CN112301829A

CN112301829A - Tunnel pavement longitudinal crack reinforcement treatment construction method

Info

Publication number: CN112301829A
Application number: CN202010993742.4A
Authority: CN
Inventors: 和兆建; 牟开; 李青; 姚剑; 张旋
Original assignee: Shanxi Jiaoke Bridge Tunnel Reinforcement And Maintenance Engineering Co ltd; Shanxi Communications New Technology Development Co ltd
Current assignee: Shanxi Jiaoke Bridge Tunnel Reinforcement And Maintenance Engineering Co ltd; Shanxi Communications New Technology Development Co ltd
Priority date: 2020-09-21
Filing date: 2020-09-21
Publication date: 2021-02-02

Abstract

The invention discloses a tunnel pavement longitudinal crack reinforcing and treating construction method which comprises the steps of firstly excavating a cable groove of a treating section, arranging two rows of foot-locking anchor pipes at an arch foot, then excavating and removing a pavement and concrete, additionally arranging a miniature steel pipe pile on a tunnel base, performing pressure grouting, transversely supporting a flat arch by using I-shaped steel, longitudinally connecting the I-shaped steel into a whole through profile steel and anchoring the I-shaped steel to a lining structure, and finally pouring concrete and recovering the cable groove and the pavement. In the process of treating the longitudinal cracks of the tunnel pavement, the miniature steel pipe piles and the section steel frame are additionally arranged, so that surrounding rock deformation caused by high surrounding rock pressure at the arch springing and the side wall can be resisted, the deformation and cracking of the tunnel pavement sub-base layer are limited, and the purpose of treating the cracks of the pavement is achieved.

Description

Tunnel pavement longitudinal crack reinforcement treatment construction method

Technical Field

The invention belongs to the technical field of tunnel engineering, and particularly relates to a construction method for reinforcing and treating longitudinal cracks of a tunnel pavement.

Background

In the long-term operation process of the tunnel, due to poor geological conditions and poor water stability of the tunnel base in the water-rich section or the weathered rock section, the self-bearing capacity of the surrounding rock is reduced to crack, so that the longitudinal crack of the pavement structure is caused, and the safe operation of the tunnel is influenced. According to the pressure distribution characteristics of the surrounding rocks of the tunnel, the pressure of the surrounding rocks at the arch springing and the side wall of the tunnel is higher, the pressure of the surrounding rocks at the inverted arch is lower, and the inverted arch plays a role in resisting the deformation of the arch springing. Therefore, when the bearing capacity of the base is weak, the arch springing bearing larger surrounding rock pressure sinks and converges to adapt to the deformation of the base, deformation bending moment is applied to the inverted arch, and when the resistance of the inverted arch is insufficient, the deformation damage of the structure is inevitably caused, so that the longitudinal crack is generated on the road surface.

In order to ensure the safe operation of the highway tunnel, ensure the reliability and durability of the highway tunnel and prolong the service life of the tunnel, effective treatment measures need to be taken for the problem of longitudinal cracking of the tunnel pavement. The traditional crack pouring grouting can temporarily and quickly relieve the road traffic safety problem, but cannot fundamentally treat the pavement crack problem. Over time, cracks may develop, thereby affecting the safety of the tunnel overall structure.

Disclosure of Invention

The invention aims to overcome the defects of the prior art and provide a construction method for reinforcing and treating longitudinal cracks of a tunnel pavement, which effectively solves the problem of longitudinal cracks of the tunnel pavement, thereby ensuring the overall structure of the tunnel and the safety of road driving.

The technical scheme is as follows:

a tunnel pavement longitudinal crack reinforcement treatment construction method comprises the steps of firstly excavating a cable groove of a treatment section, arranging two rows of locking anchor pipes at arch feet, then excavating and chiseling a pavement and concrete, additionally arranging a miniature steel pipe pile on a tunnel base and carrying out pressure grouting, transversely supporting a flat arch by adopting I-shaped steel, longitudinally connecting the I-shaped steel into a whole through profile steel and anchoring the I-shaped steel to a lining structure, and finally pouring concrete and recovering the cable groove and the pavement.

Preferably, the lock pin anchor pipe is 6m long DN80 steel flower pipe and is arranged at a distance of 1 m.

Preferably, the miniature steel pipe piles are seamless steel pipes with the outer diameter not less than 120mm and the wall thickness not less than 10mm, the length is at least 5m, the transverse distance is 1 m-1.5 m, the longitudinal distance between two rows of the side is 1m, the longitudinal distance between two rows of the middle rows is 2m, the miniature steel pipe piles are arranged in a quincunx manner, cement slurry is injected into the piles by a pressure grouting method, and the miniature steel pipe piles in the outermost row are alternately arranged in an oblique and vertical manner.

Preferably, the horizontal supports of the flat arches are first I-shaped steels with a distance of 1m, the cross braces are longitudinally connected into a grid structure by adopting second I-shaped steels, the transverse distance of the second I-shaped steels is 2 m-2.5 m, two ends of each cross brace are connected by adopting channel steel, and the channel steel is connected with the secondary lining structure by expansion bolts with a distance of 1 m.

Preferably, the elevation of the top of the miniature steel pipe pile is consistent with the elevation of the upper edge of the first I-shaped steel, the miniature steel pipe pile is connected with the section steel frame through welding, and a reinforcing mesh with the size of 20cm multiplied by 20cm is arranged on the pavement base layer.

The technical advantages are as follows:

in the process of treating the longitudinal cracks of the tunnel pavement, the miniature steel pipe piles and the section steel frame are additionally arranged, so that surrounding rock deformation caused by high surrounding rock pressure at the arch springing and the side wall can be resisted, the deformation and cracking of the tunnel pavement sub-base layer are limited, and the purpose of treating the cracks of the pavement is achieved. The problem of longitudinal cracking of the tunnel pavement caused by poor geological conditions of the tunnel base can be effectively solved, and therefore the overall structure of the tunnel and the safety of road driving are guaranteed. Compared with the traditional closed grouting and pavement surface treatment technology, the method can effectively solve the cracking problem, prevent the further expansion of the original crack and ensure the driving safety of the road.

Drawings

FIG. 1 is a cross-sectional view of tunnel treatment in an example;

FIG. 2 is a plan view of the grouting pipe and steel arch of the tunnel of the embodiment;

FIG. 3 is a schematic view of a joint of a channel steel and a transverse I-shaped steel in the embodiment;

FIG. 4 is a schematic view of the joint of the transverse and vertical I-shaped steel in the embodiment.

Description of reference numerals:

the system comprises a cable duct-1, a foot-locking anchor pipe-2, a pavement-3, a miniature steel pipe pile-4, I-steel-5, channel steel-6, I-steel-7 and an expansion bolt-8.

Detailed Description

In order to make those skilled in the art better understand the technical solution of the present invention, the following describes in detail a construction method for reinforcing and treating longitudinal cracks of a tunnel pavement according to the present invention with reference to the following embodiments. The following examples are intended to illustrate the invention only and are not intended to limit the scope of the invention.

Example 1

Referring to fig. 1, a cross-sectional view of the tunnel treatment is shown, wherein the cross-sectional view includes a cable trough 1, a foot-locking anchor pipe 2, a pavement 3, a miniature steel pipe pile 4 and an i-steel 5. The I-steel 5 is connected with the forming steel frame through a channel steel 6, an I-steel 7 and an expansion bolt 8 and is anchored on the secondary lining structure.

By combining the tunnel grouting pipe and steel arch frame plane layout drawing of fig. 2, a miniature steel pipe pile 4, an I-shaped steel 5, a channel steel 6 and an I-shaped steel 7 can be seen, and the miniature steel pipe pile 4 is connected with the I-shaped steel 5 through welding.

Referring to fig. 3, a schematic view of a joint of the channel steel and the transverse i-steel shows the i-steel 5, the channel steel 6 and the expansion bolt 8, wherein the i-steel 5 is connected with the channel steel 6 by welding.

The I-beams 5 and 7 can be seen in the schematic view of the joint of the horizontal and vertical I-beams in fig. 4. The I-shaped steel 7 is connected with the I-shaped steel 5 through welding.

When in construction, firstly, chiseling out cable grooves 1 on two sides in a tunnel, additionally arranging 2 rows of locking pin anchor pipes 2 on each side, wherein the locking pin anchor pipes 2 are 6m long DN80 steel perforated pipes with the distance of 1 m; next, the road surface 3 and concrete excavation are performed. In order to ensure the safety of construction, the concrete is excavated by adopting a jumping groove, the length of a demolition section and the distance between the jumping grooves are strictly controlled, and meanwhile, the surrounding rock is monitored and measured. Thirdly, constructing the miniature steel pipe pile 4. The miniature steel pipe pile 4 is a seamless steel pipe with the outer diameter not less than 120mm and the wall thickness not less than 10mm, the vertical length of the steel pipe pile can be adjusted according to field diseases and geological conditions, generally not less than 5m, and cement slurry is injected into the pile by a pressure grouting method. The transverse distance between the miniature steel pipe piles 4 is 1 m-1.5 m, the longitudinal distance between two rows of the side edges is 1m, the longitudinal distance between two rows of the middle edges is 2m, and the miniature steel pipe piles are arranged in a quincunx manner. A row of miniature steel pipes on the outermost side are alternately arranged in an oblique and vertical manner; fourthly, constructing the steel frame. The horizontal supports of the flat arch are I20a I-shaped steel 5 with the distance of 1m, I14a I-shaped steel 7 is longitudinally connected among the cross supports to form a grid structure, the transverse distance of the I-shaped steel 7 is 2 m-2.5 m, and the two ends of each cross support are connected by 25a channel steel 6. The channel 6 is connected to the secondary lining structure by means of expansion bolts 8 spaced at intervals of 1M 20-20 x 200. The elevation of the top of the miniature steel pipe pile 4 is consistent with that of the upper edge of the I-shaped steel 5, so that the connection of the section steel frame and the steel pipe pile is facilitated. The miniature steel pipe pile 4 is connected with the section steel frame through welding. And fifthly, pouring concrete, and recovering the cable trough and the pavement. The pavement base layer can be provided with a phi 16 reinforcing mesh with the size of 20cm multiplied by 20 cm.

For the problem of longitudinal cracking of the tunnel pavement, the problem can be effectively solved by adopting a method of additionally arranging the miniature steel pipe piles and the section steel frame, so that the overall structure of the tunnel and the driving safety of the road are ensured.

The present invention is not limited to the above-described examples, and various changes can be made without departing from the spirit and scope of the present invention within the knowledge of those skilled in the art.

Claims

1. A tunnel pavement longitudinal crack reinforcement treatment construction method is characterized in that cable grooves of treatment sections are excavated, two rows of foot locking anchor pipes are arranged at arch feet, then pavement and concrete are excavated, a miniature steel pipe pile is additionally arranged on a tunnel base and is subjected to pressure grouting, I-shaped steel is adopted to transversely support a flat arch, the I-shaped steel is longitudinally connected into a whole through profile steel and is anchored in a lining structure, and finally concrete is poured and the cable grooves and the pavement are recovered.

2. The method for treating and constructing the longitudinal crack reinforcement of the tunnel pavement according to claim 1, wherein the lockpin anchor pipe is 6m long DN80 steel flower pipe and has a distance of 1 m.

3. The method for reinforcing and treating the longitudinal cracks on the tunnel pavement according to claim 2, wherein the micro steel pipe piles are seamless steel pipes with the outer diameter of not less than 120mm and the wall thickness of not less than 10mm, the length of at least 5m, the transverse distance of 1m to 1.5m, the longitudinal distance of two rows on the side of each pile of 1m, the longitudinal distance of the middle row of each pile of 2m, the quincunx arrangement is adopted, cement slurry is injected into the piles by a pressure grouting method, and the micro steel pipe piles on the outermost side of each pile of the micro steel pipe piles are alternately arranged in an inclined direction and a vertical direction.

4. The method for reinforcing and treating the longitudinal cracks of the tunnel pavement according to claim 3, wherein the horizontal arch supports are first I-shaped steels with a distance of 1m, the cross braces are longitudinally connected into a grid structure by adopting second I-shaped steels, the transverse distance between the second I-shaped steels is 2 m-2.5 m, two ends of each cross brace are connected by adopting channel steel, and the channel steel is connected with the secondary lining structure by expansion bolts with a distance of 1 m.

5. The method of claim 4, wherein the elevation of the top of the micro steel pipe pile is equal to the elevation of the upper edge of the first I-beam, the micro steel pipe pile is connected with the steel section frame by welding, and a 20cm x 20cm steel mesh is arranged on the pavement base layer.