CN113236307B - Urban subway tunnel steel lining reinforcement construction method - Google Patents
Urban subway tunnel steel lining reinforcement construction method Download PDFInfo
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- CN113236307B CN113236307B CN202110735651.5A CN202110735651A CN113236307B CN 113236307 B CN113236307 B CN 113236307B CN 202110735651 A CN202110735651 A CN 202110735651A CN 113236307 B CN113236307 B CN 113236307B
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/102—Removable shuttering; Bearing or supporting devices therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/003—Machines for drilling anchor holes and setting anchor bolts
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
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Abstract
The invention discloses a construction method for reinforcing steel linings of urban subway tunnels, which does not need to use temporary emergency operations such as field flame cutting, field drilling and the like during field installation. All construction operation contents are fully prepared before the steel lining is installed, and the construction plan is quite high in comprehensive implementation degree, so that the phenomenon that holes cannot be formed in reinforcing steel bars and flame cutting is unreasonably caused by the fact that the steel lining plates are partitioned and the concrete segment anchoring bolt holes are matched and drilled in the prior art are avoided. The process of the invention can not bury potential safety hazards for next-day operation of subways. The invention can also realize the auxiliary construction course such as evacuation platforms and supports, various pipelines, cables and supports, etc. which need to be disassembled and moved in the tunnel, and the invention can completely recover in the current day when disassembling and changing construction in the current day construction request point.
Description
Technical Field
The invention relates to the technical field of shield construction, in particular to a reinforcing construction method for steel linings of urban subway tunnels (shield tunnels).
Background
Urban subways are public transportation means, are the most important and most convenient municipal transportation systems for daily use, and are connected with people living in the city in a myriad ways. The precision and the safety of the operation time are greatly concerned and favored by people in governments and social circles. In order to ensure the safety of subway operation and the bearing capacity of a subway tunnel structure, the requirements of the function and the durability of the subway tunnel structure must be absolutely met within the service life of the subway tunnel structure.
In recent years, with the continuous development of urban construction, near an area above an in-situ iron tunnel, the construction of urban building (buildings and municipal bridges) reconstruction and extension projects and foundation construction … … such as foundation pits and pile foundations which are correspondingly matched cause the external load borne by the shield tunnel to change greatly, and similar load changes can cause the concrete pipe of the shield tunnel to be damaged to a certain extent. And causing tunnel defects such as duct piece cracks, water seepage, tunnel deformation and the like.
With the continuous operation of subways and the gradual improvement of security measures and management systems such as tunnel patrol and the like, the tunnel patrol and the like find that the inner surface of a subway operation tunnel has different degrees of diseases such as cracks, water seepage, local fragmentation, peeling and the like, and particularly the tunnel diseases of the subway tunnel in the southern city are more prominent. The subway operation safety is seriously influenced by the diseases.
The newly-built shield tunnel is also influenced by geological factors and the shield machine has the condition of floating up and down to different degrees in the tunneling process, so that the clearance on the upper part or the lower part of the shield tail is too small, the segment assembly is difficult, the assembled segment is in a duck egg shape, and the local concrete segment is turned inwards. Under the condition, the normal propulsion of the shield tunneling machine causes uneven stress on the concrete pipe piece in the shield tail, so that the extrusion and the fragmentation of the upper or lower area of the pipe piece are serious, and tunnel diseases such as pipe piece cracks, water seepage of a circular seam and the like are caused.
The tunnel diseases tend to weaken the influence of different degrees on the bearing capacity and the service life of the shield tunnel, and potential safety hazards are brought to subway operation safety.
In order to relieve and eliminate the development trend and severity of the tunnel diseases, on one hand, a city subway administration needs to organize full-time staff to carry out regular patrol on the tunnel diseases, and simultaneously, employ qualified professional survey hospitals to carry out systematic professional survey, survey and three-dimensional scanning on the operated subway tunnels, and carry out quantification and statistical analysis on the tunnel diseases. Analysis indicates deformation diseases such as horizontal convergence deformation of cross sections, relative deformation of longitudinal sections and the like of shield tunnels in the disease areas in different degrees. The method is roughly divided into the following steps according to different degrees of diseases of the shield tunnel in the disease section: seepage diseases (classified into wet spots, water seepage, drip leakage, line leakage and silt leakage according to the severity) and damage diseases (classified into pipe piece ring (longitudinal) cracks and pipe piece peeling according to the characteristics of the diseases). And designing a corresponding repair scheme for the shield tunnel in the diseased region by a related design institute according to technical data such as shield tunnel disease survey reports, shield tunnel disease survey result reports, disease region tunnel segment repair scheme expert demonstration reports and the like.
The main considerations for repairing the tunnel concrete segment are as follows: horizontal convergence deformation, damage position and degree (annular cracks and longitudinal cracks), dislocation, water leakage and the like of the formed tunnel.
In case impaired degree appears in the tunnel concrete section of jurisdiction, when having reached and must carry out the structure reinforcement and consolidating (to the horizontal convergence of tunnel section of jurisdiction warp super police or the tunnel section of jurisdiction appear running through the concrete section of jurisdiction that its width of crack exceeds police), the reinforcement of the steel inside lining reinforcement of present preferred use ensures the intensity of tunnel section of jurisdiction, guarantees subway operation safety.
The conventional steel lining installation method has the following disadvantages:
the construction cycle period is long. Because the installation equipment is heavy and needs to be arranged below the access end line of the subway locomotive section, the distance from the section needing to be reinforced by the steel lining is very long, so that facilities and equipment in a tunnel cannot be realized in limited construction request time on the same day, and particularly, the 'construction is dismantled and changed on the same day and the evacuation platform is recovered on the same day' cannot be realized when the evacuation platform is dismantled and changed. Potential safety hazards can be buried in the next day of operation of the subway in such construction.
Secondly, the hole sites of the anchor bolt holes on the matched steel lining plate blocks are prefabricated according to the ideal hole site determined by the designed ideal hole distance. The anchoring bolt hole of the fixed steel lining on the tunnel concrete segment can only be prepared on the installation site, and the reinforcing steel bar in the tunnel concrete segment is damaged from this, so that the strength of the tunnel concrete segment is reduced due to secondary damage caused by the reinforcing construction.
Due to the limitation of installation equipment, facilities, equipment or supports (such as partial contact net supports) and the like which cannot be changed (meet continuous steel lining reinforcing duct pieces) on the concrete duct pieces in the tunnel cannot be staggered or avoided by adopting certain technical measures.
And fourthly, because the time for the installation equipment to pass in and out of the construction interval is longer, only the arc length of the steel lining plate is increased by blocks and a single arc length in order to improve the construction efficiency, so that good attaching degree and attaching rate cannot be formed between the outer arc surface of the steel lining and the inner arc surface of the concrete pipe of the tunnel, and the gap after installation is often uncontrolled and large. The comprehensive strength of the superposed composite structure with the formed steel ring and the original tunnel structure stressed together can be weakened.
Disclosure of Invention
Aiming at the defects of the prior art, the invention aims to provide a construction method for reinforcing steel linings of urban subway tunnels.
In order to avoid the defects, the invention adopts the following technical scheme:
a construction method for reinforcing steel linings of urban subway tunnels comprises the following specific processes:
s1, firstly, determining an area needing steel lining reinforcement construction on a construction site;
s2, before reinforcing and installing the steel lining, repairing and treating the defects of tunnel leakage, cracks, breakage, peeling, settlement and the like in the steel lining reinforcing construction area determined in the step S1;
s3, plugging and annular longitudinal seam processing (annular seam processing range is determined according to design requirements) are carried out on the hand holes on the concrete segments in the areas which need steel lining reinforcement construction by using the multifunctional movable tunnel reinforcement construction operation platform;
s4, utilizing the multifunctional movable tunnel reinforcing construction operation platform to disassemble, change and restore the pipeline, the cable, the evacuation platform and the support in the area needing steel lining reinforcing construction;
s5, performing site reconnaissance, measurement and paying-off on the inner arc surface of the concrete segment at the position where the steel lining is needed to be reinforced by using the multifunctional movable tunnel reinforcing construction operation platform, determining the upper, lower, left and right peripheral boundaries of each steel lining ring and each ring steel lining plate block, and determining a steel lining installation control line and an ideal hole position of an anchoring bolt hole of the steel lining installation control line; on the premise of meeting the design requirements, determining the installation positions of the rings and the steel lining plate blocks, making field lofting surveying and mapping records, and numbering the records;
s6, utilizing the multifunctional movable tunnel reinforcing construction operation platform, drilling a probing hole on the ideal position of the anchor bolt hole marked on the concrete pipe sheet on the inner arc surface of the concrete pipe sheet in the steel lining reinforcing construction area, and when the hole depth of the probing hole exceeds a steel bar protective layer and does not meet a steel bar, completing the drilling of the anchor bolt hole according to the hole diameter and the hole depth specified by the design requirement; if the exploratory hole meets the reinforcing steel bar, the actual situation of the installation site is combined, secondary adjustment needs to be carried out on the ideal position of the anchoring bolt hole, namely, on the basis of the ideal position of the anchoring bolt hole, the sequence of' up and down first, and then left and right is moved away by 25-50 mm (the specific size needs to meet the design requirement), drilling of the exploratory hole is carried out again until the reinforcing steel bar in the concrete pipe piece is successfully avoided, and meanwhile, a hand hole, a hoisting hole, a grouting hole and a longitudinal joint on the concrete pipe piece need to be avoided, so that the strength of the tunnel concrete pipe piece is not reduced due to secondary damage caused by the reinforcing construction. After drilling of the anchor bolt hole is completed, determining the actual hole position of the anchor bolt hole, making field lofting mapping records, cleaning the hole by using a cleaning tool such as an air pump, a cylindrical brush and the like, and cleaning up dust in the anchor bolt hole to create conditions for implantation and anchoring of the anchor bolt; the size, the embedding depth, the anchoring quantity and the like of the bolts used for anchoring all meet the design requirements; then, plugging the unused waste probing hole;
and S7, fully referring to the site condition and lofting mapping records of S5 and S6, and comprehensively and optimally determining the block number and the steel lining structure of the steel lining to the greatest extent:
s7.1, comprehensively and optimizing technical measures which are required to be taken in advance for plate partitioning with brackets (if required), closed ring plate partitioning and curvature out-of-tolerance and special steel lining plate partitioning for staggering and avoiding non-detachable supports (such as part of contact net supports), so that the specific geometric shape and size of each steel lining plate partitioning are determined;
s7.2, determining the actual site hole position of the anchor bolt hole, and ensuring that the hole positions of the prefabricated anchor bolt hole and the anchor bolt hole on the inner arc surface of the concrete are consistent when the steel lining plate is processed in a blocking mode;
s8, fully referring to the condition of S7, drawing a construction drawing of the steel lining plate blocks meeting the design requirements through the detailed design of the steel lining plate blocks; through the refinement design of the steel lining plate blocks, the steel lining plate blocks are guaranteed to be manufactured and installed technically, and good attaching degree and attaching rate are formed between the outer arc surface of the steel lining and the inner arc surface of the tunnel concrete pipe.
S9, processing and manufacturing the steel lining plate blocks strictly according to the technical requirements of the construction drawing of the steel lining plate blocks; before the steel lining plate is processed and molded in blocks and leaves a factory, the inner arc surface of the steel lining plate is subjected to rust removal and corrosion prevention treatment, and the corrosion prevention thickness meets the design requirement; the outer arc surface needs to be subjected to rust removal treatment;
s9, pre-assembling the whole ring before formal installation of the steel lining so as to evaluate the comprehensive quality, the assembling effect and the assembling precision of the steel lining processing and manufacturing; formal installation of the steel lining can be carried out after the assembling effect and the assembling precision meet the design requirements, otherwise, the block processing precision and the number of the blocks of the steel lining plate need to be adjusted again until the block processing precision and the number of the blocks meet the design requirements, and the maximum gap between the steel lining plate and the concrete segment is ensured not to exceed 10 mm when the steel lining plate is installed;
s10, mounting and welding steel lining plates in blocks by utilizing the multifunctional movable tunnel reinforcing construction work platform;
s11, performing grouting construction operation after the steel lining is backed by using the multifunctional movable tunnel reinforcing construction operation platform;
s12, after the steel lining is completely installed, performing on-site secondary repair anticorrosion treatment on the original anticorrosion layer damaged in the construction process by using the multifunctional movable tunnel reinforcement construction operation platform;
and S13, periodically checking the steel lining after the reinforcement is finished.
Further, in step S5, the paying-off is performed by using a self-made two-dimensional special scribing template, the scribing template is composed of a template frame and a galvanized panel with a plate thickness of 1.0-1.2 mm, and the template frame is a hollow thin-wall aluminum alloy square tube; on the galvanized panel, an ideal hole position is determined according to an ideal hole distance given by design requirements, and a positioning hole with the hole diameter of 1-3 mm is prefabricated, so that the ideal hole position of the anchoring bolt can be conveniently marked on the concrete pipe sheet when the concrete pipe sheet is paid off.
Further, the specific process of step S10 is:
(1) mounting and constructing the bracket (if necessary), such as placing, adjusting, anchoring and the like;
(2) splicing, adjusting and anchoring steel lining plates in blocks;
(3) installing and constructing a steel pulling plate (if needed);
(4) after the steel lining is assembled in a ring forming mode, permanent structural welding needs to be carried out after the ring forming.
Further, the specific process of step S11 is:
s11.1, after ring-forming assembly and structural welding of the steel lining are finished, edge sealing construction operation of the steel lining is required; namely, epoxy daub is used, and gaps between edges of two sides of each steel ring plate partition and the tunnel concrete segment are plugged; then plugging gaps among the anchor bolts, the nuts and the steel ring plate blocking concave surfaces; the edge sealing needs to be tightly blocked so as to prevent the slurry from overflowing from the gap to cause slurry waste in the grouting operation process; embedding grouting pipes positioned at two sides of the steel lining, wherein the surface of the edge sealing is smooth and has no obvious concave-convex phenomenon;
s11.2, adopting a pressure injection method to densely fill the slurry (rigid epoxy resin) in the gap between the steel lining and the concrete pipe sheet; the grouting can not generate gap leakage and gap filling, and can not generate slurry overflow; after the bonding material is solidified, the pre-embedded grouting pipe is cleaned up and is free from residue.
The invention has the beneficial effects that: by utilizing the process, all construction operation contents are fully prepared before the steel lining is installed, and the construction plan has very high comprehensive implementation degree. Thereby avoided prior art to join in marriage when installing concrete segment anchor keyhole and met the unable system hole of reinforcing bar and thereby the emergence of drawing flame cutting phenomenon because of the lining plate piecemeal is unreasonable in the steel. The process of the invention can not bury potential safety hazards for next-day operation of subways.
In addition, the process of the invention utilizes the existing equipment that the multifunctional movable tunnel reinforcing construction operation platform is in a disassembly and assembly type, no additional special condition is provided for the entrance and exit of a subway, and all the entrance and exit of common pedestrians which can pass through the process are suitable for the construction operation platform to enter and exit the tunnel, so that the subway station mouth which is close to the area with the tunnel defect can be selected as the station mouth for people, machines and materials to enter the tunnel, thus, a large amount of construction auxiliary preparation time can be saved, steel lining installation construction can be carried out in the tunnel, and convenient conditions are provided for realizing the disassembly construction and the recovery of the evacuation platform in the tunnel on the same day.
Drawings
FIG. 1 is a side view of a scoring template in an embodiment of the present invention;
FIG. 2 is a front view of a scoring template in an embodiment of the present invention;
FIG. 3 is a side view of a corbel in an embodiment of the present invention;
FIG. 4 is a top view of a corbel in an embodiment of the present invention.
Detailed Description
The present invention will be further described below, and it should be noted that the present embodiment is based on the technical solution, and a detailed implementation manner and a specific operation process are provided, but the protection scope of the present invention is not limited to the present embodiment.
Before describing the present embodiment, a few technical terms related to the present embodiment will be briefly introduced:
1. urban subway tunnels (shield tunnels): the assembled tunnel is constructed by assembling precast concrete segments and lining by adopting a shield construction technology.
2. A concrete segment: the prefabricated member of the concrete two-dimensional cylindrical surface which forms the most basic and the most basic of the urban subway tunnel (shield tunnel) is formed. A complete shield tunnel ring is generally composed of six independent concrete segments. Three standard B blocks; a left adjacent L1 block; a right adjacent L2 block; and one capping F block. They are joined together by splicing, joining and sealing operations. The inner arc surface is provided with hand holes (prefabricated on the inner surface of a concrete segment, used for fastening screw nuts at two ends of a bent bolt and an inwards sunken mounting cavity). And a ring and a longitudinal steel bar are arranged in the duct piece.
3. Reinforcing the steel lining: also called steel ring reinforcement and tunnel internal steel ring reinforcement. In order to make up the insufficient bearing capacity of the shield tunnel structure and meet the requirements of the function and the durability of the shield tunnel structure in the service life period, annular steel plates are adopted, firstly, the annular steel plates are anchored on the inner arc surface of the tunnel through expansion bolts or chemical anchor bolts, after the annular steel plates are spliced to form a whole ring, all steel lining plates are subjected to field structural welding in blocks and are filled and bonded, and therefore the process that the steel rings and the original tunnel structure bear the force together is formed. The reinforcing and reinforcing of the steel lining are carried out under the condition that the tunnel deformation is in a stable state.
4. Partitioning the steel lining plate: also known as steel ring plate partitioning. Is the most basic and basic steel component (generally made of steel: Q345B) of the steel ring (steel lining). The arc plate type single-piece steel structure is embodied in a single piece mode (temporary installation process tools such as an attached lifting lug, a positioning plate and a hand-held installation ring are contained). Several anchor holes for anchor connection are prefabricated on the concrete pipe, and the holes are prefabricated according to the actual hole distance of the same number of anchor holes for anchor connection (when the holes are prefabricated, special technical measures for avoiding the reinforcing steel bar in the concrete pipe are adopted), and the holes of the two holes are completely identical and matched. The four sides of the steel lining plate blocks are processed by automatic or semi-automatic flame cutting equipment. The radian of the arc plate is formed by cold forming and processing through a plate bending machine or a forming press and other equipment. When the tunnel is installed, the concave surface (intrados) faces the center of the tunnel. The concave surface (inner arc surface) needs sand blasting rust removal and corrosion prevention treatment. The convex surface (extrados) will fit on the tunnel inner arc surface. The rust removal is carried out by sand blasting, and the convex surface is kept clean during installation.
5. Corbel (if required): and the most of the corbels are the steel members of the assembly welding parts (including auxiliary lifting lugs, positioning blocks, gripping handles and other temporary installation technological appliances) which are positioned at the bottommost part of the steel ring (generally referring to the part of the steel ring anchored with the track bed in the tunnel) and are embodied in the form of welding parts. Several anchor holes for anchoring connection are prefabricated on the concrete pipe, and the hole positions are identical to those of the anchor holes drilled on the concrete pipe and matched with the holes.
6. The multi-functional portable tunnel is consolidated construction work platform and is utility model patent ZL 201821188628.9.
The embodiment provides a construction method for reinforcing steel linings of urban subway tunnels, which comprises the following specific processes:
s1, it is first necessary to determine the region where the reinforcing construction of the steel lining is performed (the region where the steel lining is installed) at the construction site.
And S2, before the steel lining is reinforced and installed, repairing tunnel leakage diseases and repairing diseases such as damage and peeling in the steel lining reinforcing construction area determined in the step S1 should be completed.
S3, aiming at the installation position of the steel lining, performing site reconnaissance, measurement and paying off on the inner arc surface of the tunnel concrete segment by using a multifunctional movable tunnel reinforcing construction operation platform (ZL201821188628.9), and determining ideal installation control lines and ideal hole positions of anchor bolt holes of the ideal installation control lines on the upper, lower, left and right peripheral boundaries of each ring and each steel lining plate block; the number of the installation 'seats' of each ring, each steel inner lining plate segment is determined.
The pay-off is performed by using a two-dimensional special scribing template, and as shown in fig. 1 and 2, the scribing template used in the embodiment is composed of a template frame 2 and a galvanized panel 1 with the plate thickness of 1.0-1.2 mm, wherein the template frame 2 is a hollow thin aluminum alloy square tube. On the galvanized panel 1, an ideal hole position 3 is determined according to an ideal hole distance given by design requirements, and a positioning hole with the hole diameter of 1-3 mm is prefabricated, so that the ideal hole position of the anchoring bolt can be conveniently marked on the concrete pipe sheet when the concrete pipe sheet is paid off.
When the marking template is used for paying off, the panel (R ═ radius of the inner wall of the tunnel) of the marking template needs to be tightly attached to the inner wall of the tunnel.
On the panel of the scribing template, the following four-point geometric elements can be accurately reflected:
(ii) reflects the width dimension B of the steel liner (steel ring).
And the arc radius R (R is the radius of the inner wall of the tunnel) of the partitioned convex surface of the steel lining plate is reflected.
And thirdly, reflecting the arc length L of the steel lining plate blocks.
And fourthly, reflecting the ideal hole position of the anchoring bolt hole. The galvanized panel is provided with an ideal positioning hole with the prefabricated hole diameter of 1-3 mm, which is determined according to the ideal hole distance given by the design requirement, so that the ideal hole position of the anchor bolt can be conveniently marked on the concrete pipe sheet when the concrete pipe sheet is paid off.
The specific process of paying off is as follows:
(1) firstly, the ring number position of a tunnel where a steel ring to be installed is installed on a concrete segment needs to be known, and the type and the design ring width of the steel ring to be installed are known; the reinforced steel ring is composed of a plurality of steel ring plates in blocks; the approximate location of the individual steel inner liner panel segments.
(2) And planning and determining front and rear boundary control lines of the reinforced steel ring to be installed along the longitudinal direction of the tunnel.
And (3) putting two circular annular red rays which are wide in steel lining ring interval, parallel to each other and basically parallel to the circular seam of the concrete tunnel segment to be provided with the reinforcing steel ring at the position of the tunnel concrete segment to be provided with the reinforcing steel ring by using a pay-off device (purchased) for projecting red rays. The multifunctional movable tunnel reinforcing construction operation platform is used for drawing and injecting a plurality of points on circular annular red light rays (the distance between each drawing and injecting point is 500-800 mm) on a concrete tunnel segment, then a steel plate ruler is used for connecting each drawing and injecting point to form the concrete tunnel segment on which a reinforcing steel ring is to be installed, and two marked intervals are circular annular solid lines which are wide and parallel to each other of the steel lining ring, namely a one-dimensional plane of the reinforcing steel ring to be installed.
(3) And determining the positions of front and rear boundary control lines of the reinforced steel ring to be installed along the axial direction of the tunnel and boundary lines of each steel lining plate block (the positions of structural welding lines of the reinforced steel ring in the upper, lower, high and low directions of the cross section of the tunnel). Thereby determining horizontal and transverse boundary lines of different installation heights, namely upper and lower position control lines of each plate block of the steel ring.
1) And determining the horizontal installation reference of the reinforced steel ring to be installed.
The intersection line of the upper plane of the rail and the two parallel circular annular solid lines with the space of the steel lining ring width is the horizontal installation reference of the steel ring to be installed and reinforced.
The method comprises the following specific steps: and guiding the upper plane of the track to a longitudinal boundary control line of a reinforced steel ring to be installed by adopting a string light transmission method or a 3-meter straight ruler (a 50X50 aluminum alloy rectangular pipe), and connecting two points on the same side into a straight line. And carefully calibrated and adjusted to remain horizontal and in a perpendicular relationship to the front and back longitudinal border control lines. The straight line determined after correction and adjustment can be used as the horizontal installation reference of the reinforced steel ring to be installed.
2) The scribing template is used for on-site paying-off, and the following two conditions are generally adopted:
first, pay-off is performed conventionally. Within the range of the position to be installed, no grouting opening, subway operation equipment, facilities and supports reserved for the concrete pipe sheet exist, or the subway operation equipment, facilities and supports exist but can be detached and moved. Thus, the paying-off can be continued according to the conventional paying-off process.
And respectively marking out upper and lower position control lines of each plate block (divided according to the arc length) of the corresponding steel ring to be installed in a manner of 'number matching and seating' by respectively and sequentially utilizing a special set of marking template on the left side (provided with the evacuation platform in the tunnel) and the right side of the tunnel.
Basic operation of scribing:
2, one group of people and one group of people are common, the left side frame and the right side frame of the scribing template panel are aligned with the front longitudinal boundary control line and the rear longitudinal boundary control line of the two steel rings to be installed and reinforced by holding the frame of the scribing template; the lower frame of the scribing template panel is aligned with a position control line determined by the upper frame of the previous scribing template panel and is parallel to the horizontal installation reference; the scribing template panel is tightly attached to the inner wall of the tunnel. And marking an upper position control line of the numbered steel lining plate blocks on the tunnel concrete duct piece, and simultaneously marking an ideal position of an anchoring bolt hole of each plate block of the steel ring.
By utilizing the marking template, the ideal hole position points (four or six small holes with the diameter of about 1-3 mm) of all anchor bolt holes on the marking template are marked on the tunnel concrete pipe sheet while the corresponding block position control lines of each steel ring plate are respectively marked in sequence.
After the marking template is taken down, two (horizontal and vertical) straight lines which are vertical to each other are respectively drawn by taking the marked ideal position of the anchor bolt hole on the tunnel concrete pipe sheet as the center. And the mark is drawn by a stone pen.
And adjusting the ground clearance of the marking operation by utilizing the multifunctional movable tunnel reinforcing construction operation platform according to the ground clearance of the marking operation.
Secondly, unconventional paying-off: in the range of the position to be installed, if equipment and facilities (such as a contact net bracket, a cable bracket and the like) operated by the subway on the concrete segment which cannot be detached are met. Thus, the paying-off process is carried out according to the unconventional paying-off process. The geometric parameters of the steel lining plate blocks of the steel ring to be installed are adjusted and changed or the steel ring is grooved at a specific position (according to the actual situation on site, the grooving parameters: the grooving direction, width, shape and the like) are determined), and the width of the steel ring even needs to be changed when necessary.
Through the measures, the equipment, the facilities and the support which are staggered and cannot be detached and moved on the concrete duct piece in the tunnel are avoided. And making detailed records as final original data of the design change of the steel ring.
S4, using the multifunctional movable tunnel reinforcing construction operation platform to perform pipeline rearrangement and movable support transfer in the steel lining reinforcing construction area;
and S5, combining the results of the surveying, the measuring and the setting out in the step S3, partitioning the steel lining plates to be installed in the steel lining reinforcing construction area by using the multifunctional movable tunnel reinforcing construction operation platform, and carrying out on-site actual surveying and setting out and making on-site setting out surveying and setting out records. And the technical support of detailed field actual data is provided for the next step of carrying out 'one-to-one correspondence and customized' type detailed design of the steel lining.
It should be noted that the actual mapping and lofting on the site should achieve the following process objectives:
according to the actual situation of a steel lining reinforcing construction area, optimizing and determining the specific geometric shape and size of each steel lining plate block; optimizing and determining corresponding avoidance measures which are required to be adopted in advance for blocking special steel lining plates of staggered and avoiding non-detachable brackets (such as contact net brackets), non-detachable operation equipment on concrete pipe pieces, facilities and the like (the former construction method cannot realize that field emergency treatment can be carried out only during installation, and cannot be carried out according to a preset plan); optimizing and determining corresponding special technical measures which need to be taken in advance aiming at special steel inner plate blocks such as corbels (if needed), closed ring plate blocks, plate blocks with out-of-curvature difference and the like (the former construction method cannot achieve the effect, only can carry out field emergency treatment during installation, and cannot carry out treatment according to a preset plan); the position of a grouting hole on a concrete pipe sheet is determined optimally (the prior construction method cannot achieve the aim of field emergency treatment only during installation, and cannot process according to a preset plan).
As shown in fig. 3 and 4, the corbel of the present embodiment is formed by assembling and welding a corbel arc plate 101, a vertical stiffening plate 102, a horizontal stiffening plate 103, a lateral rib plate 104, a longitudinal rib plate, and the like.
The bracket with the structure can ensure that the vertical stiffening plate of the bracket and the side vertical surface of the ballast bed, and the arc plate of the bracket and the inner arc surface of the concrete pipe sheet of the tunnel keep good fitting degree. The lateral rib plates and the longitudinal rib plates of a plurality of brackets are utilized to comprehensively strengthen the structural rigidity and the strength of the brackets. The comprehensive mechanical effect of the bracket support can completely meet the design requirement.
Secondly, the bracket with the structure enables the influence degree of the through-flow condition of the water tank on the bracket installation to be minimized at the bracket installation position. The phenomenon of water accumulation can not occur here.
The bracket with the structure has the advantages that the horizontal side line of the lateral rib plate (annular rib plate) of the bracket is level with the bottom surface of the water tank, so that tunnel patrollers can walk on the bottom surface of the water tank conveniently, and the phenomenon that the tunnel patrollers are stumbled when encountering the water tank cannot occur.
And fourthly, the side rib plates of the bracket with the structure are smooth in curve, and the installed bracket is watched from a far position of the water tank, so that the bracket is comfortable and attractive in vision.
The bracket has four main geometric parameters, which can directly affect the installation effect and quality of the bracket.
Angle of bracket beta: in value, it should be equal to the vertical surface of the tunnel track bed and the inside of the tunnelAngle beta between tangents to the wall arc0But actually measures beta0It is difficult to operate, often replacing the tangent line with a cross-cut having a length of 300 mm. Namely: beta is a300Substituted for beta0。
Bracket alpha angle: the bracket vertical plate and the bracket horizontal plate form an included angle. After the bracket is installed, the horizontal plate of the bracket should be level with the upper plane of the ballast bed.
③ H value of the bracket: height of the corbel riser (20 mm thickness including the arc plate).
H1 value for corbel: the distance between the upper plane of the bracket horizontal plate and the upper planes of the water channels on the two sides of the tunnel ballast bed.
S6, preparing the steel lining before reinforcing construction:
s6.1, drilling a probing hole on the inner arc surface of the concrete pipe sheet in the steel lining reinforcing construction area by using the multifunctional movable tunnel reinforcing construction operation platform, and when the hole depth of the probing hole exceeds a reinforcing steel bar protective layer and does not meet a reinforcing steel bar, completing drilling of the anchoring bolt hole according to the hole diameter and the hole depth specified by the design requirements. If the probing hole meets the steel bar, the ideal position of the anchor bolt hole needs to be adjusted for the second time by combining the actual situation of the installation site, namely on the basis of the ideal position of the anchor bolt hole, the probing hole is drilled by moving 25-50 mm in the sequence of up and down, then left and right until the steel bar in the concrete pipe piece is successfully avoided, and in the same way, the hand hole, the hoisting hole, the grouting hole and the annular longitudinal joint on the concrete pipe piece (the hand hole, the hoisting hole, the grouting hole, the annular longitudinal joint and the main bar in the pipe piece need to be avoided) can also be avoided; after drilling of the anchor bolt hole is completed, determining the actual hole position of the anchor bolt hole and making field lofting mapping records; cleaning tools such as an air pump (electric or manual), a cylindrical brush and the like are used for cleaning the hole, so that dust in the anchoring bolt hole is cleaned, and conditions are created for implantation and anchoring of the anchor bolt. The size, the embedding depth, the anchoring quantity and the like of the bolts used for anchoring all meet the design requirements. Then, all useless probe holes are plugged. The plugging of the probing hole can be carried out according to the local segment crushing and peeling disease repairing process.
The repairing process of the local breaking and peeling diseases of the concrete pipe comprises the following steps:
for the segment breaking and peeling diseases, the severity of segment peeling is usually determined by using the indexes of peeling area, peeling radius, peeling depth and the like.
For repairing the local breakage and peeling of the concrete pipe, the early-strength rapid-hardening repairing material is generally adopted for filling and repairing in a layered manner. According to the severity of the stripping of the duct piece, two different modes of non-rib filling repair and rib filling repair can be adopted for filling repair.
The sizes of the aperture and the hole depth of the useless probing holes are smaller, so the probing holes are plugged according to a reinforcement-free embedding and repairing process.
And (3) infilling and repairing without ribs:
the method is carried out according to the sequence of 'cleaning a base layer (cleaning dust and dirt in a probe hole) → painting an interface agent → layering and filling'.
S6.2, performing interface treatment such as hand hole plugging, annular longitudinal seam treatment, duct piece repairing, inner arc surface leveling, dust cleaning, dirt cleaning and the like.
And S7, on the premise of meeting the design requirements, fully referring to the field lofting surveying and mapping record, and drawing a construction drawing of the steel lining plate blocks. The method aims at each ring and each steel lining plate block, and carries out targeted detailed design one by one, so that the construction drawing of the steel lining plate block can be customized according to the installation position of the tunnel inner wall where the steel lining plate block is located, and the specific 'landform' corresponds one by one in a targeted manner according to local conditions and conforms to the real detailed design.
S7.1, comprehensively and optimally determining the number of blocks of the steel lining and the positions of structural welding lines of the steel lining to the maximum extent through the detailed design of the steel lining plate blocks (the structural welding lines cannot be superposed with the joints of the concrete pipe pieces and are staggered by at least 200 mm, the construction method cannot be used before, and only 'emergency treatment' can be carried out on an installation site); comprehensively and optimally determining the specific geometric shape and size of each steel lining plate block; determining the actual hole position of the anchor bolt hole (completely avoiding the hand hole on the concrete segment,The hoisting holes, the grouting holes, the annular longitudinal joints and the main ribs in the pipe pieces can not cause secondary damage to the tunnel concrete pipe pieces due to reinforcing construction of the tunnel concrete pipe pieces, and the consistency between the hole positions of the anchor bolt holes in the inner cambered surfaces of the steel lining plates on the blocks is ensured; determining the hole site of the original segment grouting hole site; comprehensive and optimized corbels (main geometric parameter of each corbel: beta)0The angle value, the alpha angle value, the H numerical value and the H1 numerical value are all designed according to the specific installation position of each bracket and the limited geometric space, and are in one-to-one correspondence, the numerical result of field actual measurement is refined, the closed ring plate blocks (the arc length of the closed ring plate block of each ring is designed according to the results of one-to-one correspondence, field actual measurement and lofting), the technical measures required to be taken in advance for the plate blocks with poor curvature (the curvature of the plate blocks is designed according to the results of one-to-one correspondence, field actual measurement and lofting), and the corresponding avoidance measures required to be taken in advance for staggering and avoiding the special steel lining plate blocks of the non-detachable bracket.
S7.2, through the refining design of the steel lining plate blocks, the steel lining plate blocks are guaranteed to be good in fitting degree and fitting rate between the outer arc surface of the steel lining and the inner arc surface of the tunnel concrete pipe in the manufacturing and installation process, and the maximum gap of the refining design is not more than 10 mm. When the bracket is installed (if needed), the vertical plate of the bracket is in good contact and fit with the lateral vertical surface of the ballast bed, and the maximum gap of the thinning design is not more than 10 mm. The horizontal rib plates of the bracket are level with the upper plane of the ballast bed.
And S8, processing and manufacturing the steel lining plate blocks strictly according to the technical requirements of the construction drawing of the steel lining plate blocks. The manufactured steel lining plate block has the advantages that the actual installation quality requirements are met (firstly, the hole position of a prefabricated anchor bolt hole on the steel lining plate block is completely consistent with and matched with the hole position of an anchor bolt hole drilled on a concrete pipe sheet on an installation site, secondly, good fitting degree and fitting rate are formed between the outer arc surface of a steel lining and the inner arc surface of a tunnel concrete pipe sheet during installation operation, and the theoretical maximum gap of 5-10 mm is obtained. Before the steel lining plate is processed and formed in a blocking mode and leaves a factory, the inner arc surface of the steel lining plate is subjected to rust removal and corrosion prevention treatment, and the corrosion prevention thickness meets the design requirement. The outer arc surface needs to be subjected to rust removal treatment.
And S9, pre-assembling the whole ring before formal installation of the steel lining so as to evaluate the comprehensive quality, the assembling effect and the assembling precision of the steel lining processing and manufacturing. And (3) formally installing the steel lining after the assembling effect and the assembling precision meet the design requirements, otherwise, re-adjusting the block processing precision and the block number of the steel lining plate until the design requirements are met.
S10, utilizing the multifunctional movable tunnel reinforcing construction operation platform to carry out block-by-block targeted one-to-one and number-to-seat installation of the steel lining plates on site.
The field installation does not need to use temporary emergency operations such as field flame cutting, field drilling and the like. All construction operation contents are in a plan, the construction plan is quite high in comprehensive implementation degree, and accordingly the evacuation platform in the tunnel can be disassembled and constructed on the same day and can be completely recovered on the same day.
The specific process of step S10 includes:
(1) and (3) placing, adjusting, anchoring and the like of the bracket (if needed).
(2) And (3) mounting and constructing the steel lining plate blocks in a splicing manner, an adjusting manner, an anchoring manner and the like. The length of the expansion bolt and the chemical anchor bolt exposed out of the surface of the steel lining is in accordance with the regulation in the acceptance and approval Specification of construction quality of steel structure engineering (GB 50205).
(3) And (5) installing and constructing the steel pulling plate (if needed).
(4) After the steel lining is assembled in a ring forming mode, permanent structural welding needs to be carried out after the ring forming. The welding mode and quality shall meet the regulations in the welding Specification for Steel Structure (GB 50661), and the requirement of the secondary welding seam is met:
firstly, preparing all preparation works before welding according to the conventional method, removing sundries in the range of 50mm on a to-be-welded seam and two sides of the to-be-welded seam, and polishing until the metallic luster is exposed; checking a gap between groove components of the welding part; the temporary installation process tools (such as the lug plates, the positioning plates, the hand-held installation rings and the limiting plates … …) attached to the steel ring plate blocks are knocked off or cut off, and the craters of the temporary welding points are ground flat. If the requirements are not met, repairing is needed, and welding can be performed after the welding is qualified.
Positioning welding should meet the following regulations: the adopted welding material is matched with the material of the weldment. The welding current is 15-20% larger than that in normal welding. The tack welding can not have the defects of cracks, slag inclusion, welding beading and the like. The length of the positioning welding line can be 50-100 mm, and the distance between the positioning welding line and the end part of the welding line is more than 30 mm.
Welding construction of the permanent structure is in accordance with the provisions in the welding Specification for steel structures (GB 50661). The specifications of the welding process file are observed. The quality of the welding seam of the field welding is ensured to meet the design requirement.
And S11, reinforcing the construction operation platform by using the multifunctional movable tunnel, and performing construction operation of injecting glue and bonding steel. The specific process is as follows:
s11.1, after ring-forming assembly and structural welding of the steel lining are finished, edge sealing construction operation of the steel lining is needed. Namely using epoxy cement, plugging gaps between edges of two sides of each steel ring plate partition and a tunnel concrete segment; and plugging gaps among the anchor bolts, the nuts and the concave surfaces of the steel ring plate blocks. The sealing edge needs to be tightly sealed so as to prevent the glue solution from overflowing from the gap to cause glue solution waste in the glue injection operation process. The grouting pipe is embedded, and the surface of the edge sealing is smooth and has no obvious concave-convex phenomenon.
S11.2, adopting a pressure injection method to densely fill the gap between the steel lining and the concrete segment with curable bonding materials such as rigid epoxy resin and the like. The glue injection can not leak and fill gaps, and the glue solution can not overflow. After the bonding material is solidified, the pre-embedded grouting pipe is cleaned up and is free from residue.
And S12, after the steel lining is completely installed, performing on-site secondary repair anticorrosion treatment on the original anticorrosion layer (steel lining delivery anticorrosion layer) damaged in the construction process by using the multifunctional movable tunnel reinforcement construction operation platform.
S13, pipeline and stent restoration (if necessary).
And S14, periodically checking the steel lining after the reinforcement is finished.
Various corresponding changes and modifications can be made by those skilled in the art based on the above technical solutions and concepts, and all such changes and modifications should be included in the protection scope of the present invention.
Claims (3)
1. A construction method for reinforcing steel linings of urban subway tunnels is characterized by comprising the following specific steps:
s1, firstly, determining an area needing steel lining reinforcement construction on a construction site;
s2, before reinforcing and installing the steel lining, repairing and treating the tunnel leakage, crack, damage and peeling and settlement diseases in the steel lining reinforcing construction area determined in the step S1;
s3, plugging, looping and longitudinal seam processing are carried out on the hand holes on the concrete segments in the areas which need steel lining reinforcement construction by using the multifunctional movable tunnel reinforcement construction operation platform;
s4, utilizing the multifunctional movable tunnel reinforcing construction operation platform to disassemble, change and restore the pipeline, the cable, the evacuation platform and the support in the area needing steel lining reinforcing construction;
s5, performing site reconnaissance, measurement and paying-off on the inner arc surface of the concrete segment at the position where the steel lining is needed to be reinforced by using the multifunctional movable tunnel reinforcing construction operation platform, determining the upper, lower, left and right peripheral boundaries of each steel lining ring and each ring steel lining plate block, and determining a steel lining installation control line and an ideal hole position of an anchoring bolt hole of the steel lining installation control line; on the premise of meeting the design requirements, determining the installation positions of the rings and the steel lining plate blocks, making field lofting surveying and mapping records, and numbering the records;
s6, utilizing the multifunctional movable tunnel reinforcing construction operation platform, drilling a probing hole on the ideal position of the anchor bolt hole marked on the concrete pipe sheet on the inner arc surface of the concrete pipe sheet in the steel lining reinforcing construction area, and when the hole depth of the probing hole exceeds a steel bar protective layer and does not meet a steel bar, completing the drilling of the anchor bolt hole according to the hole diameter and the hole depth specified by the design requirement; if the exploratory hole meets the reinforcing steel bar, the ideal position of the anchoring bolt hole needs to be adjusted for the second time by combining the actual situation of the installation site, namely: on the basis of the ideal position of the anchoring bolt hole, moving the anchoring bolt hole by 25-50 mm in the sequence of upper part, lower part, left part and right part, and drilling the exploration hole until the reinforcing steel bar in the concrete pipe piece is successfully avoided, and meanwhile, the hand hole, the hoisting hole, the grouting hole and the longitudinal joint on the concrete pipe piece are also avoided, so that the strength of the tunnel concrete pipe piece is not reduced due to secondary damage caused by the reinforcing construction; after drilling of the anchor bolt hole is completed, determining the actual hole position of the anchor bolt hole, making field lofting mapping records, cleaning the hole by using a cleaning tool, and cleaning dust in the anchor bolt hole to create conditions for implantation and anchoring of an anchor bolt; then, plugging the unused waste probing hole;
s7, fully referring to the field lofting mapping records of S5 and S6, and comprehensively and optimally determining the block number and the structure of the steel lining to the maximum extent:
s7.1, comprehensively and optimizing technical measures required to be taken in advance for plate partitioning with brackets, closed ring plate partitioning and curvature out-of-tolerance and special steel lining plate partitioning for staggering and avoiding non-detachable supports, so that the specific geometric shape and size of each steel lining plate partitioning are determined;
s7.2, determining the actual site hole position of the anchor bolt hole, and ensuring that the hole positions of the prefabricated anchor bolt hole and the anchor bolt hole on the inner arc surface of the concrete are consistent when the steel lining plate is processed in a blocking mode;
s8, fully referring to the implementation condition of the step S7, drawing a construction drawing of the steel lining plate blocks meeting the design requirements through the detailed design of the steel lining plate blocks; through the thinning design of the steel lining plate blocks, the good attaching degree and attaching rate between the outer arc surface of the steel lining and the inner arc surface of the tunnel concrete pipe are ensured in the technical aspect when the steel lining plate blocks are manufactured and installed;
s9, processing and manufacturing the steel lining plate blocks strictly according to the technical requirements of the construction drawing of the steel lining plate blocks; before the steel lining plate is processed and molded in blocks and leaves a factory, the inner arc surface of the steel lining plate is subjected to rust removal and corrosion prevention treatment, and the corrosion prevention thickness meets the design requirement; the outer arc surface needs to be subjected to rust removal treatment;
s9, pre-assembling the whole ring before formal installation of the steel lining so as to evaluate the comprehensive quality, the assembling effect and the assembling precision of the steel lining processing and manufacturing; formal installation of the steel lining can be carried out after the assembling effect and the assembling precision meet the design requirements, otherwise, the block processing precision and the number of the blocks of the steel lining plate need to be adjusted again until the block processing precision and the number of the blocks meet the design requirements, and the maximum gap between the steel lining plate and the concrete segment is ensured not to exceed 10 mm when the steel lining plate is installed;
s10, mounting and welding steel lining plates in blocks by utilizing the multifunctional movable tunnel reinforcing construction work platform;
s11, performing grouting construction operation after the steel lining is backed by using the multifunctional movable tunnel reinforcing construction operation platform;
s12, after the steel lining is completely installed, performing on-site secondary repair anticorrosion treatment on the original anticorrosion layer damaged in the construction process by using the multifunctional movable tunnel reinforcement construction operation platform;
s13, periodically checking the steel lining after the reinforcement is finished;
in the step S5, paying off is carried out by utilizing a two-dimensional special scribing template, the scribing template consists of a template frame and a galvanized panel with the thickness of 1.0-1.2 mm, and the template frame is a hollow thin-wall aluminum alloy square tube; on the galvanized panel, an ideal hole position is determined according to an ideal hole distance given by design requirements, and a positioning hole with the hole diameter of 1-3 mm is prefabricated, so that the ideal hole position of the anchoring bolt can be conveniently marked on the concrete pipe sheet when the concrete pipe sheet is paid off;
the basic operation of paying-off is as follows:
2, one group of people, one main group and one auxiliary group are common, the frame of the marking template is held by hands, and the left side frame and the right side frame of the marking template panel are aligned with the front longitudinal boundary control line and the rear longitudinal boundary control line of the two steel linings to be installed; the lower frame of the scribing template panel is aligned with a position control line determined by the upper frame of the previous scribing template panel and is parallel to the horizontal installation reference; the scribing template panel is tightly attached to the inner wall of the tunnel; marking an upper position control line of the numbered steel lining plate blocks on the tunnel concrete duct piece, and marking ideal positions of anchor bolt holes of the steel lining plate blocks;
by utilizing the marking template, while respectively marking out the corresponding control lines of the block positions of the steel lining plates in sequence, the ideal hole positions of all anchor bolt holes on the steel lining plates are marked on the tunnel concrete duct piece;
after the marking template is taken down, respectively drawing two mutually vertical straight lines by taking the marked ideal position of the anchor bolt hole on the tunnel concrete pipe sheet as the center; and the mark is drawn by a stone pen;
and adjusting the ground clearance of the marking operation by utilizing the multifunctional movable tunnel reinforcing construction operation platform according to the ground clearance of the marking operation.
2. The method according to claim 1, wherein the specific process of step S10 is as follows:
(1) placing, adjusting and anchoring the bracket for installation and construction;
(2) splicing, adjusting and anchoring steel lining plates in blocks;
(3) installing and constructing a steel pulling plate;
(4) after the steel lining is assembled in a ring forming mode, permanent structural welding needs to be carried out after the ring forming.
3. The method according to claim 1, wherein the specific process of step S11 is as follows:
s11.1, after ring-forming assembly and structural welding of the steel lining are finished, edge sealing construction operation of the steel lining is required, namely epoxy daub is used, gaps between edges of two sides of each steel lining plate partition and a tunnel concrete segment are sealed, and gaps between each anchoring anchor bolt, each nut and a concave surface of each steel lining plate partition are sealed; the edge sealing needs to be tightly blocked so as to prevent the slurry from overflowing from the gap to cause slurry waste in the grouting operation process; embedding grouting pipes positioned at two sides of the steel lining, wherein the surface of the edge sealing is smooth and has no obvious concave-convex phenomenon;
s11.2, adopting a pressure injection method to densely fill the slurry in the gap between the steel lining and the concrete pipe sheet; the grouting can not generate gap leakage and gap filling, and can not generate slurry overflow; after the bonding material is solidified, the pre-embedded grouting pipe is cleaned and has no residue.
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