CN116676889A - Corrugated steel reinforcing system and method for active bridge - Google Patents

Abstract

The invention provides a corrugated steel reinforcement system for an active bridge and a method thereof, belonging to the technical field of bridge construction.

Description

Corrugated steel reinforcing system and method for active bridge

Technical Field

The invention belongs to the technical field of bridge construction, and particularly relates to a corrugated steel reinforcing system and method for an active bridge.

Background

In China, most bridges are reinforced concrete structures, because concrete not only can meet the technical performance requirements of the bridges, but also is more economical. However, the bridge structure of reinforced concrete is also easy to generate diseases to a certain extent, and common diseases include overload damage, sedimentation, concrete degradation, local damage and cracking, concrete crack whiskering, concrete carbonization, steel bar corrosion and the like. The occurrence of the diseases can cause the reduction of the bearing capacity of the bridge, and the adverse effects on the appearance, the reliability, the stability and the like of the bridge, directly cause traffic safety accidents, and even cause collapse events when serious. Therefore, when the bridge is damaged, reasonable measures are needed to be taken for damage treatment so as to better promote the recovery of the engineering performance of the road and bridge and meet the traffic operation requirement.

Currently, generally adopted treatment measures for bridge diseases include crack surface repair treatment, crack grouting filling repair, steel bar sand blasting rust removal, pile foundation replacement, deviation correction and reset, periodic maintenance and the like. Although the existing treatment mode can alleviate the diseases of the active bridge to a certain extent, the problems cannot be fundamentally solved, and the main reason is that the bearing capacity of the bridge subjected to the disease treatment is greatly weakened compared with that of the bridge subjected to the original design, so that the bearing capacity cannot be ensured, and the bridge is dangerous for the bridge needing to travel large-scale equipment.

In view of this, there is a need for further improvements in the art.

Disclosure of Invention

Aiming at the problems in the prior art, the invention provides a corrugated steel reinforcing system and a corrugated steel reinforcing method for an active bridge, which aim to radically reinforce the active bridge, so that the bearing capacity of the reinforced bridge reaches or even exceeds the bearing capacity in the prior design, and the engineering performance of the bridge is recovered.

In order to achieve the technical purpose, the invention adopts the following technical scheme:

the corrugated steel reinforcement system for the active bridge comprises an existing main arch ring, a new concrete arch ring, a corrugated steel plate, a main arch back, an original arch abutment, a new raised wall, an arch bridge front wall retaining wall, a new enlarged foundation and an original enlarged foundation, wherein the corrugated steel plate is built on the lower side of the existing main arch ring through the new arch abutment, the new concrete arch ring is formed between the corrugated steel plate and the existing main arch ring, the lower end of the new arch abutment forms a new raised wall which is overlapped with the new raised wall, the new raised wall extends downwards to the top of the original enlarged foundation, the new enlarged foundation is arranged at the original enlarged foundation position, and the new enlarged foundation is positioned on one side of the original enlarged foundation facing the middle part of the bridge and the top surface of the new enlarged foundation is higher than the bottom surface of the corresponding new raised wall; and the newly-built enlarged foundation is integrally connected with the corresponding original enlarged foundation, the newly-built enlarged foundation is integrally connected with the corresponding newly-built wall, the newly-built wall is integrally connected with the corresponding rock mass or pier or the original retaining wall, and the newly-built arch abutment is integrally connected with the corresponding original arch abutment through implanted steel bars.

The corrugated steel reinforcement method for the active bridge comprises the following steps:

s0, repairing and sealing cracks;

s1, drilling holes, planting bars, namely implanting the bars, constructing a new building wall and a new enlarged foundation, and installing a new arch seat;

s2, splicing and installing corrugated steel plates;

s3, grouting concrete to form a newly-built concrete arch ring;

s4, constructing a main arch back filler, forming a filler layer on a bridge deck, and paving an asphalt pavement on the basis; wherein, part of the concrete filled in the step S3 enters above the bridge deck at the top of the arch back of the main arch and forms a part of the filler layer;

s5, performing corrosion prevention and water prevention treatment;

s6, restoring the paving and the arch bridge front wall retaining wall.

Compared with the prior art, the invention has at least the following beneficial effects:

1. in the prior art, when bridge disease treatment is carried out, the treatment is usually carried out only on the disease position (local), and the disease of the active bridge can be relieved to a certain extent, but the problem can not be fundamentally solved, and the transportation requirement of large-scale equipment such as TBM and the like can not be met. When the invention is used for treatment, a strong support is formed at the bottom, a newly-built concrete arch ring at the bottom and the existing main arch ring, the main arch back and a bridge deck above the main arch back form an organic whole, and the main arch back is filled with filling materials and is injected to form a filling material layer, so that a new repairing layer is added on the bridge bottom and the bridge deck, the upper and lower synergistic effects are achieved, and the repairing and reinforcing quality is greatly improved; by adopting the reinforcing system and the reinforcing method, the bearing capacity of the reinforced bridge even exceeds the bearing capacity of the original design, so that the transportation requirement of large-scale equipment can be met;

2. The corrugated steel plates adopted by the invention are divided into two different sizes, are staggered and stacked, are connected with the existing main arch ring through the anchor bolts, are convenient to install and greatly reduce the construction cost; according to the invention, the traditional complicated installation steps are simplified through the special anchor bolt structure, and the rapid splicing installation can be realized only through aligning and pressing, and the anchor bolt structure can form an organic unified whole with the inside and outside of the concrete-carried anchor bolt structure in the follow-up process, so that the biting force is greatly improved; the split anchor rod structure facilitates the installation of the stress sensor and the dynamic monitoring and testing of the bridge in the later period;

3. before forming a newly built concrete arch ring, the new concrete arch ring is wetted by clear water, so that the sealing performance of the corrugated steel plate is verified, and meanwhile, the concrete slurry is convenient to enter micro cracks, and the reinforcement quality is improved;

in summary, through the technical scheme of the invention, the bridge is reinforced and maintained from top to bottom, a unified organic whole is formed between the newly-built structure for reinforcing and maintaining and the structure of the existing bridge, and the reinforcing quality is greatly improved.

Drawings

The above and other objects, features and advantages of the present invention will become more apparent by describing in more detail exemplary embodiments thereof with reference to the attached drawings. Wherein like reference numerals generally refer to like elements throughout the exemplary embodiments.

FIG. 1 is a schematic diagram of a front view structure of an active bridge prior to reinforcement;

FIG. 2 is a schematic diagram of the front view of an active bridge reinforced with corrugated steel according to the present invention;

FIG. 3 is a schematic view of the rebar construction between the newly built enlarged foundation and the original enlarged foundation of the present invention;

fig. 4 is a schematic view of the construction of the reinforcing bar in the direction A-A shown in fig. 3;

FIG. 5 is a schematic view of the connection structure between the corrugated steel plate and the existing main arch ring used in the present invention;

FIG. 6 is a partially enlarged schematic illustration of region B of FIG. 5;

FIG. 7 is a schematic illustration of the first anchor of FIG. 6 prior to assembly with a second anchor;

FIG. 8 is a schematic view showing the splicing of the corrugated steel plate used in the present invention by plane expansion;

FIG. 9 is an enlarged schematic view of a single deck plate used in the present invention;

FIG. 10 is a schematic view of the piping arrangement of the present invention for performing a concrete grouting operation;

FIG. 11 is a schematic top view of the construction of the concrete grout of FIG. 10;

FIG. 12 is a schematic view of a partial front view of the main arch back of the present invention with filler grouting;

FIG. 13 is a schematic top plan view of the main arch back of FIG. 12 under filler grouting;

FIG. 14 is a schematic structural view of a bridge deck pavement replacement after filler grouting;

the concrete bridge comprises a 1-existing main arch ring, a 2-new concrete arch ring, a 3-corrugated steel plate, a 4-main arch back, a 5-original arch abutment, a 6-new arch abutment, a 7-new built wall, an 8-arch bridge front wall retaining wall, a 9-new enlarged foundation, a 10-original enlarged foundation, a 11-ground floor, a 12-first reinforcing steel bar, a 13-second reinforcing steel bar, a 14-third reinforcing steel bar, a 15-anchor bolt structure, a 151-first anchor bolt, a 152-anchor claw structure, 153-open grooves, 154-locking flanges, 155-balance plates, 156-through holes, 157-springs, 158-second anchor bolts, 159-locking parts, 15' -T-shaped buckles, 16-first corrugated steel plates, 17-second corrugated steel plates, 18-grouting pipelines, 19-slurry pipes, 20-slurry, 21-filler grouting holes, 22-filler layers, 23-concrete cushion layers, 24-modified asphalt synchronous sealing layers, 25-bridge floor sealing layers, 26-side walls and 401-guardrails.

Detailed Description

The technical solution of the present invention will be clearly and completely described below with reference to the embodiments and the accompanying drawings, and it is obvious that the described embodiments are only preferred embodiments of the present invention, not all embodiments, nor other forms of limitation of the present invention, and any person skilled in the art may make changes or modifications and equivalent variations using the disclosed technical matters. However, any simple modification, equivalent variation and variation of the above embodiments according to the technical substance of the present invention still fall within the protection scope of the technical solution of the present invention.

Example 1

As shown in fig. 1 to 14, the present invention provides a corrugated steel reinforcement system for an active bridge, comprising an existing main arch ring 1, a new concrete arch ring 2, a corrugated steel plate 3, a main arch back 4, an original arch abutment 5, a new arch abutment 6, a new raised wall 7, a front wall retaining wall 8 of the arch bridge, a new enlarged foundation 9 and an original enlarged foundation 10, wherein the corrugated steel plate 3 is built on the lower side of the existing main arch ring 1 through the new arch abutment 6, the new concrete arch ring 2 is formed between the corrugated steel plate 3 and the existing main arch ring 1, the lower end of the new arch abutment 6 forms new raised walls 7 overlapped with the new concrete arch ring (the left and right sides of a main culvert of the bridge shown in fig. 2), the new raised walls 7 extend downwards to the top of the original enlarged foundation 10, the new enlarged foundation 9 is arranged at the position of the original enlarged foundation 10, and the new enlarged foundation 9 is positioned on the side of the middle part of the original enlarged foundation 10 facing the bridge and the top surface of the new raised wall 7 is higher than the bottom surface of the corresponding new raised wall 7; and wherein, the newly-built enlarged foundation 9 and the corresponding original enlarged foundation 10, the newly-built enlarged foundation 9 and the corresponding newly-built wall 7, the newly-built wall 7 and the corresponding rock mass or pier or original retaining wall, the newly-built arch abutment 6 and the corresponding original arch abutment 5 are integrally connected by implanted steel bars. According to the invention, through the arrangement of the newly-built concrete arch ring 2, the newly-built arch abutment 6, the newly-built standing wall 7, the newly-built enlarged foundation 9 and the like, a strong support is formed at the bottom of the bridge, so that the bearing capacity of the active bridge can be greatly improved; in addition, the adopted corrugated steel plate 3 has stronger elastic recovery capability, the deformation resistance of the bridge can be improved, the newly-built concrete arch ring 2 is formed by adopting concrete grouting construction, and in the forming process, the poured concrete slurry can fill cracks and the like on the existing main arch ring 1 at the bottom of the bridge, so that the existing main arch ring 1 is reinforced.

It should be noted that, since the newly built arch abutment 6 and the corresponding original arch abutment 5 are integrally connected by the embedded steel bars, referring to fig. 2, the integral bottom support of the newly built arch abutment 6 and the corresponding original arch abutment 5 is large enough, and the original arch abutment 5 is already fixed at the corresponding position, the newly built arch abutment 6 is only required to be lapped on the newly built wall 7 (the newly built wall 7 is not required to be fixed integrally by the embedded steel bars). The setting has the advantages that the earthquake resistance of the bridge can be improved, when earthquake or other vibration occurs, the newly-built arch abutment 6 can generate certain deformation along with the newly-built concrete arch ring 2 and the corrugated steel plate 3, and the newly-built concrete arch ring can be timely recovered after the earthquake or other vibration is finished, so that the deformation resistance of the bridge is improved.

Preferably, a plurality of newly-built enlarged foundations 9 may be provided on each side of the bridge in a staggered manner (for example, two newly-built enlarged foundations 9 are respectively provided on the left side and the right side in fig. 2 in a staggered manner), and the top surfaces of the plurality of newly-built enlarged foundations 9 on the same side are sequentially lowered in the direction from the newly-built wall 7 toward the middle of the bridge, and the bottom surfaces of the plurality of newly-built enlarged foundations 9 on the same side are also sequentially lowered. The plurality of bridge supports are arranged in a superposition mode, so that the supporting force of the bridge bottom foundation can be improved, and the capability of preventing surrounding rocks from collapsing is improved.

Preferably, in the operation of implanting the reinforcing steel bars, each reinforcing steel bar is implanted at least to a predetermined distance of a corresponding original enlarged foundation 10, a corresponding rock mass, a corresponding pier or a corresponding original retaining wall, and is illustratively implanted at least to a depth of 20 cm; and the two overlapped bodies (such as the overlapped positions of the newly built wall 7 and the newly built enlarged foundation 9 and the overlapped positions of the adjacent two newly built enlarged foundations 9) are planted with complete reinforcing bars at the overlapped positions. As shown in fig. 3 to 4, which illustrate the fit relationship between two newly built enlarged foundations 9 and an original enlarged foundation 10, wherein the reinforcing bars used include a first reinforcing bar 12, a second reinforcing bar 13 and a third reinforcing bar 14, the first reinforcing bar 12 is used to form a reinforcing mesh structure in the vertical direction and the longitudinal direction (the direction perpendicular to the paper surface as shown in fig. 3), the first reinforcing bar 12 is not implanted into the original enlarged foundation 10, but forms a reinforcing mesh structure in the newly built enlarged foundation 9, the second reinforcing bar 13 and the third reinforcing bar 14 are each implanted into the original enlarged foundation 10, and the length of the third reinforcing bar 14 is longer than that of the second reinforcing bar 13, and the third reinforcing bar 14 passes through two newly built enlarged foundations 9 stacked one on another at the same time. By adopting such an arrangement, a tight connection between the stacks can be ensured, the connection strength is ensured, and an organic unity is formed between the stacks. It should be noted that, similar arrangements are adopted at the positions of the new building wall 7, the new building arch seat 6, etc., and will not be repeated here.

It should be further noted that, as shown in fig. 4, each second reinforcing bar 13 and each third reinforcing bar 14 for being implanted into the original enlarged foundation 10, the corresponding rock mass, the corresponding pier or the corresponding original retaining wall are all arranged in a staggered manner. The stability of the system can be improved, and the deformation resistance is higher.

Further, as shown in fig. 5 to 9, the corrugated steel plate 3 used in the present invention is a spliced corrugated steel plate, which includes a first corrugated steel plate 16 and a second corrugated steel plate 17, the first corrugated steel plate 16 and the second corrugated steel plate 17 have the same width but different lengths, or the first corrugated steel plate 16 and the second corrugated steel plate 17 have different widths but the same length (not shown in the drawings), and the first corrugated steel plate 16 and the second corrugated steel plate 17 are alternately overlapped, and the first corrugated steel plate 16 and the second corrugated steel plate 17 are fixedly connected at the overlapped position by using bolts or rivets. The overlapping here is similar to a conventional tile overlap construction, with an exemplary overlapping of the second corrugated steel sheet 17 above between adjacent first corrugated steel sheets 16, followed by a fixed connection. On one hand, the splicing mode is convenient for assembly construction, and because the assembly construction is performed at the bottom of an active bridge, the operation range is limited, large lifting equipment such as a crane and the like are inconvenient to enter, and by adopting the splicing mode, constructors can directly assemble at the bottom of the bridge by constructing a bracket; on the other hand, because the lap joint mode similar to tiles is adopted, adjacent corrugated steel plates can be tightly jointed under pressure in the subsequent concrete grouting process, and the concrete grouting condition can not occur.

In order to better achieve the object of the present invention, the corrugated steel plate 3 of the present invention is anchored to the existing main arch 1 by the anchor bolt structure 15, wherein the anchor bolt structure 15 comprises a first anchor bolt 151 and a second anchor bolt 158, one end of the first anchor bolt 151 is anchored into an anchor hole bored in the bottom of the existing main arch 1, the other end of the first anchor bolt 151 is the fluke structure 152, one end of the second anchor bolt 158 is fixedly connected to a peak of the corrugated steel plate 3 (the peak is formed more conveniently by processing), the other end is provided with a locking portion 159, and the fluke structure 152 and the locking portion 159 are locked by pressing. Specifically, an open groove 153 penetrating through the cross section of the fluke structure 152 is formed in the middle of the fluke structure 152, the open groove 153 divides the fluke structure 152 into a plurality of flukes, a locking flange 154 extending outwards is formed on the outer side of the bottom of the fluke structure 152, the locking portion 159 is a disc-shaped structure (such as a disc shape, a rectangular plate shape and the like) with an open top, a containing cavity communicated with the open top is formed in the middle of the disc-shaped structure, a balance plate 155 and a spring 157 are arranged in the containing cavity, the balance plate 155 is located on one side close to the open top compared with the spring 157, the spring 157 is always in a state of propping the balance plate 155 towards one side of the open top, wherein the containing cavity is preferably a cylindrical containing cavity with an inner diameter matched with the locking flange 154 and larger than the inner diameter of the open top. Preferably, the upper portion of the top opening is provided with a tapered guide and the bottom of the locking flange 154 is also tapered. Through the arrangement, when the corrugated steel plate 3 is installed, the corrugated steel plate 3 can be fixed on the existing main arch ring 1 only by directly facing the second anchor bolts 158 on the corrugated steel plate 3 to the first anchor bolts 151 and then pressing, so that construction is convenient, and the installation efficiency is greatly improved; in addition, since the size of the locking portion 159 is significantly larger than that of the rest of the anchors, for example, when the locking portion 159 is of a disc structure, the outer diameters thereof are larger than those of the rest of the upper fluke structure 152 and the lower second anchor 158 except for the locking portion 159, so that the tightness among the deck plate 3, the newly-built concrete arch ring 2 and the existing main arch ring 1 can be greatly improved, and the three can be integrally formed; the arrangement of the spring 157, after the fluke structure 152 and the locking portion 159 are locked and connected by pressing, always pushes the locking flange 154 towards the top direction of the accommodating cavity, so that the positioning is convenient, and when two adjacent corrugated steel plates are assembled, the arrangement of the spring 157 can facilitate certain flexible adjustment.

Further preferably, the balance plate 155 is provided with a through hole 156 at the middle part thereof, and after the fluke structure 152 and the locking portion 159 are locked by pressing, the open groove 153 communicates with the through hole 156 (communicates with the chamber where the lower spring 157 is located), the open groove 153 communicates with the space between the deck plate 3 and the existing main arch ring 1, and the bottom of the accommodating chamber of the locking portion 159 is provided with a plurality of balance holes (not shown in the figure) along the radial direction. Through such setting, when carrying out the slip casting construction of annotating the concrete, the concrete slurry can get into and hold the intracavity, like this, stock structure and concrete can form an organic wholely, compares in the mode of conventional screw in the concrete with the stock, and the seaming force improves greatly.

Further preferably, a plurality of T-shaped buckles 15' may be provided on the peaks of the corrugated steel plate 3 (see fig. 5). Because the anchor bolt structure 15 is used for positioning and mounting the corrugated steel plate 3, if the number is too large, the positioning is inconvenient, but if the number is too small, the engagement of the corrugated steel plate 3 and the newly-built concrete arch ring 2 is unfavorable, therefore, the T-shaped buckle 15' is additionally arranged on the contact of the anchor bolt structure 15, so that the engagement force of the corrugated steel plate 3 and the newly-built concrete arch ring 2 can be ensured, and the corrugated steel plate 3 and the newly-built concrete arch ring 2 form a unified whole. It is envisioned that a plurality of T-shaped buttons 15' may be provided on existing primary arch 1.

Further, in order to better achieve the purpose of the present invention, the main arch back 4 at the top of the existing main arch ring 1 is also filled with gravel packing through the packing grouting holes 21, and wherein the gravel packing forms a packing layer 22 on the bridge deck 401 after filling the packing grouting holes 21, and a concrete cushion layer 23 and a modified asphalt synchronous macadam seal layer 24 are paved on the packing layer 22. The filling is carried out through the filling grouting holes 21, and finally, a filling layer is formed, the filling layer and the main arch back 4 form an organic whole, and the filling layer isolates the original main arch back 4 from the outside, so that further corrosion and the like of the outside such as rainwater and the like on the main arch back can be avoided.

Further preferably, when the new concrete arch ring 2 of the present invention is formed, grouting pipes 18 (both sides of the bridge are provided with as shown in fig. 10 and 11) for concrete grouting construction are arranged at positions close to the new arch base 6, a plurality of grout pipes 19 are arranged at the top of the new concrete arch ring 2, the grout pipes 19 extend above the bridge deck 401 at the top of the main arch back 4, five grout pipes 19 are preferably arranged, and the five grout pipes 19 are arranged at the crossing points and all the end points of the cross shape in a cross shape. By the arrangement, concrete grouting is facilitated, and concrete slurry can emerge from the slurry-raising pipe 19 only after filling the space between the existing main arch ring 1 and the corrugated steel plate 3, so that the concrete slurry can be filled, and the quality of the newly-built concrete arch ring 2 is ensured; meanwhile, as the injected concrete slurry flows back from the upper part of the bridge deck 401 through the slurry-raising pipe 19, part of the upward concrete is solidified above the bridge deck 401 to form a part of the filler layer 22, thus forming a unified whole of the newly-built concrete arch ring 2, the main arch back 4 and the bridge deck 401 above the main arch back, the connection between the newly-built concrete arch ring 2 and the rest parts of the bridge is more compact, and the upper and lower structures of the bridge form a unified whole which is connected together, so that the bearing capacity of the bridge is greatly improved; by arranging the holes in a cross-shaped manner, after the concrete has set, new concrete struts are formed in the slurry pipe 19, but not on the uniform cross section of the bridge, so that the stability is higher and the risk of failure is reduced.

As a further preferred embodiment, the top of the bridge may be re-paved with the side walls 26 remaining, including replacing the guardrails 25, etc. Thus, the original formed crack area or steel bar corrosion area and the like are completely covered, so that the bridge is further protected, and the service life of the bridge is prolonged.

As a further preferred embodiment, the invention also provides a corrugated steel reinforcement method for an active bridge, which specifically comprises the following steps:

s0, repairing and sealing cracks;

s1, drilling holes to plant ribs (namely, steel bars are planted), constructing a new building wall 7 and a new enlarged foundation 9, and installing a new arch seat 6;

s2, splicing and installing corrugated steel plates 3;

s3, grouting concrete to form a newly-built concrete arch ring 2;

s4, filling construction of a main arch back 4, forming a filling layer 22 on a bridge deck, and paving an asphalt pavement on the basis; wherein, part of the concrete filled in the step S3 enters above the bridge deck 401 at the top of the main arch back 4 and forms a part of the filler layer 22;

s5, performing corrosion prevention and water prevention treatment;

s6, restoring the paving and the arch bridge front wall retaining wall;

in step S0, the main crack detected is mainly repaired and sealed, and many repairing methods are available in the prior art, which are not described herein.

Preferably, in step S1, the new erected wall 7 and the new enlarged foundation 9 are constructed simultaneously, and the new abutment 6 is installed after the new erected wall 7 and the new enlarged foundation 9 are constructed. The method comprises the following specific steps:

s11, positioning and bar planting drilling:

and detecting the positions of the reinforcing steel bars in the original enlarged foundation 10 and the rock mass or the bridge pier or the original retaining wall corresponding to the newly built wall 7 by using a reinforcing steel bar scanner, and drilling according to the hole positions, the apertures and the hole depths required by design after determining the positions of the reinforcing steel bars. In order to avoid drilling holes to reach the prestress steel strand during drilling, a scanner with a function of detecting multi-layer steel bars (such as a PS1000 concrete perspective instrument) is preferably adopted to detect and position the steel strand, and then the steel strand is avoided for punching;

s12, hole cleaning detection:

the hole wall is cleaned by metal brush, and then dust is cleaned by blowing air cylinder or air pump. The brushing and blowing steps need to be repeated at least 3 times until the holes are free of dust. In the process, the dust-free drilling technology (an electric hammer is matched with a dust collector and a hollow drill bit) is adopted for construction, so that a large amount of dust is prevented from being generated in the hole cleaning process of drilling. After the hole cleaning is finished, hole cleaning detection is carried out, and whether the hole diameter, the hole depth and the hole cleaning degree meet the requirements or not is checked;

S13, glue injection and bar planting:

before the steel bar is implanted, a special injector (glue gun) is used for injecting the steel bar implanting glue into the drilling hole. Before injecting the glue, the glue should be fully mixed, and when injecting, the glue is slowly injected from the bottom of the drilling hole, and the glue gun gradually retreats until the drilling hole is filled with 2/3 of the volume of the drilling hole; for deep hole glue injection, an electric glue gun is matched with the extension tube and the piston head to inject glue, so that bubbles in holes are avoided, and the anchoring bearing capacity is reduced. After the glue injection is finished, the steel bars are inserted in a unidirectional rotation mode until the design depth is reached, the uniform gap between the steel bars and the hole wall is ensured, and the positions and the verticality of the steel bars are corrected;

s14, standing and solidifying: before the bar planting glue is completely cured, the planted bar cannot be touched or vibrated so as not to influence the bonding performance of the planted bar;

s15, after the reinforcement planting is finished, concrete pouring is carried out to form a new building wall 7 and a new enlarged foundation 9; in the process, preferably, the newly-built wall 7 and the newly-built enlarged foundation 9 are integrally cast, so that the performance of two stacked bodies stacked and cast together by the third reinforcing steel bars 14 is more stable;

s16, installing a newly built arch abutment 6:

an anchoring drilling hole is drilled in advance on the newly built arch abutment 6, after the newly built arch abutment 6 is in place, drilling a drilling hole matched with the anchoring drilling hole on the original arch abutment 5 by using drilling equipment until the original arch abutment 5 is drilled through to a rock body or a pier or other bridge matrixes corresponding to the original arch abutment 5; then sequentially carrying out hole cleaning, glue injection, bar planting and installation operations. It should be noted that, because the newly built arch abutment 6 is not formed by casting in situ, the operations of hole cleaning, glue injection, bar planting and installation of the newly built arch abutment 6 and the original arch abutment 5 are performed by adopting the following steps:

S161, hole cleaning detection is carried out according to the mode of the step S12;

s162, injecting a bar planting adhesive into the original arch abutment 5 and a drill hole at a rock body or a bridge pier or other bridge matrix corresponding to the original arch abutment 5 (at the moment, the new arch abutment 6 is not injected), then enabling the new arch abutment 6 to be opposite to the original arch abutment 5 and keep a certain gap (for example, 10cm, 20cm or other), and penetrating a steel bar to be implanted into the drill hole at the rock body or the bridge pier or other bridge matrix corresponding to the original arch abutment 5 from the anchor drill hole through an anchor drill hole on the new arch abutment 6; after the reinforcement-embedded glue is solidified, firstly, epoxy resin joint sealing glue is smeared on the opposite surfaces of the newly built arch abutment 6 and the original arch abutment 5 through the gaps, and then the newly built arch abutment 6 is closed towards the original arch abutment 5 by using the embedded reinforcement; specifically, the steel bar to be implanted is provided with threads at one end close to the middle part of the bridge, so that at least one part of the implanted steel bar is in threaded connection with the original arch abutment 5, and after the rest and solidification of the bar planting glue are finished, the newly built arch abutment 6 can be moved to abut against the original arch abutment 5 through the matching of the screw cap and the threads on the steel bar;

s163, secondary sealing: after the newly built arch abutment 6 is tightly connected with the original arch abutment 5, epoxy resin sealing glue is further smeared at the gap between the newly built arch abutment 6 and the original arch abutment 5, and the sealing glue is smeared at the position of the screw cap, so that the newly built arch abutment 6 is installed.

Preferably, in step S2, the corrugated steel plates 3 used include a first corrugated steel plate 16 and a second corrugated steel plate 17, where the first corrugated steel plate 16 and the second corrugated steel plate 17 have the same width but different lengths, or the first corrugated steel plate 16 and the second corrugated steel plate 17 have different widths but the same length (not shown in the figure), and the first corrugated steel plate 16 and the second corrugated steel plate 17 are alternately overlapped, and the corrugated steel plates 3 at the position of the newly-built arch abutment 6 are fixedly connected with the newly-built arch abutment 6 through angle steel and anchor bolts, and all the corrugated steel plates 3 are connected with the existing main arch ring 1 through anchor bolt structures 15. More specifically, whether the first deck plate 16 or the second deck plate 17 is provided with at least three anchor structures 15 connected to the peaks of the deck plates, and the at least three anchor structures 15 are alternately arranged on at least two peaks, and when only three anchor structures 15 are provided, the three anchor structures 15 are respectively positioned on different peaks and alternately arranged, or two anchor structures 15 are positioned on the same peak, but the other anchor structure 15 is positioned on the other peak, by way of example, so that the three anchor structures 15 form a triangle structure, and the stable installation of the single spliced deck plate 3 is realized on the basis of as few anchor structures 15 as possible. It should be noted that the number of anchor structures 15 can be increased as desired, preferably in a triangular fashion, for example four, five, six or more. Since the anchor bolt structure 15 adopts the first anchor bolt 151 and the second anchor bolt 158 as described above, when the splice installation of the single corrugated steel plate 3 is performed, the first anchor bolt 151 is anchored to a predetermined position on the existing main arch ring 1 according to design requirements, then the second anchor bolt 158 on the corresponding corrugated steel plate 3 is aligned with the first anchor bolt 151, then the first anchor bolt 151 and the second anchor bolt 158 are locked by manual pressing force, thereby the corrugated steel plate 3 is installed below the existing main arch ring 1, the installation of the corrugated steel plate 3 is completed repeatedly in this way, then the lap joint positions of the adjacent two corrugated steel plates 3 are fixed by means of rivets or the like, and then the package between the corrugated steel plate 3 and the existing main arch ring 1 is performed by adopting the package, so that a closed cavity is formed between the corrugated steel plate 3 and the existing main arch ring 1. Furthermore, when assembling, the site operation of sealing and corrosion prevention treatment is needed after assembling is completed, and the gaps of overlapping joint positions, packaging positions and the like of the structural plates are filled and sealed by weather-proof glue, so that the whole sealing performance of round pipe culverts or bridge culverts can be improved after curing through special glue gun injection and coating.

Preferably, in step S3, a newly-built concrete arch ring 2 is formed between the corrugated steel plate 3 and the existing main arch ring 1, and the forming process includes:

s31, arranging grouting pipelines 18 for grouting concrete between the corrugated steel plate 3 and the existing main arch ring 1 at a position close to the newly built arch seat 6, wherein the grouting pipelines 18 are at least distributed on two sides of a bridge (namely at least two grouting pipelines 18 are arranged), arranging a grout-raising pipe 19 at the top of the newly built concrete arch ring 2, and extending the grout-raising pipe 19 to above a bridge deck 401 at the top of the main arch back 4 above the existing main arch ring 1;

s32, water injection wetting: the grouting pipe 18 is used for injecting clean water into the airtight cavity between the corrugated steel plate 3 and the existing main arch ring 1 for wetting, meanwhile, the splicing tightness of the corrugated steel plate 3 is checked by the clean water, when the clean water returns from the slurry overflow pipe 19 and no water seepage and water leakage exist, the injected clean water is drained through the grouting pipe 18 quickly, and then concrete slurry is injected immediately through the grouting pipe 18 by using concrete construction equipment. The fluidity and penetrability of clear water are stronger than those of concrete slurry, and the injected clear water wets, so that on one hand, the tightness test is more accurate and visual, and if the adopted clear water does not leak, the concrete slurry injected subsequently can not leak basically, thereby ensuring the construction quality of concrete; on the other hand, the clean water is more likely to reach the micro cracks on the existing main arch ring 1 (these cracks are not detected in the earlier step S0), and after the micro cracks are wetted with the clean water, the fluidity of the concrete slurry entering the micro cracks is also improved to some extent and enters the micro cracks when the concrete slurry is injected. In this way, when the concrete slurry is solidified, the newly formed new concrete arch ring 2 and the existing main arch ring 1 are more closely connected compared with the directly injected concrete slurry, so that the wetting treatment can also improve the connection between the new concrete arch ring 2 and the existing main arch ring 1, thereby being more beneficial to forming an organic unity between the new concrete arch ring 2 and the existing main arch ring 1 and improving the reinforcing quality;

S33, after the concrete slurry is discharged from all the slurry discharge pipes 19 and a certain amount of concrete slurry is discharged (if the concrete slurry is discharged from only part of the slurry discharge pipes, the slurry discharge pipes 19 which discharge the concrete slurry can be closed, the rest of the slurry discharge pipes 19 are waited for discharging the concrete slurry, wherein the certain amount is that the discharged concrete slurry can cover the area surrounded by all the slurry discharge pipes 19 above the bridge deck 401 and the thickness of the concrete slurry above the bridge deck 401 is required to be satisfied and is higher than the height of the slurry discharge pipes 19 above the bridge deck 401, and the heights of all the slurry discharge pipes 19 above the bridge deck 401 are the same), then the slurry discharge pipes 19 are closed, the concrete slurry is continuously poured by using at least one grouting pipe 18, and the bleeding and the exhausting are performed by using at least one grouting pipe 18. In the process, before the slurry-rising pipe 19 is closed, grouting is slowly and uniformly carried out, the concrete slurry adopted for forming the newly-built concrete arch ring 2 is preferably self-leveling small stone concrete slurry, and the self-leveling small stone concrete slurry is prepared by adopting cement, gravel and middle sand through field test and determining the proportion, wherein the particle size of the gravel adopts 0.5cm-2cm continuous grading, the maximum particle size is not more than 2cm, the water cement ratio is not more than 0.35, and the external additives such as a water reducing agent, a retarder, an expanding agent and the like are properly added into the slurry, so that the setting time, the workability and the like of the slurry are improved, the slurry has weak expansibility, and the compactness of the injected slurry is enhanced;

S34, waiting for condensation: alternate grouting pipes 18 (i.e., grouting pipes 18 originally used for concrete grouting are used for bleeding and exhausting, grouting pipes 18 originally used for bleeding and exhausting are used for concrete grouting), the concrete grouting condition is observed, and waiting for grouting is performed when grouting is full and grouting pressure is continuously increased to a certain value and concrete slurry can no longer be injected; when in curing, the grout pipe 19 is opened, and the concrete grout returned from the grout pipe 19 is treated to be cured with the concrete in the grout pipe 19 into a whole, and the grout pipe 19 can be used for carrying out repeated concrete grout filling during curing; and after the waiting for the coagulation is finished, grouting verification is carried out again until the design requirement is met. It should be noted that, during the waiting to congeal, can implant the reinforcing bar in the thick liquid pipe 19 for newly-built concrete arch ring 2 forms effective firm connection with main arch back of the arch 4 and the structure of its top, improves whole cooperativity, and the reinforcement effect is better.

Further, step S4 specifically includes laying filler grouting holes 21 on the bridge deck 401 according to the design requirements for filler grouting, and the slurry of the filler grouting is preferably cement slurry (without aggregate), and the grouting filler slurry is covered on the bridge deck 401 to form a filler layer 22. Wherein, the filler grouting holes 21 are pre-drilled when or before splicing and installing the corrugated steel plate 3 in the step S2; during filler grouting, part of the concrete filled in the step S3 enters above the bridge deck 401 at the top of the main arch back 4 and is mixed with cement slurry filled with the filler, and in the subsequent solidification process, the concrete above the bridge deck 401 entering the top of the main arch back 4 is formed into a part of the filler layer 22; after the filler layer 22 is formed, a concrete cushion layer 23 and a modified asphalt synchronous macadam seal layer 24 are paved above the filler layer 22 to form a complete bridge deck.

Example two

This embodiment only differs from the first embodiment in that a stress sensor (not shown) is added to the anchor structure 15 of the first embodiment. Specifically, at least two stress sensors are provided for each anchor bolt structure 15, preferably at least one of which is provided on the top surface of the receiving cavity of the locking portion 159 of the second anchor bolt 158, which is offset from the top opening of the locking portion 159 and which cooperates with the top surface of the locking flange 154 after the locking flange 154 has entered the receiving cavity; wherein at least another stress sensor is disposed on an inner sidewall of the top opening of the locking portion 159 (for example, on a wall of a circular hole when the top opening is the circular hole); among the above-mentioned stress sensors, the stress sensor provided on the top surface of the top of the receiving chamber is mainly used for monitoring the stress variation of the anchor bolt structure 15 in the axial direction, and the stress sensor provided on the inside wall of the top opening of the locking portion 159 is mainly used for monitoring the stress variation of the anchor bolt structure 15 in the shearing direction.

It should be noted that, since the reinforced bridge is formed by multiple parts, although a unified whole is formed, there is a difference in stress variation between the parts, and the conventional method only monitors at a certain part or positions of the bridge, for example, at the bridge deck or the bridge bottom, which is very limited. In the invention, the anchor bolt structure 15 is adopted to connect the existing main arch ring 1, the newly-built concrete arch ring 2 and the corrugated steel plate 3 to form a whole, so that the deformation conditions of the existing main arch ring 1, the newly-built concrete arch ring 2 and the corrugated steel plate 3 are connected with the corresponding anchor bolt structure 15, in addition, the anchor bolt structure 15 adopts a split type arrangement, so that the installation of a stress sensor is convenient (compared with the installation of a complete anchor bolt), and the stress sensor installed on the anchor bolt structure 15 can reflect the stress change (including the direction and the size) of the anchor bolt structure 15 according to the stress change of the anchor bolt structure 15 in the axial direction and the radial direction, and further reflect the stress change of a bridge structure at the position corresponding to the anchor bolt structure 15 on the whole; when the reinforced bridge is subjected to local stress concentration again and even new cracks appear, the stress sensor arranged on the anchor bolt structure 15 at the corresponding position can monitor the change, so that the guarantee is provided for the later normal operation of the bridge.

Further, it is still provided with MCU processing module, preferably, each crab-bolt structure 15 corresponds an MCU processing module, it is with the stress sensor communication connection on the crab-bolt structure 15 that corresponds and be used for gathering and processing the stress variation data that comes from corresponding stress sensor, MCU processing module is preferred installs in the bottom of corresponding corrugated steel plate 3, each MCU processing module all communicates with same central processing unit and connects, and be provided with accurate locator in the MCU module, for example with the help of UWB (Ultra Wideband) positioning technology, so make things convenient for central processing unit to carry out the position number to the MCU processing module that corresponds according to locating information.

With the adoption of the arrangement, in the later bridge operation process, the method can realize the real-time dynamic monitoring of the reinforced bridge, and the specific monitoring steps are as follows:

s1, after bridge reinforcement is completed, a central processing unit is utilized to send instructions to each MCU processing module, and the stress sensor corresponding to the central processing unit is initialized, so that the monitored stress value is zeroed;

s2, acquiring the position information of each MCU processing module by using a central processing unit, and carrying out position coding on each MCU processing module;

s3, acquiring stress data acquired by each stress sensor in real time, and determining a strain generating position by utilizing the stress data acquired by each stress sensor and position codes of corresponding MCU processing modes (a plurality of stress sensors are combined at the moment, and the stress sensors around the strain generating position acquire respective data);

S4, based on the strain position and the collected stress data, carrying out bridge bearing check by using a central processing unit, wherein the bridge bearing check comprises the steps of carrying out historical stress data comparison and predicting the danger possibly generated in the future;

and S5, when the predicted strain exceeds a preset predicted threshold, sending an overload alarm prompt to an alarm module through the central processing unit, so as to realize the dynamic monitoring of the reinforced bridge.

In order to better achieve the purpose of the invention, the invention is also provided with flexible multifunctional sensors at the lap joint positions of the mutually spliced corrugated steel plates 3, which can realize simultaneous monitoring of temperature, pressure, vibration frequency, inclination angle and the like, and wherein the flexible multifunctional sensors are connected with the corresponding MCU processing modules, and the central processing unit processes the monitoring data from the flexible multifunctional sensors acquired by the MCU processing modules. In addition, stress sensors and linear displacement sensors are respectively arranged at the left side and the right side of the interface position of the middle part of the bridge and the bottom of the corrugated steel plate 3 at the bottom of the bridge and are used for monitoring stress changes and displacement at corresponding positions in the running process of the bridge.

The foregoing is merely illustrative of the present invention, and the present invention is not limited thereto, and any person skilled in the art will readily recognize that variations or substitutions are within the scope of the present invention.

Claims (10)

1. The corrugated steel reinforcement system for the active bridge comprises an existing main arch ring (1), a new concrete arch ring (2), a corrugated steel plate (3), a main arch back (4), an original arch seat (5), a new arch seat (6), a new standing wall (7), an arch bridge front wall retaining wall (8), a new expansion foundation (9) and an original expansion foundation (10), and is characterized in that the corrugated steel plate (3) is built on the lower side of the existing main arch ring (1) through the new arch seat (6), the new concrete arch ring (2) is formed between the corrugated steel plate (3) and the existing main arch ring (1), the lower end of the new arch seat (6) forms a new standing wall (7) overlapped with the new concrete arch ring, the new standing wall (7) extends downwards to the top of the original expansion foundation (10), the new expansion foundation (9) is arranged at the position of the original expansion foundation (10), and the new expansion foundation (9) is positioned on one side of the original expansion foundation (10) facing the middle of the bridge and the top surface of the new standing wall (7) is higher than the bottom surface of the corresponding new standing wall (7); and wherein, between newly-built expansion basis (9) and the corresponding original expansion basis (10), between newly-built expansion basis (9) and the corresponding newly-built wall (7), between newly-built wall (7) and corresponding rock mass or pier or original barricade, between newly-built arch abutment (6) and corresponding original arch abutment (5) all form integrative connection through implanting the reinforcing bar.

2. A corrugated steel reinforcement system for an active bridge according to claim 1, wherein the newly built abutment (6) is integrally connected to the corresponding original abutment (5) by means of an implanted reinforcement, the newly built abutment (6) being preformed, and the newly built abutment (6) being placed in overlapping relationship on the newly built wall (7).

3. A corrugated steel reinforcement system for an active bridge according to claim 1, wherein the corrugated steel plate (3) is a splice corrugated steel plate comprising a first corrugated steel plate (16) and a second corrugated steel plate (17), the first corrugated steel plate (16) and the second corrugated steel plate (17) being identical in width but different in length, or the first corrugated steel plate (16) and the second corrugated steel plate (17) being different in width but identical in length, the first corrugated steel plate (16) and the second corrugated steel plate (17) being alternately overlapped, the first corrugated steel plate (16) and the second corrugated steel plate (17) being fixedly connected at the overlapped position.

4. A corrugated steel reinforcement system for an active bridge as claimed in claim 1, wherein the corrugated steel plate (3) is anchored to the existing main arch (1) by means of an anchor bolt structure (15), wherein the anchor bolt structure (15) comprises a first anchor bolt (151) and a second anchor bolt (158), one end of the first anchor bolt (151) is anchored into an anchor hole bored in the bottom of the existing main arch (1), the other end of the first anchor bolt (151) is a fluke structure (152), one end of the second anchor bolt (158) is fixedly connected to the corrugated steel plate (3), the other end is provided as a locking portion (159), and the fluke structure (152) and the locking portion (159) are brought into locking connection by pressing.

5. A corrugated steel reinforcement system for an active bridge as claimed in claim 4, wherein the central portion of the fluke structure (152) is formed with an open groove (153) penetrating the cross section of the fluke structure (152), the open groove (153) dividing the fluke structure (152) into a plurality of flukes, the outer side of the bottom of the fluke structure (152) is formed with an outwardly extending locking flange (154), the locking portion (159) is a disc-shaped structure with a top opening, the central portion of the disc-shaped structure is formed with a receiving cavity communicating with the top opening, a balance plate (155) and a spring (157) are provided in the receiving cavity, the balance plate (155) is located at a side close to the top opening compared with the spring (157), the spring (157) is always in a state of propping up the balance plate (155) toward the side of the top opening, wherein the receiving cavity is a cylindrical receiving cavity with an inner diameter matched with the locking flange (154) and larger than the inner diameter of the top opening.

6. A corrugated steel reinforcement system for an active bridge as claimed in claim 5, wherein the balance plate (155) is provided with a through hole (156) at the middle portion thereof, and, after the fluke structure (152) and the locking portion (159) are locked by pressing, the open groove (153) communicates with the through hole (156), the open groove (153) communicates with the space between the corrugated steel plate (3) and the existing main arch ring (1), and the bottom of the accommodation chamber of the locking portion (159) is provided with a plurality of balance holes in the radial direction.

7. A method for reinforcing an active bridge with corrugated steel, based on a system for reinforcing an active bridge with corrugated steel according to any one of claims 1 to 6, characterized in that it comprises in particular the following steps:

s0, repairing and sealing cracks;

s1, drilling holes, planting bars, namely implanting the bars, constructing a new building wall (7) and a new expansion foundation (9), and installing a new arch base (6);

s2, splicing and installing corrugated steel plates (3);

s3, grouting construction is carried out on concrete to form a newly built concrete arch ring (2);

s4, filling construction of a main arch back (4), forming a filling layer (22) on a bridge deck (401), and paving an asphalt pavement on the basis; wherein, part of the concrete filled in the step S3 enters the upper part of the bridge deck (401) at the top of the main arch back (4) and forms a part of the filler layer (22);

s5, performing corrosion prevention and water prevention treatment;

s6, restoring the paving and the arch bridge front wall retaining wall (8).

8. The corrugated steel reinforcement method for an active bridge as claimed in claim 7, wherein in the step S1, the new erected wall (7) and the new enlarged foundation (9) are constructed simultaneously, and the new arch abutment (6) is installed after the new erected wall (7) and the new enlarged foundation (9) are constructed, specifically comprising the steps of:

S11, positioning and bar planting drilling:

detecting the positions of the steel bars in the original enlarged foundation (10) and the rock mass or bridge pier or original retaining wall corresponding to the newly built wall (7) by using a steel bar scanner, determining the positions of the steel bars, and drilling holes according to the hole positions, the hole diameters and the hole depths required by design under the condition of avoiding steel strands;

s12, hole cleaning detection:

cleaning the hole wall by using a metal brush, then deeply cleaning dust at the bottom of the hole by using a gas blowing cylinder or a gas pump, and after the hole cleaning is finished, performing hole cleaning detection to check whether the hole diameter, the hole depth and the hole cleaning degree meet the requirements;

s13, glue injection and bar planting:

before the steel bar is implanted, a special injector is used for injecting the bar-planting glue into the drill hole; during injection, the glue is slowly injected from the bottom of the drilling hole, and the glue gun is gradually retracted until the drilling hole is filled with 2/3 of the volume of the drilling hole; after the glue injection is finished, the steel bars are inserted in a unidirectional rotation mode until the design depth is reached, the uniform gap between the steel bars and the hole wall is ensured, and the positions and the verticality of the steel bars are corrected;

s14, standing and solidifying: before the bar planting glue is completely cured, the planted bar cannot be touched or vibrated so as not to influence the bonding performance of the planted bar;

s15, after the reinforcement planting is finished, concrete pouring is carried out to form a newly built wall (7) and a newly built enlarged foundation (9); when pouring is carried out, the newly built wall (7) and the newly built enlarged foundation (9) are integrally poured and formed;

S16, installing the newly built arch abutment (6).

9. A corrugated steel reinforcement method for an active bridge as claimed in claim 8, wherein an anchor borehole is drilled in advance in the newly built abutment (6), and after the newly built abutment (6) is in place, a borehole matching the anchor borehole is drilled in the original abutment (5) by means of a drilling device until the original abutment (5) is drilled through to a predetermined depth of rock mass or bridge pier or other bridge matrix corresponding to the original abutment (5); then sequentially carrying out hole cleaning, glue injection, bar planting and installation operations, and specifically carrying out the following steps:

s161, hole cleaning detection is carried out according to the mode of the step S12;

s162, injecting a bar planting adhesive into the original arch abutment (5) and the drill holes of the rock mass or the bridge pier or other bridge matrixes corresponding to the original arch abutment (5), then enabling the newly built arch abutment (6) to be opposite to the original arch abutment (5) and keep a certain gap, and penetrating the steel bars to be implanted into the drill holes of the rock mass or the bridge pier or other bridge matrixes corresponding to the original arch abutment (5) from the anchor drill holes through the anchor drill holes on the newly built arch abutment (6); after the reinforcement-implanted glue is solidified, firstly, epoxy resin joint sealing glue is smeared on the opposite surfaces of the newly built arch abutment (6) and the original arch abutment (5) through the gaps, and then the newly built arch abutment (6) is closed towards the original arch abutment (5) by using the implanted reinforcing steel bars; the above-mentioned bringing together is achieved by: the steel bar to be implanted is provided with threads at one end close to the middle of the bridge, so that at least one part of the implanted steel bar is in threaded connection with the original arch abutment (5), and after the rest and solidification of the bar planting glue are finished, the newly built arch abutment (6) can be moved to abut against the original arch abutment (5) through the matching of the screw cap and the threads on the steel bar;

S163, secondary sealing: after the newly-built arch abutment (6) is tightly connected with the original arch abutment (5), epoxy resin sealing glue is further smeared at a gap between the newly-built arch abutment (6) and the original arch abutment (5), and the sealing glue is smeared at the position of the screw cap, so that the newly-built arch abutment (6) is installed.

10. A method for reinforcing corrugated steel for an active bridge as claimed in claim 7, wherein in step S3, a newly built concrete arch ring (2) is formed between the corrugated steel plate (3) and the existing main arch ring (1), and the forming process includes:

s31, arranging grouting pipelines (18) for grouting concrete between the corrugated steel plate (3) and the existing main arch ring (1) at positions close to the newly built arch seats (6), wherein the grouting pipelines (18) are at least distributed on two sides of a bridge, arranging a slurry-overflowing pipe (19) at the top of the newly built concrete arch ring (2), and extending the slurry-overflowing pipe (19) to the position above a bridge deck (401) at the top of the main arch back (4) above the existing main arch ring (1);

s32, water injection wetting: injecting clean water into a closed cavity between the corrugated steel plate (3) and the existing main arch ring (1) through a grouting pipeline (18) for wetting, checking the splicing tightness of the corrugated steel plate (3) by utilizing the clean water, draining the injected clean water through the grouting pipeline (18) quickly when the clean water returns from the slurry-rising pipe (19) and no water seepage and water leakage exist, and immediately injecting concrete slurry through the grouting pipeline (18) by utilizing concrete construction equipment

S33, after concrete slurry is overflowed from all the grouting pipes (19) and a certain amount of concrete slurry is overflowed, closing all the grouting pipes (19), continuing grouting the concrete slurry by using at least one grouting pipeline (18), and bleeding and exhausting by using at least one other grouting pipeline (18);

s34, waiting for condensation: alternately changing grouting pipelines (18), observing the grouting condition of concrete, and waiting for grouting when grouting is full and grouting pressure is continuously increased to a certain value and concrete slurry can not be injected any more;

when in curing, the grout outlet pipe (19) is opened, and concrete grout returned from the grout outlet pipe (19) is treated to be coagulated with concrete in the grout outlet pipe (19) into a whole, and the grout is supplemented by the grout outlet pipe (19) for a plurality of times; after the waiting for the coagulation is finished, grouting verification is carried out again until the design requirement is met; and during the waiting and setting, the reinforcing steel bars are implanted in the slurry-overflowing pipe (19).