is hung and supported by the anchoring type anchor rod 7, the anchoring type anchor rod 7 is annularly arranged along a tunnel, a certain depth is driven into the surrounding rock 17, the end part of the anchoring type anchor rod 7 is provided with the steel backing plate 25, and concrete is poured into a gap between the ribbed template 11 and the secondary lining 3 to seal and bury the assembled steel rail arch 5 to form the overlapped reinforcing lining 26.

As shown in fig. 12-14, the overlapping lining arch cavity is provided with a reinforced net sheet hanging steel plate structure diagram, which comprises an initial support 1, a waterproof layer 2, a secondary lining 3, an overlapping reinforcing lining 26, a cavity 27, a hanging bar anchor rod 28, a groove type backing plate 29, a shaping steel plate 30 with holes, a longitudinal and transverse reinforcement net 31, a grouting pipe 32, a double nut 33 and the like, wherein the cavity 27 is locally arranged in the overlapping reinforcing lining 26, the longitudinal and transverse reinforcement net 31 is arranged in the cavity 27 after the cavity 27 is chiseled, and the longitudinal and transverse reinforcement net 31 is implanted in the cavity 27 of the overlapping reinforcing lining 26 in a reinforcement manner. The two sides of the cavity 27 are provided with hanging bar anchor rods 28, the hanging bar anchor rods 28 are implanted into the secondary lining 3 to a certain depth, the end parts of the hanging bar anchor rods 28 are provided with groove-shaped base plates 29, a perforated shaping steel plate 30 is supported on the groove-shaped base plates 29, and the groove-shaped base plates 29 are fastened through double nuts 33. The shaping steel plate 30 with holes is hung through the hanging bar anchor rods 28 to seal holes, a plurality of grouting holes are formed in the shaping steel plate 30 with holes, grouting pipes 32 are inserted into the grouting holes of the shaping steel plate 30 with holes, and concrete slurry is injected into the grouting pipes 32 to fill local hollows.

Example two

Based on the first embodiment, as shown in fig. 15, a method for constructing a superimposed lining arch is provided, which includes the following construction steps:

s00, preparation of construction: before formal construction, according to the related requirements of business line construction, a special construction scheme is compiled, disease parts such as broken parts of surrounding rock 17, over-thin parts of primary support 1, water leakage parts of waterproof layer 2, broken parts of secondary lining 3 and the like are inspected, cutting lines of a lofting arch groove 18 and arrangement points of an anchoring type anchor rod 7 are measured, a base 13 is poured at a designed position, and connecting pieces are embedded in the base 13;

s10, punching an anchoring type anchor rod 7: anchoring type anchor rods 7 are driven into the secondary lining 3 along anchor rod arrangement points, the distance is 1.5 m multiplied by 1.5 m (the circumferential direction multiplied by the longitudinal direction), the length of a single anchoring type anchor rod 7 is 1.9 m, and the anchoring type anchor rod 7 is driven into surrounding rock 17;

s20, lining cutting groove bar planting: roughening the surface of the secondary lining 3 to expose a fresh concrete surface, cutting the surface of the secondary lining 3 along a line for measuring and paying off by a concrete cutting machine, wherein the cutting width and depth are consistent, performing a rock drilling operation along a cutting line by a pneumatic rock drill, chiseling an arch groove 18, removing residues after the arch groove 18 is chiseled and formed, uniformly spacing implanted phi 22 fixed steel bars on the arch groove 18, circumferentially spacing 1m between the planted bars 4, and firmly connecting the planted bars 4 with the secondary lining 3 by drilling and anchoring agents;

s30, arch frame installation: before the assembly type steel rail arch frame 5 is installed, a self-advancing locking anchor rod 8 is driven into the maximum span and arch foot positions according to the position of a design drawing in advance, the length of the locking anchor rod 8 is 4m, and 2 locking anchor rods are arranged in each group;

the assembled steel rail arch frame 5 is made of light steel rails in a centralized manner in a working place outside a hole;

the pre-assembled steel rail arch frames 5 sections are transported into the holes for assembly, the assembled steel rail arch frames 5 are embedded into the arch grooves 18, the longitudinal spacing is 60cm, the assembled steel rail arch frames 5 are welded with the embedded bars 4 in the secondary lining 3, the foot parts of the assembled steel rail arch frames 5 are welded with end steel plates 12, the end steel plates 12 fall on the base 13 and are connected with embedded parts in the base 13 through hexagon bolts 20;

after the position of the assembled steel rail arch frames 5 is adjusted correctly, U-shaped steel bars 9 are welded at the end parts of the foot locking anchor rods 8, the assembled steel rail arch frames 5 are locked through the U-shaped steel bars 9, and connecting bars 6 with phi 22 are welded between two adjacent assembled steel rail arch frames 5 for reinforcing connection;

simultaneously, the gap between the assembled steel rail arch 5 and the arch groove 18 is filled with the mould injection concrete manually to form an arch groove filling concrete 19;

s40, binding reinforcing steel bars and supporting a die: double-layer sleeve lining steel bars are applied, the distance between the steel bars is 25 cm, the circumferential main bars phi 18, the longitudinal distribution bars phi 10, the hooking bars phi 8, and the steel bar meshes are bound with the spliced steel rail arch frame 5;

a ribbed template 11 is arranged at the lower part of the reinforcing mesh, the ribbed template 11 is propped against the spliced steel rail arch 5, and the ribbed template 11 is fixed by arranging a steel backing plate 25 at the end part of the anchoring type anchor rod 7;

s50, pouring concrete: filling concrete into the gap between the ribbed template 11 and the secondary lining 3, wherein the concrete seals and buries the spliced steel rail arch 5 to form a superposed reinforced lining 26, and the flatness of the inner surface of the reinforced lining 26 is required to be not more than 1/20;

polishing the inner surface of the overlapped reinforcing lining 26 after the lining is applied, and applying a permeable crystalline waterproof coating on the inner surface;

s60, installing a profile steel frame beam structure: the pavement structure layer 24 and the pavement base layer 23 of the disease section 90 cm are chiseled, part of the inverted arch backfill layer 22 is chiseled, two sides of the inverted arch 21 are cut and placed on platforms on two sides of the inverted arch 21, the steel frame beam structures welded into a whole in advance are placed on the platforms on two sides of the inverted arch 21, the longitudinal channel steel 14 on two sides of the steel frame beam structure adopts [25a channel steel, the longitudinal section steel 15 in the middle part adopts I12.6 type steel, the transverse steel support 16 adopts 3I 18 type steel to be laid side by side, the longitudinal distance is 5 m, the longitudinal channel steel 14 is penetrated by two rows of grouting guide pipes 10 and then is driven into the ground for a certain depth, and cement-water glass double slurry is injected into the ground for reinforcement through the grouting guide pipes 10;

s70, cavity monitoring: performing hole disease detection on the newly constructed superimposed reinforced lining 26, marking a hole 27 area, manually chiseling the lining of the hole 27 with the lining thickness smaller than 20cm, wherein the chiseling surface range is 5-10 cm larger than the hole 27 range, and ensuring that the hole 27 is completely chiseled;

s80, repairing the cavity: the hollow 27 is treated by planting bars, a double-layer phi 16 longitudinal and transverse bar planting net 31 is planted, the distance is 20cm multiplied by 20cm (circumferential direction multiplied by longitudinal direction), and the steel bars extend into the original lining to be not less than 20 cm;

a hanging bar anchor rod 28 is arranged around the cavity 27 in a beating mode, the effective length of the hanging bar anchor rod 28 anchored into a lining is not less than 20cm, the lower end of the hanging bar anchor rod 28 passes through a shaping steel plate 30 with holes and then is fastened through a double nut 33, a groove-shaped base plate 29 is arranged between the double nut 33 and the shaping steel plate 30 with holes, a grouting pipe 32 is inserted into the shaping steel plate 30 with holes, and micro-expansion fine stone concrete is poured through the grouting pipe 32;

after the fine stone concrete in the hollow 27 is basically filled, a sealing steel plate (positioned at the highest position of the hollow 27) is installed, grouting holes are reserved on the sealing steel plate, and finally cement mortar is injected to fill the hollow 27.

The detailed description of the present application is not prior art, and thus is not described in detail herein.

It will be understood that the terms "a" and "an" should be interpreted as referring to "at least one" or "one or more," i.e., in one embodiment, the number of elements may be one, while in another embodiment, the number of elements may be plural, and the term "a" should not be interpreted as limiting the number.

Although specific terms are used more herein, the use of other terms is not precluded. These terms are used merely for convenience in describing and explaining the essence of the present application; they are to be interpreted as any additional limitation that is not inconsistent with the spirit of the present application.

The present application is not limited to the above-mentioned preferred embodiments, and any person can obtain other products in various forms under the teaching of the present application, but any changes in shape or structure of the products are within the scope of protection of the present application.

Claims (5)

1. The utility model provides a coincide lining cover arch construction structure for surrounding rock broken department, the too thin department of primary support thickness, waterproof layer water leakage department and secondary lining fracture department consolidate, its characterized in that includes:

the assembled steel rail arch centering is embedded and installed on the secondary lining through a planted bar, the foot of the assembled steel rail arch centering is locked and limited through a foot locking anchor rod and a U-shaped steel bar, and an end steel plate at the bottom of the assembled steel rail arch centering is connected with an embedded part in a concrete base through a hexagonal bolt;

the profile steel frame beam is arranged in the pavement structure layer and used for reinforcing the pavement structure layer;

the ribbed template is hung by an anchoring type anchor rod, and concrete is poured into a gap between the ribbed template and the secondary lining, so that the spliced steel rail arch frame is sealed and buried to form a superposed reinforced lining;

the longitudinal and transverse reinforcement mesh is arranged in the space of the hollow hole of the overlapped reinforcing lining after being chiseled;

and the hole-forming steel plate seals the hole of the cavity through the hanging bar anchor rod, and the cavity can be filled by injecting concrete grouting liquid through the grouting pipe.

2. The composite lining arch construction structure according to claim 1, wherein an arch groove is formed in the secondary lining, and the arch groove is uniformly implanted with the embedded ribs, so that the assembled steel rail arch frame can be welded and fixed with the embedded ribs after being embedded into the arch groove.

3. The construction structure of the superimposed lining arch according to claim 2, wherein adjacent assembled steel rail arches are connected into a whole through connecting ribs, and after the assembled steel rail arches are embedded into the arch grooves, gaps on two sides of the assembled steel rail arches are filled and fixed through the arch grooves.

4. The composite lining arch construction structure of claim 1, wherein the anchoring type anchor rods are arranged along the circumferential direction of the tunnel and are driven into the surrounding rock to a set depth.

5. The composite lining arch construction structure according to claim 1, wherein the section steel frame beams are welded and spliced by longitudinal channel steel, longitudinal section steel and transverse steel supports, and the longitudinal channel steel is fixed by grouting reinforcement after being driven into the ground by a grouting guide pipe.