CN110905553B

CN110905553B - Tunnel secondary lining finishing method for sleeve lining mould construction

Info

Publication number: CN110905553B
Application number: CN201911235936.1A
Authority: CN
Inventors: 刘德兵; 李瑛�; 常运超; 陈世轩; 李世军; 李向峰; 田广阔; 苟冰; 张峰; 常得胜; 王存宝
Original assignee: Sixth Engineering Co Ltd of China Railway 20th Bureau Group Co Ltd
Current assignee: Sixth Engineering Co Ltd of China Railway 20th Bureau Group Co Ltd
Priority date: 2019-12-05
Filing date: 2019-12-05
Publication date: 2022-04-05
Anticipated expiration: 2039-12-05
Also published as: CN110905553A

Abstract

The invention discloses a tunnel secondary lining renovation method for sleeve lining mould construction, which comprises the following steps: firstly, mounting a profile steel arch frame; roughening the inner wall of the secondary tunnel lining; thirdly, constructing an arch-shaped steel bar structure; fourthly, construction of concrete bushing lining formwork construction: and carrying out mould construction on the concrete lining from back to front along the longitudinal extension direction of the tunnel, wherein the concrete lining is divided into a plurality of lining sections from back to front. The invention has reasonable design, simple construction and good use effect, adopts 7 sleeve lining forming templates to assemble and form an arch template for forming construction of the constructed sleeve lining, and simultaneously adopts an assembled scaffold to perform segmented pouring on the constructed sleeve lining from bottom to top through the arch template; the assembled scaffold is easy to assemble and disassemble on site, and the lining construction efficiency can be effectively accelerated; meanwhile, the vault pouring section of the constructed bushing is poured through the vault pouring structure, so that the concrete compactness and the forming quality of the vault pouring section are ensured, and the secondary tunnel renovation effect is ensured.

Description

Tunnel secondary lining finishing method for sleeve lining mould construction

Technical Field

The invention belongs to the technical field of tunnel secondary lining renovation construction, and particularly relates to a tunnel secondary lining renovation method for sleeve lining mould construction.

Background

With the continuous development and development of high-speed railways, single-hole double-track tunnels passing through complex geological conditions are more and more common, so that tunnel defects are also increased, the vault of the tunnel is extruded by concrete to cause the problems of block falling of lining surfaces, upper parts of two lining concrete to be hollow, steel frame distortion and deformation and the like, the collapse risk is further increased, and the driving safety is seriously threatened. Karst geology is mainly due to the fact that surface water and underground water are subjected to runoff, replenishment, permeation, circulation and other processes to carry out chemical dissolution treatment on a soluble rock stratum and products under the influence of mechanical damage. After the construction of the tunnel penetrating the karst stratum (namely the karst stratum tunnel), the tunnel needs to be cleared up, the tunnel is more damaged, particularly, the geology of the tunnel body penetrating area is complex, the stratum of the tunnel body penetrating area has the characteristics of water enrichment, karst cave, fault, high ground stress, dangerous rockfall, bedding bias and the like, and the tunnel secondary lining damage needs to be timely cleared up.

When the tunnel secondary lining diseases are actually remedied, a method of lining is generally adopted. The lining is mainly used for solving the problem of secondary lining of the tunnel (namely secondary lining of the tunnel), when the quality of the secondary lining of the tunnel is unqualified, the lining can be applied to the structural surface of the original secondary lining, and then the gap is filled by grouting. During actual construction, the lining is that concrete with a certain thickness is poured on the inner surface of the existing lining (particularly the tunnel secondary lining) and bears surrounding rock pressure together with the existing lining, and the lining can effectively prevent the existing lining from further cracking, damaging and deforming and can play a role of water prevention. However, when the secondary lining of the tunnel penetrating through the karst stratum is renovated, because the stratum of the tunnel body has the characteristics of water enrichment, karst cave, fault, high ground stress, dangerous rockfall, bedding bias and the like, the concrete lining is only constructed in the secondary lining of the tunnel, the secondary lining of the tunnel cannot solve the problem of the secondary lining of the tunnel, and the defect of a void and cracking section of the secondary lining of the tunnel cannot be effectively renovated. In addition, when the bushing is adopted to treat the two-lining damage of the karst stratum tunnel under the complex geological condition at present, a set of unified, standard and normative construction method is not available for following, and various problems that the construction operation is random, the construction efficiency is low, the quality of the bushing formed by construction cannot be guaranteed and the like inevitably exist in actual construction are solved.

Disclosure of Invention

The invention aims to solve the technical problems that the defects in the prior art are overcome, and a karst stratum tunnel secondary lining renovation construction structure based on a sleeve lining is provided, the method has simple steps, reasonable design, simple and convenient construction and good use effect, 7 sleeve lining forming templates are adopted to assemble and form an arched template for forming construction of the constructed sleeve lining, and meanwhile, an assembled scaffold is adopted to perform segmented casting on the constructed sleeve lining from bottom to top through the arched template, so that the concrete casting process of the sleeve lining in the tunnel secondary lining can be effectively, simply and quickly completed, and the forming quality of the constructed sleeve lining can be ensured; the assembled scaffold is easy to assemble and disassemble on site, and the lining construction efficiency can be effectively accelerated; meanwhile, the vault pouring section of the constructed lining is poured through the vault pouring structure, so that the concrete compactness and the forming quality of the vault pouring section are ensured, and a cavity between the constructed lining and the existing tunnel secondary lining can be effectively prevented.

In order to solve the technical problems, the invention adopts the technical scheme that: the utility model provides a karst stratum tunnel two lining renovation construction structures based on cover lining which characterized in that: reinforcing the secondary lining of the tunnel section to be renovated by adopting a reinforcing sleeve lining, wherein the tunnel section to be renovated is a tunnel section penetrating through a karst stratum and the excavation section of the tunnel section is larger than 100m²；

The reinforcing sleeve lining is arranged on the inner side of the tunnel secondary lining; the tunnel secondary lining is a full-section supporting structure for performing full-section supporting on a tunnel section to be renovated, and is a reinforced concrete lining; the tunnel secondary lining comprises an arch wall secondary lining for supporting an arch wall of the tunnel section to be renovated and a tunnel inverted arch arranged at the bottom of the tunnel section to be renovated, wherein the tunnel inverted arch is positioned right below the arch wall secondary lining and is connected with the arch wall secondary lining into a whole; a tunnel primary supporting structure for carrying out primary supporting on the tunnel section to be renovated is arranged on the outer side of the tunnel secondary lining, and the tunnel primary supporting structure and the tunnel secondary lining form a tunnel supporting structure of the tunnel section to be renovated; the grouting anchoring structure, the reinforcing sleeve lining and the tunnel supporting structure are all fixedly connected into a whole;

the reinforcing sleeve liner comprises a concrete sleeve liner formed by pouring concrete, a plurality of steel arch frames and an arch steel bar structure, wherein the steel arch frames are distributed in the concrete sleeve liner from front to back along the longitudinal extension direction of the tunnel; the concrete sleeve lining and the secondary lining of the arch wall arranged on the outer side of the concrete sleeve lining are cast into a whole, and the shape of the cross section of the concrete sleeve lining is the same as that of the cross section of the secondary lining of the arch wall; multiple steel arch frames and arch-shaped steel bar structures are poured in the concrete sleeve lining;

a plurality of profile steel arches are uniformly distributed, and each profile steel arch is uniformly distributed on the cross section of one tunnel of the tunnel section to be treated; a plurality of steel arches are supported on the inner wall of the secondary lining of the tunnel, and the steel arches are identical in structure and size; the profile steel arch is an arch support supported in the secondary lining of the arch wall, and the shape of the cross section of the profile steel arch is the same as that of the cross section of the secondary lining of the arch wall; the distance between two front and back adjacent profile steel arches is d, wherein the value range of d is 0.8 m-1.2 m;

when the reinforcing sleeve liner is constructed, the method comprises the following steps:

step one, installing a profile steel arch frame: respectively installing a plurality of steel arch frames in the tunnel section to be renovated from back to front along the longitudinal extension direction of the tunnel, and fixedly supporting each steel arch frame on one cross section of the tunnel section to be renovated;

step two, roughening treatment of the inner wall of the tunnel secondary lining: performing chiseling treatment on the inner wall of the secondary lining of the tunnel section to be renovated from back to front along the longitudinal extension direction of the tunnel;

step three, arch steel bar structure construction: constructing the arched steel bar structure from back to front along the longitudinal extension direction of the tunnel, and fixedly connecting the constructed arched steel bar structure with the plurality of profile steel arches in the first step;

step four, concrete bushing lining mould building construction: carrying out mould construction on the concrete lining from back to front along the longitudinal extension direction of the tunnel to obtain a constructed and formed concrete lining, and pouring a plurality of profile steel arch frames in the first step and the arch-shaped steel bar structures in the third step into the concrete lining;

the concrete lining is divided into a plurality of lining sections from back to front along the longitudinal extension direction of the tunnel, and the cross section structures and the sizes of the plurality of lining sections are the same;

each sleeve lining segment is divided into 7 sleeve lining pouring segments along the circumferential direction, and the 7 sleeve lining pouring segments are distributed along the longitudinal extension direction of the tunnel; the 7 sleeve lining pouring sections comprise a vault pouring section, two upper arch waist pouring sections symmetrically arranged at the left and right sides, two lower arch waist pouring sections symmetrically arranged at the left and right sides and two side wall pouring sections symmetrically arranged at the left and right sides, the vault pouring section, the upper arch waist pouring section, the lower arch waist pouring section and the side wall pouring sections are arranged from top to bottom, the two upper arch waist pouring sections are symmetrically connected below the left and right sides of the vault pouring section, and each lower arch waist pouring section is connected between one vault pouring section and one side wall pouring section; each side wall pouring section is positioned inside a side wall of the tunnel section to be renovated, and the vertical height of each side wall pouring section is 3-3.5 m; the cross sections of the upper arch waist pouring section, the lower arch waist pouring section and the vault pouring section are all arc-shaped;

when the concrete lining is subjected to mould construction, respectively carrying out mould construction on a plurality of lining sections from back to front along the longitudinal extension direction of the tunnel; the mould construction methods of the plurality of lining sections are the same, and one lining section located on the rearmost side in the plurality of lining sections is a rear end section;

an arched template for performing mould construction on the sleeve lining segment and an assembled scaffold positioned on the inner side of the arched template are arranged in the tunnel secondary lining;

the arch template is formed by assembling an arch crown forming template for forming a arch crown pouring section, an upper arch waist forming template which is symmetrically arranged at the left and right sides and is used for forming an upper arch waist pouring section, a lower arch waist forming template which is symmetrically arranged at the left and right sides and is used for forming a lower arch waist pouring section and a side wall forming template which is symmetrically arranged at the left and right sides and is used for forming a side wall pouring section, and the cross sections of the arch crown forming template, the upper arch waist forming template and the lower arch waist forming template are all arc-shaped; the cross section shape of the arch crown molding template is the same as that of the inner wall of the arch crown pouring section, the cross section shape of the upper arch waist molding template is the same as that of the inner wall of the upper arch waist pouring section, the cross section shape of the lower arch waist molding template is the same as that of the inner wall of the lower arch waist pouring section, and the cross section shape of the side wall molding template is the same as that of the inner wall of the side wall pouring section; the two upper arch waist forming templates are symmetrically arranged below the left side and the right side of the arch crown forming template, each lower arch waist forming template is positioned between one upper arch waist forming template and one side wall forming template, the bottom of each side wall forming template is supported on a ditch cable trough in a tunnel section to be renovated, and the ditch cable trough is a concrete trough;

the vault forming template, the upper arch waist forming template, the lower arch waist forming template and the side wall forming template are all lining forming templates; the sleeve lining forming template comprises a steel template, a plurality of template stiffening ribs distributed on the inner side of the steel template and a plurality of template counter-pull rods for fixing the steel template on the secondary lining of the arch wall, wherein the plurality of template stiffening ribs are distributed in parallel and distributed from front to back along the longitudinal extension direction of the tunnel, each template stiffening rib is uniformly distributed on the cross section of the tunnel section to be renovated, and the shape of each template stiffening rib is the same as the shape of the cross section of the steel template at the distributed position; each template counter pull rod is vertically arranged with the inner side wall of the arch wall secondary lining at the arrangement position, the inner end of each template counter pull rod is anchored on the arch wall secondary lining, the outer end of each template counter pull rod extends to the inner side of a steel template, and the steel template is provided with a plurality of through holes for the template counter pull rods to extend out;

the vault pouring structure comprises a plurality of vertical grouting pipes which are arranged from front to back along the longitudinal extension direction of the tunnel, the vertical grouting pipes are uniformly distributed on the same vertical surface and are all positioned under the vault of the tunnel section to be renovated, and the vertical grouting pipes are uniformly distributed; the upper end of each vertical grouting pipe extends into the upper part of the vault forming template, the bottom end of each vertical grouting pipe extends into the lower part of the vault forming template, and the middle part of the vault forming template is provided with a plurality of grouting holes for mounting the vertical grouting pipes from front to back;

the assembled scaffold comprises a middle scaffold, an upper scaffold and two side scaffolds, wherein the middle scaffold is positioned in the middle of the inner side of the secondary lining of the tunnel and is used for constructing two upper arch waist pouring sections;

each side scaffold comprises an outer side scaffold for constructing a side wall pouring section and a combined scaffold for constructing a lower arch pouring section, each combined scaffold comprises an inner side scaffold positioned at the inner side of the outer side scaffold and a middle scaffold connected between the outer side scaffold and the inner side scaffold, and the middle scaffold, the upper scaffold, the outer side scaffold, the inner side scaffold and the middle scaffold are vertically arranged; the upper part of the outer side scaffold is flush with the upper part of the inner wall of the side wall pouring section, the upper part of the middle scaffold is flush with the upper part of the inner wall of the lower arch waist pouring section, the upper part of the middle scaffold is flush with the upper part of the middle scaffold, the vertical distance between the upper part of the upper scaffold and the middle part of the arch crown pouring section is H1, and the value range of H1 is 35 cm-50 cm; the middle scaffold is positioned right below the vault pouring section;

when the concrete bushing is subjected to the building construction, the method comprises the following steps:

step 401, rear end section molding construction, the process is as follows:

step 4011, side wall pouring section mould construction: respectively erecting two outer side scaffolds in a construction area where the currently constructed sleeve lining section is located, and simultaneously respectively installing two side wall forming templates; symmetrically pouring the left side wall pouring section and the right side wall pouring section of the currently constructed sleeve lining section from top to bottom by adopting the two side wall forming templates and utilizing the two erected outer side scaffolds;

step 4012, lower arch waist pouring section mould building construction: after the two side wall pouring sections are constructed, erecting an inner side scaffold and a middle scaffold on the inner side of each outer side scaffold in the step 4011 to obtain the erected combined scaffold and the erected side scaffolds; meanwhile, in the step 4011, one lower arch waist forming template is arranged above each side wall forming template; symmetrically pouring the left lower arch waist pouring section and the right lower arch waist pouring section of the currently constructed sleeve lining section from top to bottom by adopting the two lower arch waist forming templates and the two erected combined scaffolds;

step 4013, upper arch waist pouring section mould building construction: after the two lower arch waist pouring sections are constructed, erecting a middle scaffold between the two side scaffolds in the step 4012, and simultaneously installing one upper arch waist forming template above each lower arch waist forming template in the step 4012; symmetrically pouring the left upper arch waist pouring section and the right upper arch waist pouring section of the currently constructed sleeve lining section from top to bottom by adopting the two upper arch waist forming templates and utilizing a built middle scaffold;

step 4014, vault pouring section mould construction: after the two upper arch waist pouring sections are constructed, an upper scaffold is erected on the middle scaffold in the step 4013 to obtain an assembled scaffold for constructing the arch crown pouring section; simultaneously, installing an arch crown molding template between the two upper arch waist molding templates in the step 4013, and installing a plurality of vertical grouting pipes on the arch crown molding template; then, carrying out concrete pouring on the vault pouring section of the currently constructed bushing segment by adopting a vault forming template and the erected assembled scaffold through a plurality of vertical grouting pipes to complete the formwork pouring construction process of the currently constructed bushing segment;

in steps 4011 to 4014, all the currently constructed liner segments are the rear end segments;

step 402, next bushing segment molding construction, comprising the following steps:

step 4021, side wall pouring section mould building construction: according to the method in the step 4011, performing mould construction on the left side wall pouring section and the right side wall pouring section of the currently constructed bushing section;

in the step, the adopted side wall forming template and the outer side scaffold are both the side wall forming template and the outer side scaffold adopted in the process of the previous bushing segment mould construction; before the side wall pouring section mould building construction is carried out in the step, firstly, a side wall forming template adopted in the last bushing section mould building construction is removed, and an outer side scaffold adopted in the last bushing section mould building construction is moved forwards to a construction area where the currently constructed bushing section is located;

the last lining section is one lining section which is positioned at the rear side of the currently constructed lining section and is adjacent to the currently constructed lining section;

step 4022, lower arch waist pouring section mould building construction: according to the method in the step 4012, performing mould construction on the two lower arch waist pouring sections of the currently constructed bushing section;

in the step, the adopted lower arched waist forming template and the combined scaffold are both the lower arched waist forming template and the combined scaffold adopted in the previous bushing section molding construction; before the lower arch waist pouring section is constructed in the step, a lower arch waist forming template adopted in the previous bushing section construction is removed, the combined scaffold adopted in the previous bushing section construction is moved forwards to the construction area where the current bushing section is constructed, and the combined scaffold moved in place is connected with the outer side scaffold moved in place in the step 4022;

step 4023, upper arch waist pouring section mould building construction: according to the method in the step 4013, performing mould construction on the two upper arch waist pouring sections of the currently constructed bushing section;

in the step, the adopted upper arch waist forming template and the middle scaffold are both the upper arch waist forming template and the middle scaffold adopted during the previous bushing segment molding construction; before the upper arch waist pouring section is constructed in the step, an upper arch waist forming template adopted in the previous bushing section construction is removed, a middle scaffold adopted in the previous bushing section construction is moved forwards to a construction area where the current bushing section is constructed, and the middle scaffold moved in place is connected with the combined scaffold moved in place in the step 4023;

step 4024, vault pouring section mould construction: according to the method in the step 4014, performing mould construction on two vault pouring sections of the currently constructed bushing section;

in the step, the upper scaffold, the top forming template and the vertical grouting pipe which are adopted are the upper scaffold, the vault forming template and the vertical grouting pipe which are adopted when the previous bushing segment is constructed by the mould; before the vault pouring section formwork construction is carried out in the step, a vault forming formwork and a vertical grouting pipe which are adopted in the previous bushing section formwork construction are removed, an upper scaffold which is adopted in the previous bushing section formwork construction is moved forwards to a construction area where the current bushing section is constructed, and the upper scaffold which is moved in place is installed on the middle scaffold which is moved in place in the step 4024;

and 403, repeating the step 402 one or more times until the molding construction process of all the lining sections in the concrete lining is completed.

Compared with the prior art, the invention has the following advantages:

1. the method has reasonable step design, simple and convenient construction and good use effect, adopts 7 sleeve lining forming templates to assemble and form an arch template for forming construction of the constructed sleeve lining, and simultaneously adopts an assembled scaffold to perform segmented pouring on the constructed sleeve lining from bottom to top through the arch template; the assembled scaffold is easy to assemble and disassemble on site, and the lining construction efficiency can be effectively accelerated; meanwhile, the vault pouring section of the constructed bushing is poured through the vault pouring structure, so that the concrete compactness and the forming quality of the vault pouring section are ensured, and the secondary tunnel renovation effect is ensured.

2. The grouting anchoring structure that adopts reasonable in design, the construction is simple and convenient and the anchor is effectual, adopt a plurality of lock foot stock groups and a plurality of system stock group to carry out whole reinforcement to the tunnel section that needs to be rectified, lock foot stock and system stock are from advancing formula stock and the two is the slip casting stock, can carry out the slip casting to the tunnel section week side country rock that needs to be rectified and consolidate, and make tunnel outside country rock and tunnel supporting construction fastening connection become an organic whole, can carry out effective arrangement to the tunnel two linings that pass the karst stratum.

3. The arch feet at two sides of the tunnel section to be renovated are reinforced by adopting a plurality of foot-locking anchor rods arranged from front to back, so that the construction is simple and convenient, and the stability of the existing tunnel supporting structure can be further improved; meanwhile, the foot locking anchor rod adopts a self-advancing grouting anchor rod to effectively perform grouting reinforcement on arch foot surrounding rocks on two sides of the tunnel section to be renovated, so that the problem of tunnel secondary lining damage is solved fundamentally, the reinforcement is not performed only in the tunnel secondary lining through a sleeve lining, and the problem of tunnel secondary lining treatment can be thoroughly solved. And, lock foot stock is connected as an organic whole with the steel bow member, further improves supporting construction's whole steadiness. In addition, each group of foot locking anchor rods adopts a plurality of foot locking anchor rods to further improve the anchoring effect and ensure the reinforcing effect of arch feet on two sides of the tunnel section needing to be remedied.

4. The system anchor rods arranged from front to back are adopted to support the arch part of the tunnel to be renovated and the upper part of the side wall integrally, the construction is simple and convenient, the use effect is good, the integral stability and reliability of the tunnel can be effectively improved, and the construction safety is ensured; and the anchor rod of the system adopts a self-advancing grouting anchor rod, so that the integral grouting reinforcement can be carried out on the outer side surrounding rock at the upper parts of the arch part and the side wall of the tunnel, the problem of secondary lining damage of the tunnel is solved fundamentally, the reinforcement is not carried out only in the secondary lining of the tunnel through a sleeve lining, and the problem of secondary lining treatment of the tunnel can be thoroughly solved.

5. The adopted reinforcing sleeve liner structure has reasonable design, simple and convenient construction and lower input construction cost.

6. The adopted buckling parts are simple in structure, reasonable in design, simple and convenient to process and manufacture and low in investment cost, and each buckling part comprises a buckle buckled on the outer wing plate and a fastener for fixing the buckle on the tunnel supporting structure.

7. The buckling piece is simple and convenient to install actually and good in fixing effect, only the buckling plate in the fastener needs to be buckled and pressed on the outer side wing plate of the fixed profile steel arch, then the fixing plate in the fastener is fixed through the fastener, labor and time are saved, and the fixing is firm, meanwhile, the fastener and the outer side wing plate of the fixed profile steel arch are fixed in a buckling and pressing mode, the fixing is simple, convenient and reliable, fixing inconvenience can be effectively avoided when the anchoring reinforcing steel bars and the profile steel arch are fixed, and the problems that the supporting strength of the profile steel arch is affected by damage caused to the structure of the profile steel arch in the fixing process and after the fixing is completed cannot be avoided.

8. The profile steel arch is fixed through the arch fixing part, each arch fixing part adopts a buckling and pressing type fixing mode that two fasteners symmetrically arranged at the front and the back are adopted to fix the outer side wing plate of the profile steel arch, the fixing mode does not need to provide a fixing hole on the profile steel arch or weld with a steel bar, so that any damage to the profile steel arch can not be effectively avoided, and the profile steel arch and the arch fixing part are not in a direct fixing relation, so that the fixed profile steel arch is simple and convenient to adjust in position, the profile steel arch can be conveniently and quickly and accurately installed, each profile steel arch is ensured to be accurately installed in place, and each profile steel arch is positioned on a cross section of a tunnel section to be renovated.

9. The profile steel bow member is simple and convenient to install and excellent in use effect, the buckling component that lays through two symmetries around constitutes the bow member mounting and fixes the outside pterygoid lamina of profile steel bow member, can accomplish the fixed process of profile steel bow member portably, fast to ensure the installation quality of fixed profile steel bow member, economical and practical.

10. The arch reinforcing bar structure that adopts reasonable in design, simple installation and excellent in use effect, divide into a plurality of hoop reinforcing bar groups and the multichannel longitudinal reinforcement of laying backward by preceding with the arch reinforcing bar structure in the cover lining, every hoop reinforcing bar group includes that the multichannel is laid and is located the anchor stirrup on same tunnel cross section, lay outside hoop reinforcing bar and the inboard hoop reinforcing bar of laying outside hoop reinforcing bar on tunnel secondary lining inner wall together, can be as an organic whole with the cover lining of being under construction and tunnel secondary lining fastening connection, and can effectively improve the joint strength of the cover lining of being under construction and tunnel secondary lining, ensure the cover lining effect of strutting.

11. When the arched steel bar structure is arranged in the concrete lining, the bottom connecting steel bar groups are arranged on the arch springing at the left side and the right side of the arched steel bar structure, so that the connection strength and the connection quality between the constructed lining and the tunnel secondary lining are further improved, and the actual installation is simple and convenient.

12. The reinforcing sleeve lining is simple and convenient to construct and good in using effect, the arched steel frame and the arched steel bar structure are arranged in the concrete lining, the connecting strength of the sleeve lining and the tunnel secondary lining can be effectively improved, the arched steel frame and the arched steel bar structure are connected into a whole to form an integral stress structure in the concrete sleeve lining, the supporting strength and the supporting effect of the constructed forming sleeve lining are further improved, and the treatment effect of the tunnel secondary lining is ensured.

13. The adopted lining forming die has the advantages of simple structure, reasonable design, simple and convenient fixation, good use effect, simple and convenient fixation on the secondary lining of the arch wall, and capability of ensuring the forming quality of the concrete lining pouring section.

14. The concrete bushing structure is divided reasonably, the construction is simple and convenient, the using effect is good, the concrete bushing is divided into 7 bushing pouring sections along the circumferential direction, the 7 bushing pouring sections are divided reasonably, the bushing concrete pouring construction process can be effectively simplified, and the pouring quality is easy to guarantee. Moreover, 7 sleeve lining forming templates are assembled to form an arch template for forming construction of the concrete sleeve lining, and the concrete sleeve lining is cast in sections from bottom to top through the arch template, so that the concrete casting process of the sleeve lining in the secondary tunnel lining can be effectively, simply and quickly completed, and the forming quality of the concrete sleeve lining can be ensured; simultaneously, the vault pouring section of the concrete bushing is poured through the vault pouring structure, so that the concrete compactness and the forming quality of the vault pouring section are ensured, and a cavity between the concrete bushing and the existing tunnel secondary lining can be effectively prevented.

15. The construction is simple and convenient, the construction efficiency is high, the use effect is good, the grouting anchoring structure and the reinforcing sleeve lining are combined to finish the secondary lining of the tunnel, on one hand, the grouting anchoring structure is adopted to integrally reinforce the surrounding rock at the outer side of the tunnel section to be renovated, so that the surrounding rock at the outer side of the tunnel is tightly connected with the tunnel supporting structure into a whole; on the other hand, the reinforcing sleeve lining is arranged in the tunnel secondary lining, the arch steel frame and the arch steel bar structure are connected into an integral stress structure in the concrete sleeve lining, the supporting strength and the supporting effect of the constructed forming sleeve lining are further improved, the treatment effect of the tunnel secondary lining is ensured, the tunnel secondary is comprehensively treated from the inner side and the outer side of the tunnel, and the treatment effect of the tunnel secondary lining can be effectively ensured.

16. The adopted sleeve lining forming die has the advantages of simple structure, reasonable design, simple and convenient fixation, good use effect, simple and convenient fixation on the secondary lining of the arch wall, and capability of ensuring the forming quality of the constructed sleeve lining pouring section.

17. The adopted arched template structure has reasonable design, simple and convenient assembly and disassembly, convenient construction and good use effect, the 7 sleeve lining forming templates are assembled to form the arched template for forming construction of the constructed sleeve lining, and the constructed sleeve lining is cast in sections from bottom to top through the arched template, so that the concrete casting process of the sleeve lining in the secondary tunnel lining can be effectively, simply and quickly completed, and the forming quality of the constructed sleeve lining can be ensured; meanwhile, the vault pouring section of the constructed lining is poured through the vault pouring structure, so that the concrete compactness and the forming quality of the vault pouring section are ensured, and a cavity between the constructed lining and the existing tunnel secondary lining can be effectively prevented. The constructed lining is divided into 7 lining pouring sections along the circumferential direction, the 7 lining pouring sections are reasonably divided, the lining concrete pouring construction process can be effectively simplified, and the pouring quality is easy to guarantee.

18. The assembled scaffold is practical and reasonable in structure, convenient to erect and simple and convenient to assemble and disassemble on site, can effectively accelerate the lining construction efficiency, can simply, conveniently and quickly complete the concrete pouring construction process of each lining pouring section, and ensures the concrete pouring quality and the construction efficiency of each lining pouring section.

19. The construction is simple and convenient and excellent in use effect, cooperate arch template, vault pouring structure and pin-connected panel scaffold frame to be under construction to the cover lining, can effectively simplify the concrete work progress of cover lining, it is simple and convenient, quick and high-quality completion cover lining construction, and can ensure the shaping quality of the cover lining of being under construction, shorten construction period, and the structure that adopts is conventional structure, simple installation and easily acquireing, can effectively reduce material and equipment input cost, and it is lower to the constructor requirement, thereby can be simple and convenient, quick the tunnel two linings are rectified, and can ensure the renovation effect. Compared with the traditional reinforcement method, the method has smaller treatment risk and thoroughly solves the problems of tunnel water leakage, surface water accumulation and tunnel structure safety. The method has the advantages of good safety, quick construction and the like, and is more suitable for treating the defects of lining surfaces of tunnel vaults due to concrete extrusion, lining upper part hollowing of the secondary lining of the tunnel section to be treated, steel frame distortion and deformation of the steel frame and the like.

The technical solution of the present invention is further described in detail by the accompanying drawings and embodiments.

Drawings

FIG. 1 is a block diagram of the process flow of the present invention.

FIG. 2 is a schematic diagram of the arrangement positions of the grouting anchoring structure and the section steel frame.

FIG. 3 is a schematic view of the internal structure of the reinforcing sleeve insert of the present invention.

FIG. 4 is a longitudinal structure of the multi-frame steel arch of the present invention.

FIG. 5 is a schematic view of the vertical layout position of the steel arch according to the present invention.

Fig. 6 is a reference diagram of the use state of the fastener of the invention.

FIG. 7 is a schematic plan view of the fastener of the present invention.

Fig. 8 is a schematic structural diagram of the steel arch of the invention.

FIG. 9 is a schematic structural view of the supporting groove of the present invention.

FIG. 10 is a schematic view showing the connection state of the longitudinal connecting steel bars between two adjacent front and rear steel arches according to the present invention.

FIG. 11 is a schematic view of the deployment position of the concrete liner of the present invention.

Fig. 12 is a schematic view of the arrangement position of the arch-shaped reinforcing steel bar structure of the invention.

Fig. 13 is a schematic structural view of an arch-shaped reinforcing steel bar structure according to the present invention.

FIG. 14 is a schematic view showing the connection state of the anchoring stirrups and the longitudinal steel bars on the secondary lining of the tunnel according to the present invention.

FIG. 15 is a schematic view of the structure of the anchoring stirrup of the present invention.

Fig. 16 is a schematic view of the arrangement position of the bottom stubbled reinforcement set according to the present invention.

Fig. 17 is a schematic structural view of each set of stubble reinforcing steel bars according to the present invention.

Fig. 18 is a schematic plan view showing the arrangement position of the stubble reinforcing bars on the supporting grooves.

Fig. 19 is a reference view showing a state in which the arch form of the present invention is used.

Fig. 20 is a schematic view showing the structure of the concrete lining of the present invention.

Fig. 21 is a schematic view of the construction of the dome forming die plate of the present invention.

Fig. 22 is a schematic view of the construction of the upper haunch forming template of the present invention.

Fig. 23 is a schematic view of the construction of the lower arch forming template of the invention.

Fig. 24 is a schematic structural view of the side wall forming form of the present invention.

Fig. 25 is a schematic view showing the installation position of the vertical grout pipe of the present invention.

FIG. 26 is a schematic view of the placement of the upper and lower gouging slots of the present invention.

Fig. 27 is a schematic structural view of the assembled scaffold of the present invention.

FIG. 28 is a schematic view showing the construction state of two side wall pouring sections according to the present invention.

Fig. 29 is a schematic view showing the construction state of two lower arch molding boards according to the present invention.

Fig. 30 is a schematic view showing the construction state of two upper arch molding boards according to the present invention.

Description of reference numerals:

1, secondary lining of a tunnel; 2-the tunnel section needs to be renovated; 3-1-longitudinal reinforcement;

3-2-outer circumferential reinforcing steel bars; 3-inner side circumferential reinforcing steel bars; 3-4-anchoring stirrups;

3-41-hook; 3-42-an anchoring head; 3-5-connecting reinforcing steel bars;

3-6-horizontal connecting ribs; 5, a primary tunnel supporting structure; 6-supporting the groove;

7-ditch cable trough; 8, concrete lining; 8-1-vault pouring section;

8-2-upper arch waist pouring section; 8-3-lower arch waist pouring section; 8-4-side wall pouring section;

9-system anchor rod; 9-1-vault shaping template;

9-2-upper arch waist forming template;

9-3-lower arch waist forming template; 9-4-side wall forming template;

10, steel moulding plate; 11-form stiffeners; 12-template opposite pull rod;

13-a stop; 14-a backing plate; 15-vertical grouting pipe;

16-lower chiseling out the groove; 17-chiseling the groove; 18-longitudinal reinforcement plates;

19-cavity to be filled; 20, buckling parts; 20-1-fasteners;

20-2-fasteners; 21-longitudinally connecting reinforcing steel bars; 22-locking anchor rod;

23-steel arch frame; 23-1 — outer wing panel; 23-2-inner wing panel;

24-reinforcing sleeve lining; 25-encryption network; 30-middle scaffold;

31 — upper scaffolding; 32-inside scaffolding; 33-intermediate scaffolding;

34-outside scaffolding; 35-longitudinal channel; 36-diagonal brace rods;

37-a scissor brace; 38-a bottom support structure; 39-tunnel inverted arch filling layer;

40-track plate.

Detailed Description

As shown in figure 1, the secondary lining 1 of the tunnel of the sleeve lining mould construction is reinforced by a reinforcing sleeve lining 24, the tunnel section 2 to be regulated is a tunnel section passing through a karst stratum, and the excavation section of the tunnel section 2 to be regulated is larger than 100m²See fig. 2 for details;

with reference to fig. 3, the reinforcing sleeve liner 24 is arranged on the inner side of the tunnel secondary lining 1; the tunnel secondary lining 1 is a full-section supporting structure for performing full-section supporting on the tunnel section 2 to be renovated, and the tunnel secondary lining 1 is a reinforced concrete lining; the tunnel secondary lining 1 comprises an arch wall secondary lining for supporting an arch wall of the tunnel section 2 to be renovated and a tunnel inverted arch arranged at the bottom of the tunnel section 2 to be renovated, wherein the tunnel inverted arch is positioned right below the arch wall secondary lining and is connected into a whole; a tunnel primary supporting structure 5 for carrying out primary supporting on the tunnel section 2 to be renovated is arranged on the outer side of the tunnel secondary lining 1, and the tunnel primary supporting structure 5 and the tunnel secondary lining 1 form a tunnel supporting structure of the tunnel section 2 to be renovated; the grouting anchoring structure, the reinforcing sleeve lining 24 and the tunnel supporting structure are all fixedly connected into a whole;

with reference to fig. 5 and 11, the reinforcing sleeve liner 24 includes a concrete sleeve liner 8 formed by pouring concrete, a plurality of profile steel arch frames 23 arranged in the concrete sleeve liner 8 from front to back along the longitudinal extension direction of the tunnel, and an arch-shaped steel bar structure arranged in the concrete sleeve liner 8; the concrete lining 8 and the secondary lining of the arch wall arranged on the outer side of the concrete lining are cast into a whole, and the shape of the cross section of the concrete lining 8 is the same as that of the cross section of the secondary lining of the arch wall; a plurality of steel arch frames 23 and arch-shaped steel bar structures are both poured in the concrete sleeve liner 8;

referring to fig. 4, a plurality of steel arches 23 are uniformly distributed, and each steel arch 23 is uniformly distributed on one tunnel cross section of the tunnel section 2 to be treated; a plurality of steel arches 23 are all supported on the inner wall of the tunnel secondary lining 1, and the structure and the size of the plurality of steel arches 23 are the same; the profile steel arch 23 is an arch support supported in the secondary lining of the arch wall, and the shape of the cross section of the profile steel arch 23 is the same as that of the cross section of the secondary lining of the arch wall; the distance between two front and back adjacent section steel arch frames 23 is d, wherein the value range of d is 0.8-1.2 m;

when the reinforcing sleeve liner 24 is constructed, the method comprises the following steps:

step one, installing a profile steel arch frame: respectively installing a plurality of steel arch frames 23 in the tunnel section 2 to be regulated from back to front along the longitudinal extension direction of the tunnel, and fixedly supporting each steel arch frame 23 on one cross section of the tunnel section 2 to be regulated;

step two, roughening treatment of the inner wall of the tunnel secondary lining: performing chiseling treatment on the inner wall of the tunnel secondary lining 1 of the tunnel section 2 to be renovated from back to front along the longitudinal extension direction of the tunnel;

step three, arch steel bar structure construction: constructing the arch-shaped steel bar structure from back to front along the longitudinal extension direction of the tunnel, and fixedly connecting the constructed arch-shaped steel bar structure with the plurality of profile steel arch frames 23 in the first step;

step four, concrete bushing lining mould building construction: carrying out mould construction on the concrete lining 8 from back to front along the longitudinal extension direction of the tunnel to obtain a constructed and formed concrete lining 8, and pouring a plurality of steel arch frames 23 in the first step and the arch-shaped steel bar structures in the third step into the concrete lining 8;

the concrete lining 8 is divided into a plurality of lining sections from back to front along the longitudinal extension direction of the tunnel, and the cross section structures and the sizes of the plurality of lining sections are the same;

as shown in fig. 19 and 20, each lining segment is divided into 7 lining casting segments along the circumferential direction, and the 7 lining casting segments are all arranged along the longitudinal extension direction of the tunnel; the 7 sleeve lining pouring sections comprise a vault pouring section 8-1, two upper arch waist pouring sections 8-2 which are symmetrically arranged at the left and right sides, two lower arch waist pouring sections 8-3 which are symmetrically arranged at the left and right sides and two side wall pouring sections 8-4 which are symmetrically arranged at the left and right sides, the vault pouring section 8-1, the upper arch waist pouring section 8-2, the lower arch waist pouring section 8-3 and the side wall pouring section 8-4 are arranged from top to bottom, the two upper arch waist pouring sections 8-2 are symmetrically connected below the left and right sides of the vault pouring section 8-1, and each lower arch waist pouring section 8-3 is connected between one vault pouring section 8-1 and one side wall pouring section 8-4; each side wall pouring section 8-4 is positioned inside one side wall of the tunnel section 2 to be renovated, and the vertical height of each side wall pouring section 8-4 is 3 m-3.5 m; the cross sections of the upper arch waist pouring section 8-2, the lower arch waist pouring section 8-3 and the arch crown pouring section 8-1 are all arc-shaped;

when the concrete lining 8 is subjected to the building construction, the building construction is respectively carried out on the plurality of lining sections from back to front along the longitudinal extension direction of the tunnel; the mould construction methods of the plurality of lining sections are the same, and one lining section located on the rearmost side in the plurality of lining sections is a rear end section;

an arched template for performing mould construction on the sleeve lining segment and an assembled scaffold positioned on the inner side of the arched template are arranged in the tunnel secondary lining 1;

with reference to fig. 21, 22, 23 and 24, the arch form is assembled by a arch forming form 9-1 for forming the arch pouring section 8-1, two upper arch forming forms 9-2 symmetrically arranged at left and right sides for forming the upper arch pouring section 8-2, two lower arch forming forms 9-3 symmetrically arranged at left and right sides for forming the lower arch pouring section 8-3, and two side wall forming forms 9-4 symmetrically arranged at left and right sides for forming the side wall pouring section 8-4, wherein the cross sections of the arch forming form 9-1, the upper arch forming form 9-2 and the lower arch forming form 9-3 are all arc-shaped; the cross section shape of the arch crown molding template 9-1 is the same as the cross section shape of the inner wall of the arch crown pouring section 8-1, the cross section shape of the upper arch waist molding template 9-2 is the same as the cross section shape of the inner wall of the upper arch waist pouring section 8-2, the cross section shape of the lower arch waist molding template 9-3 is the same as the cross section shape of the inner wall of the lower arch waist pouring section 8-3, and the cross section shape of the side wall molding template 9-4 is the same as the cross section shape of the inner wall of the side wall pouring section 8-4; the two upper arch forming templates 9-2 are symmetrically arranged below the left side and the right side of the arch crown forming template 9-1, each lower arch forming template 9-3 is positioned between one upper arch forming template 9-2 and one side wall forming template 9-4, the bottom of each side wall forming template 9-4 is supported on a ditch cable groove 7 in the tunnel section 2 to be renovated, and the ditch cable groove 7 is a concrete groove;

the vault forming template 9-1, the upper arch waist forming template 9-2, the lower arch waist forming template 9-3 and the side wall forming template 9-4 are all lining forming templates; the sleeve lining forming template comprises a steel template 10, a plurality of template stiffening ribs 11 arranged on the inner side of the steel template 10 and a plurality of template counter-pull rods 12 for fixing the steel template 10 on the secondary lining of the arch wall, wherein the plurality of template stiffening ribs 11 are arranged in parallel and are arranged from front to back along the longitudinal extension direction of the tunnel, each template stiffening rib 11 is uniformly distributed on the cross section of the tunnel section 2 to be rectified, and the shape of each template stiffening rib 11 is the same as the shape of the cross section of the steel template at the position where the template stiffening rib is arranged; each template counter-pull rod 12 is vertically arranged with the inner side wall of the arch wall secondary lining at the arrangement position, the inner end of each template counter-pull rod 12 is anchored on the arch wall secondary lining, the outer end of each template counter-pull rod 12 extends to the inner side of a steel template 10, and a plurality of through holes for the template counter-pull rods 12 to extend out are formed in the steel template 10;

as shown in fig. 25, the vault pouring structure includes a plurality of vertical grouting pipes 15 arranged from front to back along the longitudinal extension direction of the tunnel, the plurality of vertical grouting pipes 15 are uniformly distributed on the same vertical plane and are all located right below the vault of the tunnel section 2 to be renovated, and the plurality of vertical grouting pipes 15 are uniformly distributed; the upper end of each vertical grouting pipe 15 extends into the upper part of the vault forming template 9-1, the bottom end of each vertical grouting pipe 15 extends into the lower part of the vault forming template 9-1, and the middle part of the vault forming template 9-1 is provided with a plurality of grouting holes for mounting the vertical grouting pipes 15 from front to back;

as shown in fig. 27, the assembled scaffold includes a middle scaffold 30 located in the middle of the inner side of the tunnel secondary lining 1 and used for constructing two upper arch-waist pouring sections 8-2, an upper scaffold 31 arranged on the middle scaffold 30, and two side scaffolds symmetrically arranged at the left and right sides of the middle scaffold 30, wherein the middle scaffold 30 and the upper scaffold 31 form an assembled scaffold for constructing the arch-crown pouring section 8-1;

each of the side scaffolds comprises an outer scaffold 34 for constructing the sidewall casting section 8-4 and a combined scaffold for constructing the lower arch casting section 8-3, the combined scaffold comprises an inner scaffold 32 positioned inside the outer scaffold 34 and an intermediate scaffold 33 connected between the outer scaffold 34 and the inner scaffold 32, and the middle scaffold 30, the upper scaffold 31, the outer scaffold 34, the inner scaffold 32 and the intermediate scaffold 33 are vertically arranged; the upper part of the outer side scaffold 34 is flush with the upper part of the inner wall of the side wall pouring section 8-4, the upper part of the middle scaffold 33 is flush with the upper part of the inner wall of the lower arch waist pouring section 8-3, the upper part of the middle scaffold 30 is flush with the upper part of the middle scaffold 33, the vertical distance between the upper part of the upper scaffold 31 and the middle part of the arch crown pouring section 8-1 is H1, and the value range of H1 is 35 cm-50 cm; the middle scaffold 30 is positioned right below the vault pouring section 8-1;

when the concrete lining 8 is subjected to the building construction, the method comprises the following steps:

step 401, rear end section molding construction, the process is as follows:

step 4011, side wall pouring section mould construction: respectively erecting the two outer scaffold frames 34 in the construction area where the currently constructed sleeve lining segment is located, and simultaneously respectively installing the two side wall forming templates 9-4; symmetrically pouring the left side wall pouring section 8-4 and the right side wall pouring section 8-4 of the currently constructed sleeve lining section from top to bottom by adopting the two side wall forming templates 9-4 and utilizing the two erected outside scaffold 34, which is detailed in figure 28;

step 4012, lower arch waist pouring section mould building construction: after the two side wall pouring sections 8-4 are constructed, an inner side scaffold 32 and a middle scaffold 33 are erected on the inner side of each outer side scaffold 34 in step 4011, and the erected combined scaffold and the erected side scaffolds are obtained; meanwhile, in the step 4011, one lower arch waist forming template 9-3 is arranged above each side wall forming template 9-4; symmetrically pouring the left lower arch waist pouring section 8-3 and the right lower arch waist pouring section 8-3 of the currently constructed sleeve lining section from top to bottom by adopting the two lower arch waist forming templates 9-3 and utilizing the two erected combined scaffolds, and detailed figure 29 is shown in detail;

step 4013, upper arch waist pouring section mould building construction: after the construction of the two lower arch waist pouring sections 8-3 is completed, a middle scaffold 30 is erected between the two side scaffolds in the step 4012, and meanwhile, one upper arch waist forming template 9-2 is installed above each lower arch waist forming template 9-3 in the step 4012; symmetrically pouring two upper arch waist pouring sections 8-2 at the left and right of the currently constructed sleeve lining section from top to bottom by adopting two upper arch waist forming templates 9-2 and utilizing a built middle scaffold 30, which is detailed in a figure 30;

step 4014, vault pouring section mould construction: after the two upper arch waist pouring sections 8-2 are constructed, an upper scaffold 31 is erected on the middle scaffold 30 in the step 4013 to obtain an assembled scaffold for constructing the arch crown pouring section 8-1; meanwhile, in the step 4013, a vault forming template 9-1 is arranged between the two upper vault forming templates 9-2, and a plurality of vertical grouting pipes 15 are arranged on the vault forming template 9-1; then, carrying out concrete pouring on the vault pouring section 8-1 of the currently constructed lining segment by adopting the vault forming template 9-1 and the erected assembled scaffold through a plurality of vertical grouting pipes 15, and completing the formwork pouring construction process of the currently constructed lining segment, which is detailed in a figure 27;

step 4021, side wall pouring section mould building construction: according to the method in the step 4011, performing mould construction on the left side wall pouring section 8-4 and the right side wall pouring section 8-4 of the currently constructed bushing section;

in the step, the adopted side wall forming template 9-4 and the outer scaffold 34 are the side wall forming template 9-4 and the outer scaffold 34 which are adopted during the previous bushing segment mould construction; before the side wall pouring section mould construction is carried out in the step, firstly, a side wall forming template 9-4 adopted in the previous bushing section mould construction is removed, and an outer side scaffold 34 adopted in the previous bushing section mould construction is moved forwards to a construction area where the currently constructed bushing section is located;

step 4022, lower arch waist pouring section mould building construction: according to the method in the step 4012, performing mould construction on the two lower arch waist pouring sections 8-3 of the currently constructed bushing section;

in the step, the adopted lower arched waist forming template 9-3 and the combined scaffold are the lower arched waist forming template 9-3 and the combined scaffold adopted during the previous bushing segment mould construction; before the lower arch waist pouring section mould construction is carried out in the step, a lower arch waist forming template 9-3 adopted during the previous bushing section mould construction is firstly removed, the combined scaffold adopted during the previous bushing section mould construction is moved forwards to the construction area where the currently constructed bushing section is located, and the combined scaffold moved in place is connected with the outer side scaffold 34 moved in place in the step 4022;

step 4023, upper arch waist pouring section mould building construction: according to the method in the step 4013, the two upper arch waist pouring sections 8-2 of the currently constructed bushing segment are subjected to mold construction;

in the step, the adopted upper arched waist forming template 9-2 and the middle scaffold 30 are both the upper arched waist forming template 9-2 and the middle scaffold 30 adopted during the previous bushing segment mould construction; before the upper arch waist pouring section mould construction is carried out in the step, an upper arch waist forming template 9-2 adopted during the previous bushing section mould construction is firstly removed, a middle scaffold 30 adopted during the previous bushing section mould construction is moved forwards to a construction area where the current bushing section is constructed, and the middle scaffold 30 which is moved in place is connected with the combined scaffold which is moved in place in the step 4023;

step 4024, vault pouring section mould construction: according to the method in the step 4014, performing mould construction on two vault pouring sections 8-1 of the currently constructed bushing section;

in the step, the upper scaffold 31, the top forming template 9-1 and the vertical grouting pipe 15 which are adopted are the upper scaffold 31, the vault forming template 9-1 and the vertical grouting pipe 15 which are adopted when the upper bushing section is constructed; before the arch crown pouring section mould building construction is carried out in the step, firstly, removing the arch crown forming template 9-1 and the vertical grouting pipe 15 which are adopted during the previous bushing section mould building construction, moving an upper scaffold 31 which is adopted during the previous bushing section mould building construction forward to a construction area where the currently constructed bushing section is located, and installing the upper scaffold 31 which is moved in place on the middle scaffold 30 which is moved in place in the step 4024;

step 403, repeating step 402 one or more times until the molding construction process of all the lining segments in the concrete lining 8 is completed.

In this embodiment, when the two side wall forming templates 9-4 are respectively installed in step 4011, the two side wall forming templates 9-4 are both fixed on the tunnel secondary lining 1 through the template tie rods 12;

when the lower arch molding template 9-3 is installed in the step 4012, fixing the lower arch molding template 9-3 on the tunnel secondary lining 1 through a plurality of template opposite pull rods 12;

when the upper arch molding template 9-2 is installed in the step 4013, the upper arch molding template 9-2 is fixed on the tunnel secondary lining 1 through a plurality of template opposite pull rods 12;

when the vault forming template 9-1 is installed in the step 4014, the vault forming template 9-1 is fixed on the tunnel secondary lining 1 through a plurality of template opposite pull rods 12. Therefore, the practical installation is very simple and convenient, and the later-period disassembly is convenient.

The length of the tunnel section 2 to be renovated is not more than 15 m. Each of the bushing segments has a length of 1.5m to 4 m. In this embodiment, the lengths of the plurality of lining segments are the same, and each of the lining segments has a length of 1.6m, so that the length of the assembled scaffold is 1.8m, and the length of the arched form is not less than 1.6 m. During actual construction, the lengths of the lining sections and the lengths of the assembled scaffold and the arched formwork can be adjusted correspondingly according to specific requirements.

The lengths of the arch crown forming formwork 9-1, the upper arch waist forming formwork 9-2, the lower arch waist forming formwork 9-3 and the side wall forming formwork 9-4 are the same and the lengths of the arch crown forming formwork and the side wall forming formwork are the same, and the lengths of the upper scaffold 31, the middle scaffold 30, the outer scaffold 34 and the combined scaffold are the same and the lengths of the combined scaffold are the same as the lengths of the assembled scaffold.

In this embodiment, before the installation of the profile steel arch in the step one, four-power temporary relocation is performed, which is coordinated by branch management units such as engineering, power supply, and electricity, and the communication cable needs to be temporarily grooved, relocated and changed to complete the four-power temporary relocation, and recovered after the construction.

In order to further enhance the secondary tunnel renovation effect, before the installation of the profile steel arch frame in the step one, a layer of dense net 25 is hung on the inner wall of the secondary lining of the arch wall of the tunnel section 2 to be renovated; the encryption net 25 is a galvanized metal net and is fixedly connected with a plurality of steel arches 23, and the encryption net 25 is padded between the inner wall of the secondary lining of the arch wall and the plurality of steel arches 23. In this embodiment, the mesh of the encryption net 25 is square and the size thereof is 4cm × 4cm, and the encryption net 25 is woven by a plurality of galvanized metal wires. And the encryption net 25 is arranged in the range of 90 degrees of the arch part of the tunnel section 2 to be regulated.

In the embodiment, in the first step, in the process of respectively installing a plurality of steel arch frames 23 from back to front, grouting and anchoring the arch wall of the tunnel section 2 to be renovated, and obtaining a grouting and anchoring structure;

with reference to fig. 2, the grouting anchoring structure includes a plurality of locking anchor groups for supporting arch feet on the left and right sides of the tunnel segment 2 to be renovated and a plurality of system anchor groups for supporting arch parts of the tunnel segment 2 to be renovated, the plurality of locking anchor groups are arranged from front to back along the longitudinal extension direction of the tunnel, the plurality of locking anchor groups have the same structure and are uniformly arranged, and each locking anchor group is located on one tunnel cross section of the tunnel segment 2 to be renovated; the system anchor rod groups are uniformly distributed from front to back along the longitudinal extension direction of the tunnel, and each system anchor rod group is positioned on one tunnel cross section of the tunnel section 2 to be renovated;

the distance between two adjacent front and back foot-locking anchor rod groups is d, and each foot-locking anchor rod group and one structural steel arch 23 are distributed on the same tunnel cross section; each foot-locking anchor rod group comprises a left foot-locking anchor rod 22 and a right foot-locking anchor rod 22 which are symmetrically arranged; one group of the foot-locking anchor rods 22 is arranged on the outer side of the left arch springing of the section steel arch center 23, and the other group of the foot-locking anchor rods 22 is arranged on the outer side of the right arch springing of the section steel arch center 23;

each group of the foot-locking anchor rods 22 comprises a plurality of foot-locking anchor rods 22 which are arranged on the same plane side by side, and a plurality of the foot-locking anchor rods 22 in each group of the foot-locking anchor rods 22 are arranged in parallel and arranged from front to back along the extending direction of the tunnel; each foot-locking anchor rod 22 is gradually inclined downwards from inside to outside, the included angle between the foot-locking anchor rod 22 and the horizontal plane is 15-25 degrees, and the inner end of each foot-locking anchor rod 22 is fixed on a section steel arch 23 positioned on the inner side of the foot-locking anchor rod;

the distance between two adjacent system anchor rod groups is 2d, and each system anchor rod group and one section steel arch 23 are distributed on the cross section of the same tunnel; each system anchor rod group comprises a plurality of system anchor rods 9 uniformly distributed on the cross section of the same tunnel along the circumferential direction, and each system anchor rod 9 is vertically distributed with the inner wall of the tunnel secondary lining 1 at the position of the system anchor rod 9; the inner end of each system anchor rod 9 is fixed on a section steel arch 23 positioned on the inner side of the system anchor rod; the system anchor rods 9 of the two adjacent system anchor rod groups at the front and the back are arranged in a staggered manner;

the foot-locking anchor rod 22 and the system anchor rod 9 are both straight anchor rods which enter surrounding rocks on the outer side of the tunnel section 2 to be renovated after passing through the tunnel supporting structure, and the foot-locking anchor rod 22 and the system anchor rod 9 are both self-advancing anchor rods and are both grouting anchor rods; it all is provided with the lock foot stock mounting hole of a plurality of confession lock foot stock 22 installations to encircle wall secondary lining's left and right sides bottom, it is provided with the system's stock mounting hole of a plurality of confession system's stock 9 installations to encircle wall secondary lining's hunch portion, lock foot stock mounting hole with system's stock mounting hole is the straight drilling from inside to outside drilling to need to remedy in the 2 outside country rocks of tunnel section from tunnel secondary lining 1 is inside.

In the first step, in the process of respectively installing a plurality of section steel arch frames 23 from back to front, respectively constructing a plurality of foot-locking anchor rod groups in the grouting anchoring structure from back to front, and uniformly distributing each foot-locking anchor rod group outside one installed section steel arch frame 23; the construction methods of the plurality of foot-locking anchor rod groups are the same;

when any one of the foot-locking anchor rod groups is constructed, the left and right foot-locking anchor rods 22 in the foot-locking anchor rod group are symmetrically constructed;

in the step, in the process of respectively constructing the plurality of leg locking anchor rod groups in the grouting anchoring structure from back to front, respectively constructing the plurality of system anchor rod groups in the grouting anchoring structure from back to front, and uniformly distributing each system anchor rod group outside one installed profile steel arch 23; the construction methods of the system anchor rod groups are the same;

when any system anchor rod group is constructed, a plurality of system anchor rods 9 in the system anchor rod group are constructed in a bilateral symmetry mode;

and obtaining the grouting anchoring structure after the plurality of foot-locking anchor rod groups and the plurality of system anchor rod groups in the grouting anchoring structure are constructed.

Wherein, the arch springing of the tunnel section 2 to be rectified refers to the arch raising line of the tunnel section 2 to be rectified. The profile steel arch 23 is a profile steel arch or a grating arch.

The excavation section of the tunnel section 2 to be renovated is more than 100m². And the tunnel section 2 which needs to be renovated is a tunnel section which has diseases on the tunnel secondary lining 1 and needs to be renovated. In this embodiment, the excavation width of the tunnel section 2 to be renovated is 15m to 16m, and the excavation height of the tunnel section 2 to be renovated is 12.5m to 13.5 m.

The thickness of the reinforcing sleeve liner 24 is 30 cm-40 cm. In this embodiment, the thickness of the reinforcing sleeve liner 24 is 35 cm. During actual construction, the thickness of the reinforcing sleeve liner 24 can be adjusted according to specific requirements.

As shown in fig. 2, the region where the system anchor rods 9 are arranged in the secondary lining arch of the arch wall is a system anchor rod arrangement region, the central angle of the system anchor rod arrangement region is a, and the value range of a is 135-145 °. In the present embodiment, a is 140 °. During actual construction, the value of A can be correspondingly adjusted according to specific requirements.

In order to further ensure the anchoring effect, the length of the foot-locking anchor rod 22 and the system anchor rod 9 entering the surrounding rock outside the tunnel section 2 to be renovated is not less than 4 m.

In this embodiment, the locking anchor 22 and the system anchor 9 are connected with the steel arch 23 by welding.

As shown in fig. 9, the bottom of the left side and the bottom of the secondary lining of the arch wall are both provided with supporting grooves 6 for supporting the arch feet of the steel arch 23, and the supporting grooves 6 are mounting grooves formed by chiseling concrete at the bottom of the secondary lining of the arch wall; the bottom surface of the supporting groove 6 is a horizontal plane, and the bottom surface of the supporting groove 6 is positioned below the upper surface of a ditch cable groove 7 in the tunnel section 2 to be renovated;

the foot locking anchor rod mounting hole is a straight drilling hole which is drilled into surrounding rocks on the outer side of the tunnel section 2 to be renovated from inside to outside in the supporting groove 6.

And the vertical distance between the bottom surface of the support groove 6 and the upper surface of the cable groove 7 of the ditch is not less than 5 cm. In this embodiment, the vertical distance between the bottom surface of the support groove 6 and the upper surface of the cable groove 7 of the ditch is 5 cm. During actual construction, the vertical distance between the bottom surface of the support groove 6 and the upper surface of the cable groove 7 of the ditch can be correspondingly adjusted according to specific requirements.

All the foot-locking anchor rods 22 in the plurality of foot-locking anchor rod groups have the same structure and size, and all the foot-locking anchor rods 22 in the plurality of system anchor rod groups have the same structure and size; the diameters of the foot-locking anchor rod 22 and the system anchor rod 9 are phi 25 mm-phi 36 mm. The annular distance between two adjacent system anchor rods 9 in each system anchor rod group is 1.2-1.8 m.

In this embodiment, the diameters of the foot-locking anchor rod 22 and the system anchor rod 9 are both phi 32mm, and the circumferential distance between two adjacent system anchor rods 9 in each system anchor rod group is 1.5 m. During actual construction, the diameters of the foot-locking anchor rods 22 and the system anchor rods 9 and the circumferential distance between two adjacent system anchor rods 9 in each system anchor rod group can be respectively and correspondingly adjusted according to specific requirements.

In this embodiment, d is 1 m.

Correspondingly, the distance between two front and rear adjacent shaped steel arches 23 is 1m, the distance between two front and rear adjacent locking anchor groups is 1m, and the distance between two front and rear adjacent system anchor groups is 2 m.

When actually constructing the lock pin anchor rod 22 and the system anchor rod 9, the air gun is adopted to drill holes, and the air gun is used to drill the anchor rod after the holes are formed, so that the anchor rod installation is completed. For simple connection, the foot-locking anchor rods 22, the system anchor rods 9 and the steel arch 23 are welded and fixed through connecting steel bars. The grout injected by the locking anchor rod 22 and the system anchor rod 9 is cement grout, and common cement grout is adopted. In this embodiment, the cement slurry is pure cement slurry.

In this embodiment, when any one of the lock leg anchor groups is constructed, when any one of the lock leg anchors 22 in each of the lock leg anchor groups is constructed, the method includes the following steps:

step A1, drilling: drilling a foot locking anchor rod mounting hole of the currently constructed foot locking anchor rod 22 by using drilling equipment to obtain the foot locking anchor rod mounting hole formed by construction;

step A2, anchor rod installation: loading the currently constructed foot-locking anchor rod 22 into the foot-locking anchor rod mounting hole in the step A1 from inside to outside, and fixing the outer end of the foot-locking anchor rod 22 which is mounted in place on one steel arch 23;

step A3, grouting: injecting cement slurry into the outer side surrounding rock of the tunnel section 2 to be renovated through the foot-locking anchor rods 22 in the step A2, and grouting and reinforcing the outer side surrounding rock of the tunnel section 2 to be renovated at the positions where the foot-locking anchor rods 22 are located;

step A4, orifice plugging: after the grouting in the step A3 is finished, plugging the orifice of the installation hole of the foot-locking anchor rod, and finishing the construction process of the currently constructed foot-locking anchor rod 22;

in the second step, when any one of the system anchor rod groups is constructed, when any one of the system anchor rods 9 in each system anchor rod group is constructed, the method includes the following steps:

step B1, drilling: drilling a system anchor rod mounting hole of the anchor rod 9 of the currently constructed system by adopting drilling equipment to obtain the system anchor rod mounting hole formed by construction;

step B2, anchor rod installation: installing the anchor rod 9 of the currently constructed system into the system anchor rod installation hole in the step B1 from inside to outside, and fixing the outer end of the system anchor rod 9 which is installed in place on one steel arch 23;

step B3, orifice plugging: after the system anchor rod 9 is installed in the step B2, plugging the orifice of the system anchor rod installation hole where the system anchor rod 9 is located to obtain an orifice plugging structure; meanwhile, an exhaust pipe is arranged in the orifice blocking structure, the outer end of the exhaust pipe extends into the system anchor rod mounting hole, and the inner end of the exhaust pipe extends out of the orifice blocking structure;

step B4, grouting: and B3, injecting cement slurry into the outer side surrounding rock of the tunnel section 2 to be renovated through the system anchor rod 9 in the step B3, and performing grouting reinforcement on the outer side surrounding rock of the tunnel section 2 to be renovated at the position of the system anchor rod 9.

According to the above, in order to further ensure the anchoring effect, the system anchor rod 9 is a grouting anchor rod which is subjected to hole sealing and then grouting, an orifice of each system anchor rod mounting hole is provided with an orifice blocking structure, and an exhaust pipe is installed in the orifice of each system anchor rod mounting hole. And B3, plugging the orifice of the system anchor rod mounting hole by using an anchoring agent, wherein the hole sealing length of the system anchor rod mounting hole is more than 30cm, and the exhaust pipe is exposed by 1.5-2 m (the slurry is conveniently received by a barrel when the slurry is returned). And B4, when grouting is carried out through the system anchor rod 9, after the exhaust pipe at the orifice of the system anchor rod mounting hole returns to the slurry, quickly binding the exhaust pipe, and supplementing the slurry for 5 minutes or finishing the slurry injection when the slurry injection pressure of the system anchor rod 9 reaches 0.8 MPa. After the grouting is finished, the exposed overlong part of the anchor rod 9 of the system is cut off. Because the 2 hunches of tunnel section need to be rectified for the serious disease region to system's stock 9 is all from bottom to top carries out the slip casting, therefore for guaranteeing the slip casting anchor effect, system's stock 9 all adopts the slip casting mode of hole sealing earlier afterwards slip casting, can effectively guarantee the closely knit degree of slip casting of each system's stock 9, guarantees anchor quality and anchoring strength.

The foot-locking anchor rod 22 is a grouting anchor rod which performs grouting first and then hole sealing. When the orifice of the locking pin anchor rod mounting hole is plugged in the step A4, an anchoring agent is used for plugging; and when grouting is carried out in the step A3, when grouting return occurs in the orifice of the locking pin anchor rod mounting hole or the grouting pressure of the locking pin anchor rod 22 reaches 1MPa, the grouting is finished, and the actual operation is very simple and convenient.

In this embodiment, the inner ends of the foot-locking anchor rod 22 and the system anchor rod 9 are both provided with a fixed anchorage device, and the fixed anchorage device is poured in the concrete lining 8.

In order to further ensure good connection between the new concrete structure and the old concrete structure (namely the tunnel secondary lining 1 and the concrete sleeve lining 8), when the inner wall of the tunnel secondary lining 1 of the tunnel section 2 to be renovated is roughened in the step two, the inner surface of the tunnel secondary lining 1 needs to be roughened, after roughening, the roughened area is cleaned by a steel wire brush, and then cleaned by high-pressure water. In this embodiment, after the roughening, the difference between the concave and convex of the inner surface of the secondary tunnel lining 1 is not less than 4 mm.

Referring to fig. 8, each steel arch 23 is formed by bending a beam of i-steel, the web of the i-steel is vertically arranged, one wing plate of the i-steel is an outer wing plate 23-1 supported on the inner wall of the secondary lining of the arch wall, and the other wing plate of the i-steel is an inner wing plate 23-2 located inside the outer wing plate 23-1; each steel arch 23 is fixedly arranged on the inner wall of the secondary lining of the arch wall through an arch fixing structure; each arch fixing structure comprises a plurality of arch fixing pieces, the structure and the size of the plurality of arch fixing pieces are the same, the plurality of arch fixing pieces are uniformly distributed on the same tunnel cross section of the tunnel section 2 to be rectified, the plurality of arch fixing pieces are distributed along the outer contour line of the profile steel arch 23, and the plurality of arch fixing pieces form a wing plate fixing structure for fixing the outer wing plate 23-1;

referring to fig. 6 and 7, each arch fixing element includes two fastening elements 20 symmetrically arranged in front and at back, and the two fastening elements 20 are fastened to the front and back sides of the outer wing plate 23-1 respectively; each fastening piece 20 comprises a fastening piece 20-1 fastened on an outer wing plate 23-1 and a fastening piece 20-2 for fixing the fastening piece 20-1 on the tunnel supporting structure, wherein the fastening piece 20-1 is formed by bending a straight steel plate and is divided into a fastening plate fastened on the outer wing plate 23-1 and a fixing plate arranged on the inner wall of the secondary lining of the arch wall, the fixing plate is positioned on the outer side of the fastening plate, and the fastening piece 20-2 is installed on the fixing plate; each fastener 20-2 is vertically arranged with the inner wall of the secondary lining of the arch wall at the position where the fastener is positioned, and each fastener 20-2 extends out to the outer side of the tunnel supporting structure from inside to outside; the fastening piece 20-2 is a chemical anchor bolt, and the fixing plate is provided with a mounting hole for mounting the chemical anchor bolt.

As shown in fig. 12, 13 and 14, the arch-shaped reinforcing steel bar structure comprises a plurality of circumferential reinforcing steel bar groups which are arranged in the tunnel section 2 to be renovated from front to back along the longitudinal extension direction of the tunnel and a plurality of longitudinal reinforcing steel bars 3-1 which are all horizontally arranged, wherein the lengths of the plurality of longitudinal reinforcing steel bars 3-1 are the same, and the front ends of the longitudinal reinforcing steel bars are uniformly arranged on the same tunnel cross section of the tunnel section 2 to be renovated; the structure and the size of the plurality of annular steel bar groups are the same, each annular steel bar group is uniformly distributed on the cross section of one tunnel of the tunnel section 2 to be renovated, the plurality of annular steel bar groups are fastened and connected into a whole through a plurality of longitudinal steel bars 3-1, and each longitudinal steel bar 3-1 is positioned at the inner side of the plurality of annular steel bar groups;

each structural steel arch 23 is uniformly distributed between two adjacent circumferential steel bar groups in the front and the back, and a plurality of circumferential steel bar groups are uniformly distributed between two adjacent structural steel arches 23 in the front and the back; each structural steel arch 23 is positioned outside the longitudinal steel bars 3-1, and an inner side wing plate 23-2 of each structural steel arch 23 is welded and fixed with the longitudinal steel bars 3-1;

each annular steel bar group comprises a plurality of anchoring stirrups 3-4, an outer annular steel bar 3-2 arranged on the inner wall of the tunnel secondary lining 1, and an inner annular steel bar 3-3 arranged on the inner side of the outer annular steel bar 3-2; the outer circumferential steel bars 3-2 and the inner circumferential steel bars 3-3 in each circumferential steel bar group are arranged on the same cross section of the tunnel section 2 to be renovated, and are both arch-shaped steel bars arranged on the inner side of the secondary lining of the arch wall, and the shapes of the outer circumferential steel bars 3-2 and the inner circumferential steel bars 3-3 are the same as the shape of the cross section of the secondary lining of the arch wall; a plurality of anchoring stirrups 3-4 in each circumferential reinforcing steel bar group are uniformly distributed on the same cross section of the tunnel section 2 to be rectified, the plurality of anchoring stirrups 3-4 are distributed along the inner contour line of the secondary lining of the arch wall, and each anchoring stirrup 3-4 is vertically distributed with the inner wall of the secondary lining of the arch wall at the distributed position; a plurality of anchoring stirrups 3-4 in each circumferential steel bar group are fixedly connected into a whole through outer circumferential steel bars 3-2 and inner circumferential steel bars 3-3;

as shown in fig. 15, each of the anchoring stirrups 3 to 4 is divided into an outer anchoring section anchored in the secondary lining of the arch wall and an inner connecting section located inside the outer anchoring section, and the outer end of the outer anchoring section is an anchoring head 3 to 42 formed by bending; the inner end of the internal connecting section is provided with a hook 3-41 formed after bending, the hook 3-41 is hung on the inner side annular steel bar 3-3 and fixedly connected with the inner side annular steel bar 3-3 through spot welding; the outer end of the inner connecting section is connected with an outer circumferential steel bar 3-2;

the plurality of longitudinal steel bars 3-1 are distributed along the inner contour line of the secondary lining of the arch wall, and each longitudinal steel bar 3-1 is connected with the plurality of outer circumferential steel bars 3-2 in the arch steel bar structure;

the internal connecting section, the longitudinal steel bar 3-1, the outer circumferential steel bar 3-2 and the inner circumferential steel bar 3-3 in the arch-shaped steel bar structure are all poured in the concrete lining 8.

In this embodiment, the left and right arch feet of the arch-shaped steel bar structure are supported on the bottom surface of one of the supporting grooves 6.

As shown in fig. 6 and 7, each of the fastening members 20 includes one fastening member 20-2, and the fastening member 20-2 is fixed to the middle of the fixing plate. The practical processing is simple and convenient, and the fixation is firm.

In this embodiment, a plurality of arch fixing members in the arch fixing structure are uniformly arranged.

The circumferential distance between two adjacent arch fixing pieces in the arch fixing structure is 0.8-1.2 m. In this embodiment, the circumferential distance between two adjacent arch fixing pieces in the arch fixing structure is 1 m. During actual installation, the circumferential distance between two adjacent arch fixing parts in the arch fixing structure can be correspondingly adjusted according to specific requirements.

As shown in fig. 7, in the present embodiment, the flat steel plate is a rectangular steel plate.

In order to be firmly fixed, the length of the buckling plate in the front-back direction is 13-15 cm, and the width of the buckling plate is 10-15 cm. Wherein the front-back length of the fixing plate is 9-11 cm.

In the present embodiment, the length of the clip plate in the forward and backward direction is denoted by L and L is 14cm, the length of the fixing plate in the forward and backward direction is denoted by L1 and L1 is 10cm, and the width of the clip plate is denoted by D and D is 12 cm. During actual processing, the values of L, L1 and D can be adjusted correspondingly according to specific needs.

As shown in fig. 4, all the arch fixing members on the plurality of steel arches 23 are arranged in a plurality of rows, and each row of the arch fixing members comprises a plurality of arch fixing members arranged from front to back along the longitudinal extension direction of the tunnel.

During actual construction, the distance between two front and rear adjacent shaped steel arches 23 is 0.8-1.2 m. In this embodiment, the distance between two adjacent front and rear steel arches 23 is 1 m.

In order to improve the integrity and the supporting effect of the constructed forming sleeve liner, as shown in fig. 10, outer side wing plates 23-1 of two front and rear adjacent steel arch frames 23 are connected through a plurality of longitudinal connecting steel bars 21, the plurality of longitudinal connecting steel bars 21 are horizontally arranged and are uniformly distributed on the same tunnel cross section of a tunnel section 2 to be treated, and the plurality of longitudinal connecting steel bars 21 are arranged along the outer contour line of the steel arch frame 23; the front end and the rear end of each longitudinal connecting steel bar 21 are welded and fixed on the inner wall of one outer side wing plate 23-1. When actually fixing, each longitudinal connecting steel bar 21 is located between two adjacent arch fixing pieces in the arch fixing structure.

In order to facilitate the processing and manufacturing, in this embodiment, each of the profile steel arches 23 is formed by splicing a plurality of i-shaped steel segments arranged on the same vertical surface.

During actual construction, the left and right arch springings of the arch-shaped steel bar structure are supported on the bottom surface of one support groove 6, specifically, the left and right arch springings of the outer circumferential steel bar 3-2 and the inner circumferential steel bar 3-3 are supported on the bottom surface of one support groove 6.

As shown in fig. 3, 16, 17 and 18, the reinforcing sleeve liner 24 further includes two bottom-connected steel bar groups, each of which is uniformly distributed at the bottom of one of the supporting grooves 6;

each bottom stubble connecting reinforcing steel bar group comprises a plurality of groups of stubble connecting reinforcing steel bars 3-5 which are arranged from front to back along the longitudinal extension direction of the tunnel, each group of stubble connecting reinforcing steel bars 3-5 comprises a left stubble connecting reinforcing steel bar 3-5 and a right stubble connecting reinforcing steel bar 3-5 which are arranged on the cross section of the same tunnel, and the two stubble connecting reinforcing steel bars 3-5 are arranged in the vertical direction; each of the stubble reinforcing steel bars 3-5 is divided into a lower anchoring section and an upper exposed section above the lower anchoring section by taking the bottom surface of the supporting groove 6 as a boundary, and the lower anchoring section is anchored in the tunnel secondary lining 1; the lower parts of two upper exposed sections in each group of the stubble reinforcing steel bars 3-5 are connected through a horizontal connecting bar 3-6; all the stubble reinforcing steel bars 3-5 in each bottom stubble reinforcing steel bar group are distributed in left and right two rows, and each row of the stubble reinforcing steel bars 3-5 comprises a plurality of stubble reinforcing steel bars 3-5 which are distributed from front to back along the longitudinal extension direction of the tunnel;

the upper exposed section and the horizontal connecting ribs 3-6 in the bottom connecting reinforcement group are both poured in a concrete sleeve liner 8.

The anchoring heads 3-42 of the anchoring stirrups 3-4 can effectively increase the anchoring strength of the anchoring stirrups 3-4, and the hooks 3-41 can be simply, quickly and firmly hung on the inner circumferential steel bars 3-3, so that the installation process of the inner circumferential steel bars 3-3 can be simply and conveniently completed.

During actual installation, a plurality of longitudinal steel bars 3-1 are distributed on the same arch surface. And the longitudinal steel bar 3-1 and the outer circumferential steel bar 3-2 are connected through a steel bar insulation clamp. In this embodiment, the steel bar insulation card is a cross insulation card.

In this embodiment, the two bottom connecting reinforcing steel bar groups are symmetrically arranged.

During actual construction, a plurality of longitudinal steel bars 3-1 are uniformly distributed, and the circumferential distance between every two adjacent longitudinal steel bars 3-1 is 1.8-2.2 m. The plurality of anchoring stirrups 3-4 in each circumferential reinforcing steel bar group are uniformly distributed, and the circumferential distance between every two adjacent anchoring stirrups 3-4 in each circumferential reinforcing steel bar group is 20-30 cm.

In this embodiment, the circumferential distance between two adjacent longitudinal steel bars 3-1 is 2 m. The circumferential distance between 3-4 adjacent two anchoring stirrups in each circumferential reinforcement group is 25 cm.

During actual construction, the circumferential distance between two adjacent longitudinal steel bars 3-1 and the circumferential distance between two adjacent anchoring stirrups 3-4 in each circumferential steel bar group can be correspondingly adjusted according to specific requirements.

In order to improve the anchoring strength, the thickness of the secondary lining of the arch wall is 40 cm-50 cm, and the length of the anchoring section at the outer side is 18 cm-22 cm. In this embodiment, the thickness of the secondary lining of the arch wall is 45cm, and the length of the outer anchoring section is 20 cm. During actual construction, the length of the outer side anchoring section can be correspondingly adjusted according to specific requirements.

In order to facilitate construction and improve a good stubble jointing effect, a plurality of groups of the stubble jointing reinforcing steel bars 3-5 in each bottom stubble jointing reinforcing steel bar group are uniformly distributed, and the distance between every two adjacent groups of the stubble jointing reinforcing steel bars 3-5 in each bottom stubble jointing reinforcing steel bar group is 18 cm-22 cm.

In this embodiment, the distance between two stubble reinforcing bars 3-5 in each group of stubble reinforcing bars 3-5 is the same as the distance between the longitudinal reinforcing bar 3-1 and the outer circumferential reinforcing bar 3-2. And each group of the connecting reinforcing steel bars 3-5 is positioned between the two adjacent circumferential reinforcing steel bar groups in the front and the back.

The lengths of the lower anchoring section and the upper exposed section are both 25 cm-35 cm. In this embodiment, the length of the lower anchoring section and the length of the upper exposed section are both 30 cm. During actual construction, the lengths of the lower anchoring section and the upper exposed section can be respectively and correspondingly adjusted according to specific requirements.

In this embodiment, the thickness of the steel bar protection layer of the concrete lining 8 is not less than 5 cm. The concrete lining 8 is of a cast-in-place concrete structure and the cross section of the concrete lining is arched.

In this embodiment, the longitudinal steel bars 3-1, the outer circumferential steel bars 3-2, and the inner circumferential steel bars 3-3 are all through-length steel bars.

In this embodiment, the distance between two adjacent circumferential reinforcement groups in the front and back of the arch-shaped reinforcement structure is 15cm to 20 cm.

During actual construction, the distance between the front and back adjacent two annular steel bar groups in the arch-shaped steel bar structure can be correspondingly adjusted according to specific requirements.

In this embodiment, the arch template still includes two front and back end templates, two the end template is the plank sheathing and the two is laid respectively the front and back both sides of arch template, every the end template is the arch. Each end formwork is located on a tunnel cross section of the tunnel section 2 to be renovated.

In this embodiment, when the rear end section molding construction is performed in step 401, the end formworks are erected on both the front and rear sides of the arch formwork.

In step 402, the end form is erected on the front side of the arch form only when the previous lining segment is constructed.

In order to ensure the supporting effect of the side wall forming template 9-4, a cover plate is arranged on the notch of the ditch cable trough 7.

During actual construction, the central angle of the upper arch waist pouring section 8-2 and the lower arch waist pouring section 8-3 is 25-35 degrees, and the central angle of the arch crown pouring section 8-1 is 30-45 degrees. In this embodiment, the vertical height of the side wall pouring section 8-4 is 3.3m, the vertical height of the lower arch waist pouring section 8-3 is 2.95m, and the vertical height of the upper arch waist pouring section 8-2 is 1.85 m. During actual construction, the vertical height of the side wall pouring section 8-4, the arc length and the vertical height of the upper arch waist pouring section 8-2, the lower arch waist pouring section 8-3 and the arch crown pouring section 8-1 can be respectively adjusted correspondingly according to specific requirements.

In this embodiment, the steel form 10 and the form stiffener 11 outside the steel form are all fixedly connected by welding.

For further right the cover lining shaping template consolidates, cover lining shaping template still includes the vertical gusset plate 18 that multichannel laid from top to bottom, multichannel vertical gusset plate 18 all is the level and lays and all it lays along the tunnel longitudinal direction of extension, every channel vertical gusset plate 18 all is perpendicular the laying rather than the lateral wall that lays position department steel form 10 and lays. Each of the template stiffeners 11 outside the lining forming template is divided into a plurality of stiffener segments by a plurality of longitudinal reinforcing plates 18. In this embodiment, the longitudinal reinforcing plate 18 and the steel form 10 are fixedly connected by welding. The longitudinal reinforcing plate 18 is an elongated steel plate.

And the tunnel section 2 needing to be renovated is a tunnel section which has diseases on the tunnel secondary lining 1 and needs to be renovated. In this embodiment, the excavation width of the tunnel section 2 to be renovated is 15m to 16m, and the excavation height of the tunnel section 2 to be renovated is 12.5m to 13.5 m.

For simple and convenient processing and convenient fixing, the template counter-pull rod 12 is a screw rod.

In this embodiment, the opposite pull rod 12 of the form is a twisted steel and has a diameter of phi 14 mm. When the template counter-pull rod 12 is installed, firstly, a hole is drilled in the secondary lining of the arch wall, and the template counter-pull rod 12 is anchored in the drilled hole in the secondary lining of the arch wall through an anchoring agent; the anchoring depth of the formwork to the pull rod 12 is not less than 20 cm. Before the concrete lining 8 is concreted, the drawing force of each template on the pull rod 12 is ensured to be not less than 20 kN.

In order to fix the sleeve lining forming template simply, conveniently and firmly, all template counter-pull rods 12 on each sleeve lining forming template are distributed in a plurality of rows from front to back, and each row of template counter-pull rods 12 and one template stiffening rib 11 are distributed on the same tunnel cross section of the tunnel section 2 to be renovated; each row of template counter-pull rods 12 comprises a plurality of template counter-pull rods 12 distributed on the cross section of the same tunnel from top to bottom, and the outer end of each template counter-pull rod 12 extends out after passing through a steel template 10 and a template stiffening rib 11; each template stiffening rib 11 is provided with a plurality of through holes for extending the template counter-pull rods 12.

And each limiting piece 13 is installed at the outer end of each template counter-pull rod 12, the limiting pieces 13 are located at the inner sides of the template stiffening ribs 11, and a backing plate 14 is padded between the limiting pieces 13 and the template stiffening ribs 11.

In this embodiment, the backing plate 14 is a cubic pad. And, the backing plate 14 is a wood block.

In this embodiment, the template stiffening rib 11 is a channel steel, and the channel steel can effectively reinforce the steel template 10.

The notch of the template stiffening rib 11 faces inwards, and a plurality of through holes for extending the template counter-pull rod 12 are formed in the web plate of the template stiffening rib 11. During actual construction, the tie plate 14 is disposed in the notch of the formwork stiffener 11.

In this embodiment, the plurality of vertical grouting pipes 15 have the same structure and size. The distance between two adjacent front and back vertical grouting pipes 15 is 1 m. During actual construction, the distance between the front vertical grouting pipe 15 and the rear vertical grouting pipe 15 can be correspondingly adjusted according to specific requirements.

As shown in fig. 25, in the present embodiment, the vertical grouting pipe 15 has a circular cross section and a diameter gradually decreasing from top to bottom. And, vertical slip casting pipe 15 is the PVC pipe, and the actual construction is very simple and convenient to the slip casting is convenient, excellent in use effect.

In this embodiment, there are defects such as dropping of lining face, upper portion void of two-lining concrete, steel frame distortion and deformation due to concrete extrusion in tunnel secondary lining 1 of tunnel segment 2 that need to be remedied, the upper end of vertical grouting pipe 15 is flush with the vault of concrete lining 8, can effectively ensure concrete pouring compactness of concrete lining 8, and can effectively ensure concrete pouring quality of concrete lining 8, can pour cavity 19 to be filled formed between the vault of tunnel secondary lining 1 and the vault of concrete lining 8 after the upper portion void of two-lining concrete, and can ensure compactness of concrete poured in cavity 19 to be filled.

As shown in fig. 26, in order to further increase the connection strength and connection quality between the concrete lining 8 and the secondary lining of the arch wall, a lower chiseling groove 16 is formed on the outer side above each upper arch waist pouring section 8-2, the lower chiseling groove 16 is a horizontal groove formed by chiseling the concrete of the secondary lining of the arch wall, the lower chiseling grooves 16 are arranged along the longitudinal extension direction of the tunnel, the upper surface of each lower chiseling groove is a horizontal plane, and the two lower chiseling grooves 16 are symmetrically arranged;

an upper chiseling groove 17 is formed above the left side and the right side of the arch crown pouring section 8-1, the upper chiseling groove 17 is a horizontal groove formed after chiseling concrete in the secondary lining of the arch wall, the upper chiseling groove 17 is distributed along the longitudinal extension direction of the tunnel, and the upper surface of the upper chiseling groove 17 is a horizontal plane; the upper chiseling grooves 17 above the left side and the right side of the vault pouring section 8-1 are symmetrically distributed.

When concrete is actually poured into the upper arch upper pouring section 8-2, the lower chiseling groove 16 is poured. When concrete is poured into the arch top pouring section 8-1, the upper chiseled groove 17 is poured.

Before the construction of the concrete lining mold in the fourth step, a plurality of steel arch frames 23, the arch-shaped steel bar structures and the left and right bottom jointed steel bar groups are respectively installed.

When a plurality of the section steel arches 23 are installed in the first step, the installation methods of the plurality of the section steel arches 23 are the same. Before any one of the section steel arches 23 is installed, drilling anchor holes of the fasteners 20-2 by a drilling machine according to the arrangement positions of the fasteners 20-2 for fixing the section steel arch 23; after the anchor holes of all the fasteners 20-2 for fixing the steel arch 23 are drilled, the steel arch 23 is erected, and the erected steel arch 23 is fixed through a plurality of arch fixing parts, so that the installation process of one steel arch 23 is completed, and the steel arch 23 is simple and convenient to actually install and is firmly fixed. After one steel arch 23 is installed, the steel arch 23 is connected with the adjacent steel arch 23 through a plurality of longitudinal connecting steel bars 21. Each of the fasteners 20-2 of the arch fixing is fixed by an anchor adhesive. To provide an anchoring effect, the anchoring length of the fastener 20-2 is greater than 15 cm.

In order to stabilize the foundation of the reinforcing sleeve lining 24 and ensure the effect of treating the secondary lining of the tunnel, local grooving is carried out on the existing secondary lining concrete (namely the secondary lining 1 of the tunnel), specifically, a lower grooving 16 and an upper grooving 17 are chiseled, meanwhile, the system anchor rod 9 and the locking anchor rod 22 are adopted for grouting anchoring, the grouting angle of the system anchor rod 9 is perpendicular to the section of the existing secondary lining, and the grouting of cement slurry is compact.

In this embodiment, when the arch-shaped steel bar structure is constructed in step three, the plurality of circumferential steel bar groups are respectively installed from front to back along the longitudinal extension direction of the tunnel, and the installation methods of the plurality of circumferential steel bar groups are the same. When any one of the annular steel bar groups is installed, firstly, a plurality of anchoring stirrups 3-4 in the annular steel bar group are respectively anchored; after the anchoring of the plurality of anchoring stirrups 3-4 is finished, installing the outside circumferential steel bars 3-2, supporting the outside circumferential steel bars 3-2 on the inner side wall of the tunnel secondary lining 1, and connecting the outer ends of the inner connecting sections of the anchoring stirrups 3-4 with the outside circumferential steel bars 3-2 in a binding mode or a welding mode to finish the installation process of the outside circumferential steel bars 3-2; after the installation of the outer circumferential steel bar 3-2 is finished, the inner circumferential steel bar 3-3 is installed; when the inner circumferential steel bars 3-3 are installed, the hooks 3-41 of the anchoring stirrups 3-4 are hooked on the inner circumferential steel bars 3-3 and fixed by spot welding.

And after all the inner circumferential steel bars 3-3 and a plurality of steel arch frames 23 in the arch-shaped steel bar structure are installed, respectively installing a plurality of longitudinal steel bars 3-1, and completing the installation process of the arch-shaped steel bar structure. The installation method of the plurality of longitudinal steel bars 3-1 is the same, when any one longitudinal steel bar 3-1 is installed, the longitudinal steel bar 3-1 is respectively connected with each inner circumferential steel bar 3-3 in the arch-shaped steel bar structure, and the longitudinal steel bar 3-1 and the inner wing plates 23-2 of the plurality of profile steel arch frames 23 are welded and fixed.

And in the process of constructing the arched steel bar structure, anchoring the stubbled steel bars 3-5 in the two bottom stubbled steel bar groups respectively.

And after the plurality of profile steel arches 23, the arch-shaped steel bar structures and the left and right bottom jointed steel bar groups are installed, performing concrete pouring on the concrete bushing 8 in the step four.

In order to avoid influencing normal traffic in the tunnel section, a longitudinal channel 35 is arranged between the middle scaffold 30 and the left and right side scaffolds, and the middle scaffold 30 and the left and right side scaffolds are fixedly connected through a plurality of horizontal connecting rods arranged from front to back.

In this embodiment, in order to ensure the overall stability of the assembled scaffold, the middle scaffold 30 and the left and right side scaffolds are fastened and connected by a plurality of horizontal connecting rods arranged from front to back.

As shown in fig. 27, to meet the actual construction requirements, the inner scaffold 32 and the middle scaffold 33 are both located below the upper arch-waist casting section 8-2, and the outer scaffold 34 is located below the lower arch-waist casting section 8-3. The middle scaffold 30 has a lateral width greater than that of the upper scaffold 31, so that the middle scaffold 30 and the upper scaffold 31 form a stepped scaffold for facilitating concrete casting of the arch crown pouring section 8-1.

During actual construction, the middle scaffold 30 is formed by assembling 5 middle door-type supports arranged on the same horizontal plane from left to right, and the 5 middle door-type supports have the same structure and size; the upper scaffold 31 is formed by assembling 3 upper door-type supports arranged on the same horizontal plane from left to right, the 3 upper door-type supports have the same structure and size, and the transverse width of each upper door-type support is the same as that of the middle door-type support; the outer side scaffold 34, the inner side scaffold 32 and the middle scaffold 33 are all outer side door type supports, and the transverse widths of the outer side scaffold, the inner side scaffold and the middle scaffold are all the same as the transverse width of the middle door type support;

the transverse width of the middle door type support is 0.75-0.85 m.

In this embodiment, the lateral width of the middle door-type support is 0.8 m. During actual construction, the transverse width of the middle door type support can be correspondingly adjusted according to specific requirements.

In this embodiment, middle part portal frame upper portion portal frame with outside portal frame is door-type scaffold, door-type scaffold is the steel pipe scaffold who sets up by many steel pipes and form.

And the adjacent two steel pipes in the steel pipe scaffold are connected through a fastener.

Because the tunnel secondary lining renovation process needs to be constructed in the skylight point, the assembling scaffold is simple and convenient to assemble in consideration of short construction time and frequent assembling and disassembling in the skylight point, and the structure in the tunnel 2 needing to be renovated does not need to be changed at all, so that the using effect is very good, and the tunnel secondary lining renovation process is economical and practical.

Before the concrete lining formwork construction is carried out in the step 4011, all formwork pairs 12 for fixing the arch crown forming formwork 9-1, the upper arch waist forming formwork 9-2, the lower arch waist forming formwork 9-3 and the side wall forming formwork 9-4 are respectively fixed on the secondary lining of the arch wall in the construction area where the currently constructed lining section is located.

When any one of the lining sections in the concrete lining 8 is constructed, formwork support is carried out for four times, and the process is as follows;

firstly, respectively installing two side wall forming templates 9-4, and simultaneously erecting two outer side scaffolds 34, wherein in order to ensure the stability of the two outer side scaffolds 34, an inclined strut 36 is arranged at the inner side of each outer side scaffold 34, and the outer side scaffolds 34 are further stably supported through the inclined strut 36, which is shown in detail in fig. 28; then, a constructor stands on the outside scaffold 34 to symmetrically pour the left side wall pouring section 8-4 and the right side wall pouring section 8-4 in a layered manner from top to bottom, and symmetrically pour the left side wall pouring section 8-4 and the right side wall pouring section 8-4 by using the two side wall forming templates 9-4, so that the actual operation is very simple and convenient;

secondly, after the right two side wall pouring sections 8-4 are poured, respectively installing two lower arch waist forming templates 9-3, and simultaneously erecting an inner side scaffold 32 and an intermediate scaffold 33 on the inner side of each outer side scaffold 34 to obtain the erected combined scaffold and the erected side scaffolds, wherein the vertical distance between the upper part of the intermediate scaffold 33 and the upper part of the outer side scaffold 34 is half of the vertical height of the lower arch waist pouring section 8-3; in order to ensure the stability of the side scaffolds, a cross brace 37 is arranged between the two side scaffolds, see fig. 29 in detail; then, a constructor stands on the combined scaffold to symmetrically pour the left lower arch waist pouring section 8-3 and the right lower arch waist pouring section 8-3 in a layered manner from top to bottom, and symmetrically pour the left lower arch waist pouring section 8-3 and the right lower arch waist pouring section 8-3 by using the two lower arch waist forming templates 9-3, so that the actual operation is very simple and convenient;

thirdly, after the left lower arch waist pouring section 8-3 and the right lower arch waist pouring section 8-3 are poured, the two upper arch waist forming templates 9-2 are respectively installed, meanwhile, a middle scaffold 30 is erected between the two side scaffolds, the middle scaffold 30 and the two side scaffolds are fixedly connected into a whole, and a cross brace 37 is arranged on the middle scaffold 30, which is shown in detail in a figure 30; then, a constructor stands on the middle scaffold 30 to symmetrically pour the left upper arch waist pouring section 8-2 and the right upper arch waist pouring section 8-2 in a layered manner from top to bottom, and symmetrically pour the left upper arch waist pouring section 8-2 and the right upper arch waist pouring section 8-2 by using the two upper arch waist forming templates 9-2, so that the actual operation is very simple and convenient;

fourthly, after the left upper arch waist pouring section 8-2 and the right upper arch waist pouring section 8-2 are poured, installing an arch top forming template 9-1 and a plurality of vertical grouting pipes 15, and installing an upper scaffold 31 on a middle scaffold 30 to obtain the assembled scaffold which is formed in an erected mode, wherein the detailed view is shown in fig. 1; and then, the constructor performs concrete pouring on the vault pouring section 8-1 by using the assembled scaffold and through the plurality of vertical grouting pipes 15 to complete the construction process of the concrete bushing 8.

In this embodiment, the outside scaffold 34 is supported on the ditch cable trough 7 at the bottom, the middle scaffold 30, the inside scaffold 32 and the middle scaffold 33 are supported on the bottom support structure 38 at the bottom, and the bottom support structure 38 is formed by stacking multiple layers of square timber laid on the tunnel inverted arch filling layer 39 and the track plate 40.

In the actual construction process, when concrete is poured on the side wall pouring section 8-4, the lower arch waist pouring section 8-3 and the upper arch waist pouring section 8-2, an inserted vibrating rod is adopted for tamping and layered pouring is carried out from bottom to top, and the layered thickness is 100 cm.

When concrete is poured on the vault pouring section 8-1, an insertion type vibrating rod is adopted and vibrated through vibrating holes formed in the end mold, and the concrete pouring quality is ensured.

In order to ensure the forming quality of the concrete bushing 8, when the lower arch waist pouring section 8-3 is poured, the side wall forming template 9-4 is strictly forbidden to be dismantled; when the upper arch waist pouring section 8-2 is poured, the lower arch waist forming template 9-3 is strictly forbidden to be dismantled; correspondingly, when the arch top pouring section 8-1 is poured, the upper arch waist forming template 9-2 is strictly forbidden to be dismantled.

The above description is only a preferred embodiment of the present invention, and is not intended to limit the present invention, and all simple modifications, changes and equivalent structural changes made to the above embodiment according to the technical spirit of the present invention still fall within the protection scope of the technical solution of the present invention.

Claims

1. A tunnel secondary lining renovation method for sleeve lining mould construction is characterized in that: reinforcing the tunnel secondary lining (1) of the tunnel section (2) to be renovated by adopting a reinforcing sleeve lining (24), wherein the tunnel section (2) to be renovated is a tunnel section penetrating through a karst stratum and the excavation section of the tunnel section is larger than 100m²；

The reinforcing sleeve lining (24) is arranged on the inner side of the tunnel secondary lining (1); the tunnel secondary lining (1) is a full-section supporting structure for performing full-section supporting on the tunnel section (2) to be renovated, and the tunnel secondary lining (1) is a reinforced concrete lining; the tunnel secondary lining (1) comprises an arch wall secondary lining for supporting an arch wall of the tunnel section (2) to be renovated and a tunnel inverted arch arranged at the bottom of the tunnel section (2) to be renovated, wherein the tunnel inverted arch is positioned right below the arch wall secondary lining and is connected with the arch wall secondary lining into a whole; a tunnel primary supporting structure (5) for carrying out primary supporting on the tunnel section (2) to be renovated is arranged on the outer side of the tunnel secondary lining (1), and the tunnel primary supporting structure (5) and the tunnel secondary lining (1) form a tunnel supporting structure of the tunnel section (2) to be renovated;

the reinforcing sleeve liner (24) comprises a concrete sleeve liner (8) formed by pouring concrete, a plurality of profile steel arch frames (23) arranged in the concrete sleeve liner (8) from front to back along the longitudinal extension direction of the tunnel and an arch-shaped steel bar structure arranged in the concrete sleeve liner (8); the concrete sleeve lining (8) and the secondary lining of the arch wall arranged on the outer side of the concrete sleeve lining are cast into a whole, and the shape of the cross section of the concrete sleeve lining (8) is the same as that of the cross section of the secondary lining of the arch wall; multiple steel arch frames (23) and arch-shaped steel bar structures are both poured in the concrete sleeve lining (8);

a plurality of steel arches (23) are uniformly distributed, and each steel arch (23) is uniformly distributed on the cross section of one tunnel of the tunnel section (2) to be rectified; a plurality of steel arches (23) are all supported on the inner wall of the secondary lining (1) of the tunnel, and the structures and the sizes of the plurality of steel arches (23) are all the same; the profile steel arch (23) is an arch support supported in the secondary lining of the arch wall, and the shape of the cross section of the profile steel arch (23) is the same as that of the cross section of the secondary lining of the arch wall; the distance between two front and back adjacent section steel arch frames (23) is d, wherein the value range of d is 0.8-1.2 m;

when the reinforcing sleeve liner (24) is constructed, the method comprises the following steps:

step one, installing a profile steel arch frame: respectively installing a plurality of profiled steel arches (23) in the tunnel section (2) to be renovated from back to front along the longitudinal extension direction of the tunnel, and fixedly supporting each profiled steel arch (23) on one cross section of the tunnel section (2) to be renovated;

in the first step, in the process of respectively installing a plurality of profile steel arch frames (23) from back to front, grouting and anchoring an arch wall of a tunnel section (2) to be renovated, and obtaining a grouting and anchoring structure; the grouting anchoring structure, the reinforcing sleeve lining (24) and the tunnel supporting structure are all fixedly connected into a whole;

step two, roughening treatment of the inner wall of the tunnel secondary lining: performing chiseling treatment on the inner wall of the tunnel secondary lining (1) of the tunnel section (2) to be renovated from back to front along the longitudinal extension direction of the tunnel;

step three, arch steel bar structure construction: constructing the arched steel bar structure from back to front along the longitudinal extension direction of the tunnel, and fixedly connecting the constructed arched steel bar structure with the plurality of profile steel arch frames (23) in the first step;

step four, concrete bushing lining mould building construction: performing mould construction on the concrete lining (8) from back to front along the longitudinal extension direction of the tunnel to obtain a constructed and formed concrete lining (8), and pouring a plurality of profile steel arch frames (23) in the first step and the arch-shaped steel bar structures in the third step into the concrete lining (8);

the concrete lining (8) is divided into a plurality of lining sections from back to front along the longitudinal extension direction of the tunnel, and the cross section structures and the sizes of the plurality of lining sections are the same;

each sleeve lining segment is divided into 7 sleeve lining pouring segments along the circumferential direction, and the 7 sleeve lining pouring segments are distributed along the longitudinal extension direction of the tunnel; the 7 sleeve lining pouring sections comprise a vault pouring section (8-1), two upper arch waist pouring sections (8-2) which are symmetrically arranged at the left and the right, two lower arch waist pouring sections (8-3) which are symmetrically arranged at the left and the right, and two side wall pouring sections (8-4) which are symmetrically arranged at the left and the right, the vault pouring section (8-1), the upper arch waist pouring section (8-2), the lower arch waist pouring section (8-3) and the side wall pouring section (8-4) are arranged from top to bottom, the two upper arch waist pouring sections (8-2) are symmetrically connected to the lower portions of the left side and the right side of the vault pouring section (8-1), and each lower arch waist pouring section (8-3) is connected between one vault pouring section (8-1) and one side wall pouring section (8-4); each side wall pouring section (8-4) is positioned inside one side wall of the tunnel section (2) to be renovated, and the vertical height of each side wall pouring section (8-4) is 3-3.5 m; the cross sections of the upper arch waist pouring section (8-2), the lower arch waist pouring section (8-3) and the arch crown pouring section (8-1) are all arc-shaped; the central angle of the upper arch waist pouring section (8-2) and the lower arch waist pouring section (8-3) is 25-35 degrees, and the central angle of the arch crown pouring section (8-1) is 30-45 degrees;

when the concrete lining (8) is subjected to the building construction, the building construction is respectively carried out on the plurality of lining sections from back to front along the longitudinal extension direction of the tunnel; the mould construction methods of the plurality of lining sections are the same, and one lining section located on the rearmost side in the plurality of lining sections is a rear end section;

an arched template for performing mould construction on the sleeve lining segment and an assembled scaffold positioned on the inner side of the arched template are arranged in the tunnel secondary lining (1);

the arch-shaped formwork is formed by assembling an arch top forming formwork (9-1) for forming and constructing an arch top pouring section (8-1), an upper arch waist forming formwork (9-2) which is symmetrically arranged at the left and right sides and is used for forming and constructing an upper arch waist pouring section (8-2), a lower arch waist forming formwork (9-3) which is symmetrically arranged at the left and right sides and is used for forming and constructing a lower arch waist pouring section (8-3), and a side wall forming formwork (9-4) which is symmetrically arranged at the left and right sides and is used for forming and constructing a side wall pouring section (8-4), wherein the cross sections of the arch top forming formwork (9-1), the upper arch waist forming formwork (9-2) and the lower arch waist forming formwork (9-3) are arc-shaped; the cross section shape of the arch crown molding template (9-1) is the same as that of the inner wall of the arch crown pouring section (8-1), the cross section shape of the upper arch waist molding template (9-2) is the same as that of the inner wall of the upper arch waist pouring section (8-2), the cross section shape of the lower arch waist molding template (9-3) is the same as that of the inner wall of the lower arch waist pouring section (8-3), and the cross section shape of the side wall molding template (9-4) is the same as that of the inner wall of the side wall pouring section (8-4); the two upper arch waist forming templates (9-2) are symmetrically arranged below the left side and the right side of the arch crown forming template (9-1), each lower arch waist forming template (9-3) is positioned between one upper arch waist forming template (9-2) and one side wall forming template (9-4), the bottom of each side wall forming template (9-4) is supported on a ditch cable trough (7) in the tunnel section (2) to be renovated, and the ditch cable trough (7) is a concrete trough;

the vault forming template (9-1), the upper arch waist forming template (9-2), the lower arch waist forming template (9-3) and the side wall forming template (9-4) are all lining forming templates; the sleeve lining forming template comprises a steel template (10), a plurality of template stiffening ribs (11) arranged on the inner side of the steel template (10) and a plurality of template counter-pull rods (12) for fixing the steel template (10) on the secondary lining of the arch wall, wherein the plurality of template stiffening ribs (11) are arranged in parallel and are arranged from front to back along the longitudinal extension direction of the tunnel, each template stiffening rib (11) is uniformly distributed on the cross section of the tunnel section (2) to be regulated, and the shape of each template stiffening rib (11) is the same as the shape of the cross section of the steel template at the position where the template stiffening rib is distributed; each template counter-pull rod (12) is vertically arranged with the inner side wall of the arch wall secondary lining at the arrangement position of the template counter-pull rod, the inner end of each template counter-pull rod (12) is anchored on the arch wall secondary lining, the outer end of each template counter-pull rod (12) extends to the inner side of a steel template (10), and the steel template (10) is provided with a plurality of through holes for the template counter-pull rods (12) to extend out;

the vault pouring structure comprises a plurality of vertical grouting pipes (15) which are arranged from front to back along the longitudinal extension direction of the tunnel, the vertical grouting pipes (15) are uniformly distributed on the same vertical surface and are positioned right below the vault of the tunnel section (2) to be renovated, and the vertical grouting pipes (15) are uniformly distributed; the upper end of each vertical grouting pipe (15) extends into the upper part of the vault forming template (9-1), the bottom end of each vertical grouting pipe (15) extends out of the lower part of the vault forming template (9-1), and the middle part of the vault forming template (9-1) is provided with a plurality of grouting holes for mounting the vertical grouting pipes (15) from front to back; the cross section of the vertical grouting pipe (15) is circular, the diameter of the vertical grouting pipe is gradually reduced from top to bottom, and the upper end of the vertical grouting pipe (15) is flush with the vault of the concrete bushing (8);

the assembled scaffold comprises a middle scaffold (30) which is positioned in the middle of the inner side of the tunnel secondary lining (1) and used for constructing two upper arch waist pouring sections (8-2), an upper scaffold (31) which is arranged on the middle scaffold (30) and two side scaffolds which are symmetrically arranged on the left side and the right side of the middle scaffold (30), wherein the middle scaffold (30) and the upper scaffold (31) form an assembled scaffold for constructing the arch waist pouring sections (8-1);

each of the side scaffolds comprises an outer scaffold (34) for constructing the side wall casting section (8-4) and a combined scaffold for constructing the lower arch casting section (8-3), the combined scaffold comprises an inner scaffold (32) positioned at the inner side of the outer scaffold (34) and a middle scaffold (33) connected between the outer scaffold (34) and the inner scaffold (32), and the middle scaffold (30), the upper scaffold (31), the outer scaffold (34), the inner scaffold (32) and the middle scaffold (33) are vertically arranged; the upper part of the outer side scaffold (34) is flush with the upper part of the inner wall of the side wall pouring section (8-4), the upper part of the middle scaffold (33) is flush with the upper part of the inner wall of the lower arch waist pouring section (8-3), the upper part of the middle scaffold (30) is flush with the upper part of the middle scaffold (33), the vertical distance between the upper part of the upper scaffold (31) and the middle part of the arch crown pouring section (8-1) is H1, and the value range of H1 is 35 cm-50 cm; the middle scaffold (30) is positioned right below the vault pouring section (8-1);

when the concrete bushing (8) is subjected to the building construction, the method comprises the following steps:

step 401, rear end section molding construction, the process is as follows:

step 4011, side wall pouring section mould construction: respectively erecting two outer side scaffolds (34) in a construction area where the currently constructed sleeve lining segment is located, and simultaneously respectively installing two side wall forming templates (9-4); symmetrically pouring the left side wall pouring section and the right side wall pouring section (8-4) of the currently constructed sleeve lining section from top to bottom by adopting the two side wall forming templates (9-4) and utilizing the two erected outside scaffolds (34);

step 4012, lower arch waist pouring section mould building construction: after the two side wall pouring sections (8-4) are constructed, erecting an inner scaffold (32) and a middle scaffold (33) on the inner side of each outer scaffold (34) in step 4011 to obtain the erected combined scaffold and the erected side scaffolds; meanwhile, in the step 4011, one lower arch waist forming template (9-3) is installed above each side wall forming template (9-4); symmetrically pouring the left and right lower arch waist pouring sections (8-3) of the currently constructed sleeve lining section from top to bottom by adopting the two lower arch waist forming templates (9-3) and utilizing the two erected combined scaffolds;

step 4013, upper arch waist pouring section mould building construction: after the two lower arch waist pouring sections (8-3) are constructed, erecting a middle scaffold (30) between the two side scaffolds in the step 4012, and simultaneously installing one upper arch waist forming template (9-2) above each lower arch waist forming template (9-3) in the step 4012; symmetrically pouring the left upper arch waist pouring section (8-2) and the right upper arch waist pouring section (8-2) of the currently constructed sleeve lining section from top to bottom by adopting the two upper arch waist forming templates (9-2) and utilizing a built middle scaffold (30);

step 4014, vault pouring section mould construction: after the two upper arch waist pouring sections (8-2) are constructed, an upper scaffold (31) is erected on the middle scaffold (30) in the step 4013, and an assembled scaffold for constructing the arch crown pouring section (8-1) is obtained; simultaneously installing a vault forming template (9-1) between the two upper vault forming templates (9-2) in the step 4013, and installing a plurality of vertical grouting pipes (15) on the vault forming template (9-1); then, carrying out concrete pouring on the vault pouring section (8-1) of the currently constructed bushing segment by adopting a vault forming template (9-1) and the erected assembled scaffold through a plurality of vertical grouting pipes (15), and completing the mould pouring construction process of the currently constructed bushing segment;

step 4021, side wall pouring section mould building construction: according to the method in the step 4011, performing mould construction on the left side wall pouring section and the right side wall pouring section (8-4) of the currently constructed bushing section;

in the step, the adopted side wall forming template (9-4) and the outer side scaffold (34) are the side wall forming template (9-4) and the outer side scaffold (34) which are adopted when the sleeve lining section is constructed; before the side wall pouring section mould construction is carried out in the step, firstly, a side wall forming template (9-4) adopted in the previous bushing section mould construction is removed, and an outer scaffold (34) adopted in the previous bushing section mould construction is moved forwards to a construction area where the currently constructed bushing section is located;

step 4022, lower arch waist pouring section mould building construction: according to the method in the step 4012, carrying out mould construction on two lower arch waist pouring sections (8-3) of the currently constructed bushing section;

in the step, the adopted lower arched waist forming template (9-3) and the combined scaffold are both the lower arched waist forming template (9-3) and the combined scaffold adopted during the previous bushing segment mould construction; before the lower arch waist pouring section mould construction is carried out in the step, a lower arch waist forming template (9-3) adopted in the previous bushing section mould construction is removed, the combined scaffold adopted in the previous bushing section mould construction is moved forwards to the construction area where the current bushing section is constructed, and the combined scaffold moved in place is connected with the outer side scaffold (34) moved in place in the step 4022;

step 4023, upper arch waist pouring section mould building construction: according to the method in the step 4013, performing mould construction on two upper arch waist pouring sections (8-2) of the currently constructed bushing section;

in the step, the adopted upper arch waist forming template (9-2) and the middle scaffold (30) are both the upper arch waist forming template (9-2) and the middle scaffold (30) which are adopted when the upper bushing section is constructed; before the upper arch waist pouring section mould construction is carried out in the step, an upper arch waist forming template (9-2) adopted during the last bushing section mould construction is removed, a middle scaffold (30) adopted during the last bushing section mould construction is moved forwards to a construction area where the current bushing section is constructed, and the middle scaffold (30) which is moved in place is connected with the combined scaffold which is moved in place in the step 4023;

step 4024, vault pouring section mould construction: according to the method in the step 4014, carrying out mould construction on two vault pouring sections (8-1) of the currently constructed bushing section;

in the step, the upper scaffold (31), the top forming template (9-1) and the vertical grouting pipe (15) are all the upper scaffold (31), the vault forming template (9-1) and the vertical grouting pipe (15) which are adopted in the process of the previous bushing section moulding construction; before the arch crown pouring section mould building construction is carried out in the step, firstly, a arch crown forming template (9-1) and a vertical grouting pipe (15) which are adopted in the previous bushing section mould building construction are all dismantled, an upper scaffold (31) which is adopted in the previous bushing section mould building construction is moved forwards to a construction area where the currently constructed bushing section is located, and the upper scaffold (31) which is moved in place is installed on a middle scaffold (30) which is moved in place in the step 4024;

step 403, repeating step 402 once or for multiple times until the molding construction process of all the lining sections in the concrete lining (8) is completed;

a lower chiseling groove (16) is formed in the outer side above each upper arch waist pouring section (8-2), the lower chiseling grooves (16) are horizontal grooves formed after chiseling concrete of the arch wall secondary lining, the lower chiseling grooves (16) are distributed along the longitudinal extension direction of the tunnel, the upper surface of each lower chiseling groove is a horizontal plane, and the two lower chiseling grooves (16) are symmetrically distributed;

an upper chiseling groove (17) is formed in the upper portion of the left side and the right side of the arch crown pouring section (8-1), the upper chiseling groove (17) is a horizontal groove formed after chiseling concrete in the arch wall secondary lining, the upper chiseling groove (17) is arranged along the longitudinal extension direction of the tunnel, and the upper surface of the upper chiseling groove is a horizontal plane; upper chiseling grooves (17) above the left side and the right side of the vault pouring section 8-1 are symmetrically distributed; when the concrete is poured on the upper arch waist pouring section (8-2), the lower chiseling groove (16) is poured; when concrete is poured into the vault pouring section (8-1), the upper chiseling groove (17) is poured.

2. The secondary lining renovation method for the tunnel of the bushing mold building construction according to claim 1, characterized in that: when the two side wall forming templates (9-4) are respectively installed in the step 4011, fixing the two side wall forming templates (9-4) on the tunnel secondary lining (1) through the template opposite pull rods (12);

when the lower arch molding template (9-3) is installed in the step 4012, fixing the lower arch molding template (9-3) on the tunnel secondary lining (1) through a plurality of template counter-pull rods (12);

when the upper arch forming template (9-2) is installed in the step 4013, fixing the upper arch forming template (9-2) on the tunnel secondary lining (1) through a plurality of template counter-pull rods (12);

and when the vault forming template (9-1) is installed in the step 4014, fixing the vault forming template (9-1) on the tunnel secondary lining (1) through a plurality of template counter-pull rods (12).

3. The secondary lining renovation method of the sleeve lining mould construction tunnel according to the claim 1 or 2, characterized in that: before the installation of the profile steel arch frame in the step one, firstly, hanging a layer of dense net (25) on the inner wall of the secondary lining of the arch wall of the tunnel section (2) to be renovated; the encryption net (25) is a galvanized metal net and is fixedly connected with a plurality of steel arches (23), and the encryption net (25) is installed between the inner wall of the secondary lining of the arch wall and the plurality of steel arches (23) in a cushioning mode.

4. The secondary lining renovation method of the sleeve lining mould construction tunnel according to the claim 1 or 2, characterized in that: the grouting anchoring structure comprises a plurality of foot-locking anchor rod groups for supporting arch feet on the left side and the right side of a tunnel section (2) to be renovated and a plurality of system anchor rod groups for supporting arch parts of the tunnel section (2) to be renovated, wherein the foot-locking anchor rod groups are arranged from front to back along the longitudinal extension direction of the tunnel, the foot-locking anchor rod groups are identical in structure and are uniformly arranged, and each foot-locking anchor rod group is positioned on one tunnel cross section of the tunnel section (2) to be renovated; the system anchor rod groups are uniformly distributed from front to back along the longitudinal extension direction of the tunnel, and each system anchor rod group is positioned on one tunnel cross section of the tunnel section (2) to be renovated;

the distance between two adjacent front and back foot-locking anchor rod groups is d, and each foot-locking anchor rod group and one structural steel arch (23) are distributed on the cross section of the same tunnel; each foot locking anchor rod group comprises a left foot locking anchor rod group and a right foot locking anchor rod group (22) which are symmetrically arranged; one group of the foot locking anchor rods (22) is arranged on the outer side of the left arch springing of the section steel arch center (23), and the other group of the foot locking anchor rods (22) is arranged on the outer side of the right arch springing of the section steel arch center (23);

each group of the foot locking anchor rods (22) comprises a plurality of foot locking anchor rods (22) which are arranged on the same plane side by side, and the plurality of foot locking anchor rods (22) in each group of the foot locking anchor rods (22) are arranged in parallel and arranged from front to back along the extending direction of the tunnel; each foot-locking anchor rod (22) is gradually inclined downwards from inside to outside, the included angle between the foot-locking anchor rod and the horizontal plane is 15-25 degrees, and the inner end of each foot-locking anchor rod (22) is fixed on a section steel arch frame (23) positioned on the inner side of the foot-locking anchor rod;

the distance between two adjacent system anchor rod groups is 2d, and each system anchor rod group and one section steel arch (23) are distributed on the cross section of the same tunnel; each system anchor rod group comprises a plurality of system anchor rods (9) which are uniformly distributed on the cross section of the same tunnel along the circumferential direction, and each system anchor rod (9) is vertically distributed with the inner wall of the tunnel secondary lining (1) at the position where the system anchor rod is located; the inner end of each system anchor rod (9) is fixed on a section steel arch frame (23) positioned on the inner side of the system anchor rod; the system anchor rods (9) of the two adjacent system anchor rod groups at the front and the back are arranged in a staggered manner;

the foot-locking anchor rod (22) and the system anchor rod (9) are both straight anchor rods which enter surrounding rocks on the outer side of the tunnel section (2) to be renovated after passing through the tunnel supporting structure, and the foot-locking anchor rod (22) and the system anchor rod (9) are both self-advancing anchor rods and are both grouting anchor rods; the bottom parts of the left side and the right side of the arch wall secondary lining are respectively provided with a plurality of foot locking anchor rod mounting holes for mounting foot locking anchor rods (22), the arch part of the arch wall secondary lining is provided with a plurality of system anchor rod mounting holes for mounting system anchor rods (9), and the foot locking anchor rod mounting holes and the system anchor rod mounting holes are straight drill holes which are drilled into surrounding rocks on the outer side of the tunnel section (2) to be regulated from inside to outside from the inside of the tunnel secondary lining (1);

in the first step, in the process of respectively installing a plurality of section steel arch frames (23) from back to front, respectively constructing a plurality of foot-locking anchor rod groups in the grouting anchoring structure from back to front, and uniformly distributing each foot-locking anchor rod group outside one installed section steel arch frame (23); the construction methods of the plurality of foot-locking anchor rod groups are the same;

when any one of the foot-locking anchor rod groups is constructed, the left and right foot-locking anchor rods (22) in the foot-locking anchor rod group are symmetrically constructed;

in the step, in the process of respectively constructing a plurality of foot-locking anchor rod groups in the grouting anchoring structure from back to front, respectively constructing a plurality of system anchor rod groups in the grouting anchoring structure from back to front, and uniformly distributing each system anchor rod group outside a mounted section steel arch (23); the construction methods of the system anchor rod groups are the same;

when any system anchor rod group is constructed, a plurality of system anchor rods (9) in the system anchor rod group are constructed in a bilateral symmetry mode;

5. The secondary lining renovation method for the tunnel of the bushing mold building construction according to claim 4, characterized in that: when any one lock foot anchor rod group is constructed, any one lock foot anchor rod (22) in each lock foot anchor rod group is constructed, the method comprises the following steps:

step A1, drilling: drilling a foot locking anchor rod mounting hole of a currently constructed foot locking anchor rod (22) by adopting drilling equipment to obtain the foot locking anchor rod mounting hole formed by construction;

step A2, anchor rod installation: installing the currently constructed foot-locking anchor rod (22) into the foot-locking anchor rod installation hole in the step A1 from inside to outside, and fixing the outer end of the foot-locking anchor rod (22) which is installed in place on one steel arch frame (23);

step A3, grouting: injecting cement slurry into the outer side surrounding rock of the tunnel section (2) to be renovated through the foot locking anchor rod (22) in the step A2, and performing grouting reinforcement on the outer side surrounding rock of the tunnel section (2) to be renovated at the position of the foot locking anchor rod (22);

step A4, orifice plugging: after the grouting in the step A3 is finished, plugging the hole opening of the foot-locking anchor rod mounting hole, and finishing the construction process of the currently constructed foot-locking anchor rod (22);

when any one system anchor rod group is constructed in the second step, when any one system anchor rod (9) in each system anchor rod group is constructed, the method comprises the following steps:

step B1, drilling: drilling a system anchor rod mounting hole of a current constructed system anchor rod (9) by adopting drilling equipment to obtain a constructed and molded system anchor rod mounting hole;

step B2, anchor rod installation: b, installing the anchor rod (9) of the currently constructed system into the anchor rod installation hole in the step B1 from inside to outside, and fixing the outer end of the anchor rod (9) of the system which is installed in place on the profile steel arch frame (23);

step B3, orifice plugging: b2, after the system anchor rod (9) is installed, plugging the orifice of the system anchor rod installation hole where the system anchor rod (9) is located to obtain an orifice plugging structure; meanwhile, an exhaust pipe is arranged in the orifice blocking structure, the outer end of the exhaust pipe extends into the system anchor rod mounting hole, and the inner end of the exhaust pipe extends out of the orifice blocking structure;

step B4, grouting: and B3, injecting cement slurry into the outer side surrounding rock of the tunnel section (2) to be renovated through the system anchor rod (9) in the step B3, and performing grouting reinforcement on the outer side surrounding rock of the tunnel section (2) to be renovated at the position of the system anchor rod (9).

6. The secondary lining renovation method of the sleeve lining mould construction tunnel according to the claim 1 or 2, characterized in that: each section steel arch frame (23) is formed by bending a I-steel, the web plates of the I-steel are vertically arranged, one wing plate of the I-steel is an outer wing plate (23-1) supported on the inner wall of the secondary lining of the arch wall, and the other wing plate of the I-steel is an inner wing plate (23-2) positioned on the inner side of the outer wing plate (23-1); each steel arch (23) is fixedly arranged on the inner wall of the secondary lining of the arch wall through an arch fixing structure; each arch center fixing structure comprises a plurality of arch center fixing pieces, the structure and the size of the plurality of arch center fixing pieces are the same, the plurality of arch center fixing pieces are uniformly distributed on the same tunnel cross section of the tunnel section (2) to be rectified, the plurality of arch center fixing pieces are distributed along the outer contour line of the profile steel arch (23), and the plurality of arch center fixing pieces form a wing plate fixing structure for fixing an outer side wing plate (23-1);

each arch center fixing piece comprises a front buckling piece and a rear buckling piece (20) which are symmetrically arranged, and the two buckling pieces (20) are buckled on the front side and the rear side of the outer side wing plate (23-1) respectively; each fastening piece (20) comprises a fastener (20-1) fastened on an outer wing plate (23-1) and a fastener (20-2) for fixing the fastener (20-1) on the tunnel supporting structure, the fastener (20-1) is formed by bending a flat steel plate and is divided into a fastening plate fastened on the outer wing plate (23-1) and a fixing plate arranged on the inner wall of the secondary lining of the arch wall, the fixing plate is positioned on the outer side of the fastening plate, and the fastener (20-2) is installed on the fixing plate; each fastener (20-2) is vertically arranged with the inner wall of the arch wall secondary lining at the position of the fastener, and each fastener (20-2) extends out to the outer side of the tunnel supporting structure from inside to outside; the fastening piece (20-2) is a chemical anchor bolt, and the fixing plate is provided with a mounting hole for mounting the chemical anchor bolt.

7. The secondary lining renovation method of the sleeve lining mould construction tunnel according to the claim 1 or 2, characterized in that: the arched steel bar structure comprises a plurality of annular steel bar groups which are arranged in the tunnel section (2) to be renovated from front to back along the longitudinal extension direction of the tunnel and a plurality of longitudinal steel bars (3-1) which are all horizontally arranged, wherein the lengths of the longitudinal steel bars (3-1) are the same, and the front ends of the longitudinal steel bars are uniformly distributed on the same tunnel cross section of the tunnel section (2) to be renovated; the structure and the size of the plurality of annular steel bar groups are the same, each annular steel bar group is uniformly distributed on the cross section of one tunnel of the tunnel section (2) to be renovated, the plurality of annular steel bar groups are fixedly connected into a whole through a plurality of longitudinal steel bars (3-1), and each longitudinal steel bar (3-1) is positioned at the inner side of the plurality of annular steel bar groups;

each structural steel arch (23) is uniformly distributed between two adjacent circumferential steel bar groups in the front and the back, and a plurality of circumferential steel bar groups are uniformly distributed between two adjacent structural steel arches (23) in the front and the back; each structural steel arch (23) is positioned outside the longitudinal steel bars (3-1), and an inner wing plate (23-2) of each structural steel arch (23) is welded and fixed with the longitudinal steel bars (3-1) into a whole;

each circumferential steel bar group comprises a plurality of anchoring stirrups (3-4), an outer circumferential steel bar (3-2) arranged on the inner wall of the tunnel secondary lining (1) and an inner circumferential steel bar (3-3) arranged on the inner side of the outer circumferential steel bar (3-2); the outer circumferential steel bars (3-2) and the inner circumferential steel bars (3-3) in each circumferential steel bar group are arranged on the same cross section of the tunnel section (2) to be renovated, the outer circumferential steel bars and the inner circumferential steel bars are both arch-shaped steel bars arranged on the inner side of the secondary lining of the arch wall, and the shapes of the outer circumferential steel bars (3-2) and the inner circumferential steel bars (3-3) are the same as the shape of the cross section of the secondary lining of the arch wall; a plurality of anchoring stirrups (3-4) in each circumferential reinforcing steel bar group are uniformly distributed on the same cross section of the tunnel section (2) to be rectified, the plurality of anchoring stirrups (3-4) are distributed along the inner contour line of the secondary lining of the arch wall, and each anchoring stirrup (3-4) is vertically distributed with the inner wall of the secondary lining of the arch wall at the distributed position; a plurality of anchoring stirrups (3-4) in each circumferential steel bar group are fixedly connected into a whole through outer circumferential steel bars (3-2) and inner circumferential steel bars (3-3);

each anchoring stirrup (3-4) is divided into an outer anchoring section anchored in the arch wall secondary lining and an inner connecting section positioned on the inner side of the outer anchoring section, and the outer end of the outer anchoring section is provided with an anchoring head (3-42) formed by bending; the inner end of the internal connecting section is provided with a hook (3-41) formed after bending, the hook (3-41) is hung on the inner side annular steel bar (3-3) and fixedly connected with the inner side annular steel bar through spot welding; the outer end of the inner connecting section is connected with an outer circumferential steel bar (3-2);

the plurality of longitudinal steel bars (3-1) are distributed along the inner contour line of the secondary lining of the arch wall, and each longitudinal steel bar (3-1) is connected with the plurality of outer circumferential steel bars (3-2) in the arch steel bar structure;

the internal connecting section, the longitudinal steel bar (3-1), the outer circumferential steel bar (3-2) and the inner circumferential steel bar (3-3) in the arch-shaped steel bar structure are all poured in the concrete lining (8).

8. The secondary lining renovation method of the sleeve lining mould construction tunnel according to the claim 1 or 2, characterized in that: supporting grooves (6) for supporting arch feet of a steel arch frame (23) are formed in the bottoms of the left side and the right side of the secondary lining of the arch wall, and the supporting grooves (6) are mounting grooves formed after concrete at the bottom of the secondary lining of the arch wall is chiseled; the bottom surface of the supporting groove (6) is a horizontal plane, and the bottom surface of the supporting groove (6) is positioned below the upper surface of a ditch cable groove (7) in the tunnel section (2) to be renovated;

the left arch foot and the right arch foot of the arch-shaped steel bar structure are supported on the bottom surface of one supporting groove (6).

9. The secondary lining renovation method for the tunnel of the bushing mold building construction according to claim 8, characterized in that: the reinforcing sleeve lining (24) also comprises a left bottom joint reinforcing steel bar group and a right bottom joint reinforcing steel bar group, and each bottom joint reinforcing steel bar group is uniformly distributed at the bottom of one supporting groove (6);

each bottom stubble connecting reinforcing steel bar group comprises a plurality of groups of stubble connecting reinforcing steel bars (3-5) which are arranged from front to back along the longitudinal extension direction of the tunnel, each group of stubble connecting reinforcing steel bars (3-5) comprises a left stubble connecting reinforcing steel bar (3-5) and a right stubble connecting reinforcing steel bar (3-5) which are arranged on the cross section of the same tunnel, and the two stubble connecting reinforcing steel bars (3-5) are arranged in the vertical direction; each stubble connecting reinforcing steel bar (3-5) is divided into a lower anchoring section and an upper exposed section above the lower anchoring section by taking the bottom surface of the supporting groove (6) as a boundary, and the lower anchoring section is anchored in the secondary tunnel lining (1); the lower parts of two upper exposed sections in each group of the stubble connecting reinforcing steel bars (3-5) are connected through a horizontal connecting rib (3-6); all the stubble reinforcing steel bars (3-5) in each bottom stubble reinforcing steel bar group are distributed in left and right two rows, and each row of stubble reinforcing steel bars (3-5) comprises a plurality of stubble reinforcing steel bars (3-5) which are distributed from front to back along the longitudinal extension direction of the tunnel;

the upper exposed section and the horizontal connecting ribs (3-6) in the bottom joint reinforcing steel bar group are both poured in a concrete sleeve lining (8).