CN112576279A - Pipe jacking structure for pipe jacking method underground excavation construction and construction method thereof - Google Patents
Pipe jacking structure for pipe jacking method underground excavation construction and construction method thereof Download PDFInfo
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- CN112576279A CN112576279A CN202011190348.3A CN202011190348A CN112576279A CN 112576279 A CN112576279 A CN 112576279A CN 202011190348 A CN202011190348 A CN 202011190348A CN 112576279 A CN112576279 A CN 112576279A
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- 238000010276 construction Methods 0.000 title claims abstract description 54
- 238000000034 method Methods 0.000 title claims abstract description 53
- 238000009412 basement excavation Methods 0.000 title claims abstract description 43
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 162
- 239000010959 steel Substances 0.000 claims abstract description 162
- 239000004567 concrete Substances 0.000 claims abstract description 139
- 239000002002 slurry Substances 0.000 claims abstract description 10
- 230000008569 process Effects 0.000 claims description 19
- 239000011150 reinforced concrete Substances 0.000 abstract description 6
- 239000010410 layer Substances 0.000 description 28
- 238000005266 casting Methods 0.000 description 7
- 230000003014 reinforcing effect Effects 0.000 description 6
- 239000000463 material Substances 0.000 description 5
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- 230000001133 acceleration Effects 0.000 description 1
- 230000004888 barrier function Effects 0.000 description 1
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- 230000007547 defect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000005429 filling process Methods 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
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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
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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
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/10—Making by using boring or cutting machines
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Abstract
The invention provides a pipe jacking structure for pipe jacking method underground excavation construction and a construction method thereof, wherein the structure comprises the following steps: supporting a steel pipe; the grid rib plate is provided with a plurality of through spaces and connected to the inner wall of the supporting steel pipe, a pouring space is formed between the inner wall of the supporting steel pipe and the inner wall of the grid rib plate, the grid rib plate is provided with an air guide hole and a slurry guide hole which are communicated with adjacent pouring spaces, and the air guide hole is positioned at the uppermost part of the grid rib plate; the air guide pipe comprises a first pipe body and a second pipe body which are arranged on the outer side of the grid rib plate, an air inlet and an air outlet of the second pipe body respectively extend into adjacent pouring spaces, an air inlet of the first pipe body extends into the pouring space at the tail part of the pouring operation section, and an air outlet of the first pipe body extends out of the pouring space at the tail part of the concrete pouring operation section; and the cast-in-place concrete layer covers the grid rib plates and is filled in the pouring space. The invention solves the problem that construction is difficult due to the fact that the underground excavation construction of the subway station adopts the traditional reinforced concrete pipe joint structure.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a pipe jacking structure for pipe jacking method underground excavation construction and a construction method thereof.
Background
With the rapid development of urban construction, subway engineering construction is developed in large scale in many cities. In subway engineering construction, a station construction method has great influence on engineering cost, construction period and surrounding environment, so that the method is very important. At present, the subway station construction method in China comprises an open excavation method, a hidden excavation method and a light and shade combination method. However, with the acceleration of the urbanization process, the problems caused by the construction of the subway station by the open cut method are more prominent. Taking the sea as an example, in a central urban area with dense personnel, heavy traffic and complex environment, the open cut method is adopted to construct a subway station, multiple times of traffic and pipeline turnover are needed, construction planning is complex, the construction period is long, and negative effects on normal operation of the city cannot be avoided.
The pipe jacking method is widely applied in recent years as a subway station underground excavation construction method, and has the characteristics of capability of passing through barriers, no influence on road traffic, small influence on the surrounding environment and the like. However, with the improvement of the function requirement of the underground space and the progress of the manufacturing technology of the engineering machinery, the section size of the pipe joint structure of the jacking pipe is in a large-scale trend, and if the traditional reinforced concrete pipe joint structure is adopted, the self weight is very large, great difficulty is brought to the transportation, hoisting and jacking construction of the pipe joint, and the construction efficiency is low.
Disclosure of Invention
In order to overcome the defects in the prior art, a pipe jacking structure for pipe jacking method underground excavation construction and a construction method thereof are provided so as to solve the problem of low construction efficiency caused by the fact that the underground excavation construction of subway stations adopts the traditional reinforced concrete pipe joint structure construction.
In order to achieve the above object, a pipe jacking structure for pipe jacking method underground excavation construction is provided, comprising:
supporting a steel pipe;
the grid rib plate is provided with a plurality of through spaces, the inner wall of the support steel pipe is connected to the grid rib plate, a pouring space is formed between the inner wall of the support steel pipe and the inner wall of the grid rib plate, the grid rib plate is provided with an air guide hole and a slurry guide hole which are communicated with the adjacent pouring space, and the air guide hole is positioned at the uppermost part of the grid rib plate;
the air guide pipe comprises a first pipe body and a second pipe body which are arranged on one side of the grid rib plate, which is far away from the support steel pipe, wherein an air inlet and an air outlet of the second pipe body respectively extend into the adjacent pouring spaces, an air inlet of the first pipe body extends into the pouring space at the tail part of the concrete pouring operation section of the support steel pipe, and an air outlet of the first pipe body extends out of the pouring space at the tail part of the concrete pouring operation section of the support steel pipe; and
and the cast-in-place concrete layer covers the grid rib plates and is filled in the pouring space.
Further, the cast-in-place concrete layer includes:
the concrete lining pipe covers one side of the grid rib plate, which is far away from the supporting steel pipe; and
and the embedding part is formed on the concrete lining pipe and embedded in the pouring space.
Furthermore, the concrete lining pipe comprises a steel bar net piece connected to one side of the grid rib plate, which is far away from the supporting steel pipe, and lining concrete coated on the steel bar net piece.
Furthermore, the supporting steel pipe and the grid rib plate are integrally formed.
Furthermore, the grid rib plate comprises a plurality of first plate bodies and a plurality of second plate bodies which are arranged in a crossed mode, and the first plate bodies and the second plate bodies are connected to the inner wall of the supporting steel pipe.
Furthermore, the first plate body is arranged along the circumferential direction of the supporting steel pipe, and the second plate body is arranged along the axial direction of the supporting steel pipe.
Further, the air holes are formed in the first plate body and the second plate body.
Furthermore, the first pipe body and the second pipe body are arranged along the axial direction of the supporting steel pipe and are located on one side, far away from the supporting steel pipe, of the grid rib plate.
Furthermore, the support steel pipe comprises a plurality of pipe joints which are connected end to end, each pipe joint comprises a plurality of outer arc plate units, the plurality of outer arc plate units are enclosed end to form the pipe joints, and the grid rib plates are formed on the inner arc surfaces of the outer arc plate units.
The invention provides a construction method of a pipe jacking structure for pipe jacking method underground excavation construction, which is characterized by comprising the following steps of:
in the tunnel excavation process of a subway station, installing a supporting steel pipe and grid rib plates connected to the inner wall of the supporting steel pipe in an excavated tunnel;
and after the tunnel is excavated and communicated, pouring concrete on one side of the grid rib plate, which is far away from the supporting steel pipe, wherein the concrete covers the grid rib plate and is poured into a pouring space formed between the inner wall of the supporting steel pipe and the inner wall of the grid rib plate to be solidified to form a cast-in-place concrete layer. And during the pouring process of the concrete, air in the pouring space is exhausted from the outside of the pouring space at the tail part of the concrete pouring operation section of the support steel pipe through the air guide holes, the second pipe body and the first pipe body, so that the concrete is tightly filled in the pouring space.
The pipe jacking structure for the pipe jacking method underground excavation construction has the advantages that the pipe jacking structure for the pipe jacking method underground excavation construction comprises the steps that the supporting steel pipes are installed in the tunnel excavation jacking process, and after the tunnel is penetrated, concrete layers are poured inside the supporting steel pipes to form the pipe jacking structure step by step. Compared with the traditional reinforced concrete pipe joint, the steel pipe joint for supporting the steel pipe has smaller dead weight, so the construction is convenient and efficient. Secondly, in the concrete pouring process, air in the pouring space can be discharged from the outside of the pouring space at the tail part of the concrete pouring operation section of the supporting steel pipe through the air guide holes, the second pipe body and the first pipe body, so that the concrete is poured compactly. The supporting bearing capacity of the pipe jacking structure can be effectively ensured by jointly stressing the cast-in-place concrete layer and the supporting steel pipe. Meanwhile, the cast-in-place concrete layer is used as the lining of the support steel pipe to form a protective layer, so that the durability of the steel pipe can be improved.
Drawings
Fig. 1 is a schematic structural diagram of a pipe jacking structure for pipe jacking method underground excavation construction according to an embodiment of the present invention.
Fig. 2 is a cross-sectional view at E-E in fig. 1.
Fig. 3 is a schematic structural diagram of a support tube according to an embodiment of the present invention.
Fig. 4 is a cross-sectional view taken at a-a in fig. 3.
Fig. 5 is a schematic structural diagram of an outer arc plate unit according to an embodiment of the present invention.
FIG. 6 is a schematic view of the structure of the airway tube according to the embodiment of the invention.
Detailed Description
The embodiments of the present invention are described below with reference to specific embodiments, and other advantages and effects of the present invention will be easily understood by those skilled in the art from the disclosure of the present specification. The invention is capable of other and different embodiments and of being practiced or of being carried out in various ways, and its several details are capable of modification in various respects, all without departing from the spirit and scope of the present invention.
Example 1
Referring to fig. 1 to 6, the invention provides a pipe jacking structure for pipe jacking method underground excavation construction, which comprises a supporting steel pipe 1, grid rib plates 2, an air guide pipe and a cast-in-place concrete layer.
The grid rib 2 has a plurality of through spaces. The inner wall of the supporting steel pipe 1 is connected with the grid rib plate. And a pouring space d is formed between the inner wall of the supporting steel pipe 1 and the inner wall of the grid rib plate 2. The grid rib plate 2 is provided with an air guide hole f and a slurry guide hole e which are communicated with two adjacent pouring spaces. The air-guide holes f are located at the uppermost part of the grid rib plate 2.
The air duct includes first body 5 and second body 6. The first pipe body 5 and the second pipe body 6 are arranged on one side, far away from the supporting steel pipe 1, of the grid rib plate 2. Wherein, the air inlet and the air outlet of the second pipe body 6 respectively extend into the two adjacent pouring spaces d. The air inlet of first body 5 extends to the pouring space d who struts the rear of the concrete-filled steel tube pouring operation section, and the air outlet of first body 5 extends to the outside of the pouring space of the rear of the concrete-filled steel tube pouring operation section. Meanwhile, the air inlet and the air outlet of the second pipe body and the air inlet of the first pipe body are located at the highest point in the pouring space and are only separated from the inside of the supporting steel pipe by a small distance. The cast-in-place concrete layer covers the grid rib plates 2 and is filled in the pouring space d. In this embodiment, the concrete 4 is integrally cast in the casting space and on the grid rib plates to form a cast-in-place concrete layer.
In the tunnel excavation process of a subway station, a supporting steel pipe 1, grid rib plates 2 and an air guide pipe are installed. The grid rib plates 2 are connected to the inner wall of the supporting steel pipe 1. A plurality of through-going spaces are formed inside the mesh rib plate 2.
And the cast-in-place concrete layer is cast and constructed after the tunnel of the subway station is excavated and communicated all the way. Specifically, the cast-in-place concrete layer is poured on one side, far away from the supporting steel pipe 1, of the blank of the grid rib plate. And (3) paving a template on one side of the blank of the grid rib plate, which is far away from the supporting steel pipe 1, and reserving a gap between the template and the grid rib plate. The template is provided with a pouring hole a. Concrete is poured into the pouring space d and gaps among the templates and the grid rib plates through the pouring holes and integrally solidified to form a cast-in-place concrete layer.
The grid rib plate 2 is provided with an air guide hole f and a slurry guide hole e which are communicated with the two adjacent pouring spaces d. The air guide hole is positioned at the uppermost part of the grid rib plate 2. And the concrete is poured into the pouring spaces d, during the pouring of the concrete, the concrete is freely poured into each pouring space through the slurry guide holes, and in the pouring and filling process of the post-pouring concrete, air in the pouring spaces is discharged from the outside of the pouring space at the tail part of the concrete pouring operation section of the supporting steel pipe through the air guide holes, the second pipe body and the first pipe body, so that the poured concrete can be densely filled in the pouring spaces and between the supporting steel pipe and the formwork, and the construction quality of the pipe-jacking structure is ensured. The pipe jacking structure for pipe jacking method underground excavation construction comprises the steps of installing supporting steel pipes in the tunnel excavation jacking process, and pouring cast-in-place concrete layers inside the supporting steel pipes after the tunnel is penetrated so as to form the pipe jacking structure step by step. Because the steel pipe section of strutting the steel pipe compares the dead weight less with traditional reinforced concrete pipe section, so the construction is convenient high-efficient. Secondly, in the concrete pouring process, air in the pouring space can be discharged from the outside of the pouring space at the tail part of the concrete pouring operation section of the supporting steel tube through the air guide holes, the second tube body and the first tube body, so that the concrete is poured compactly. The supporting bearing capacity of the pipe jacking structure can be effectively ensured by jointly stressing the cast-in-place concrete layer and the supporting steel pipe. Meanwhile, the cast-in-place concrete layer is used as the lining of the support steel pipe to form a protective layer, so that the durability of the steel pipe can be improved. In this embodiment, the supporting steel pipe 1 and the lattice rib 2 are formed integrally and are made of steel.
As a preferred embodiment, the supporting steel pipe 1 of the pipe jacking structure for pipe jacking method underground excavation construction of the present invention includes a plurality of pipe joints 11 connected end to end. The plurality of pipe sections are arranged along the axial direction of the tunnel. The pipe section 11 includes a plurality of outer arc plate units 111. The outer arc plate units are arranged along the circumferential direction of the tunnel. A plurality of outer arc plate units 111 are enclosed end to form a pipe section 11. The grid ribs 2 are formed on the intrados of the outer arc plate unit 111.
In order to facilitate material transportation, the supporting steel pipe 1 is formed in a block splicing mode. First, a plurality of outer arc plate units are connected by hoop bolts to form the pipe joint 11. After the pipe joints are installed in the tunnel, the adjacent pipe joints 11 are connected end to end through longitudinal bolts to form the supporting steel pipe 1. The inner side and the outer side of all the connecting joints are connected by welding seams and sealed by water-stop materials.
In order to reduce the jacking resistance of the jacking pipe, reduce the soil backing effect, control the ground settlement and reduce the influence of jacking construction on the environment, the supporting steel pipe 1 is provided with a first grouting hole for pouring the slurry for reducing the friction resistance to the outer side of the supporting steel pipe 1 and a second grouting hole for secondary grouting to the outer side of the supporting steel pipe 1.
In the present embodiment, the grid rib includes a plurality of first boards 21 and a plurality of second boards 22 arranged in a crossing manner. The first plate body is arranged along the circumferential direction of the supporting steel pipe, and the second plate body is arranged along the axial direction of the supporting steel pipe. The plurality of first plate members 21 and the plurality of second plate members 22 are connected to the inner wall of the supporting steel pipe 1.
In a preferred embodiment, the first plate body and the second plate body extend in the axial direction and the circumferential direction of the supporting steel pipe to form a flange plate on the side away from the supporting steel pipe. In this embodiment, the cross sections of the first plate body and the second plate body are T-shaped.
The cast-in-place concrete layer comprises a steel mesh 31 and concrete. Wherein, the reinforcing mesh 31 is installed and connected on one side of the grid rib plate 2 far away from the supporting steel pipe 1. The concrete is coated on the steel mesh 31 and filled in the pouring space to be solidified to form a cast-in-place concrete layer.
When pouring concrete, if the air in the sealed pouring space is not discharged, the poured concrete is difficult to be densely poured into each pouring space, and then effective support cannot be formed. As shown in fig. 1, on a cross section of a pipe jacking structure for pipe jacking method underground excavation according to an embodiment of the present invention, the pipe jacking structure is divided into a top area B, a side area C, and a bottom area D. In each area, the air guide hole is positioned at the uppermost part of the first plate body and the second plate body.
In a preferred embodiment, the air vent is located at the highest point of the first plate and the second plate. When the pipe-jacking structure is poured section by section, the gas in the pouring space can be sequentially discharged into the next adjacent pouring space according to the pouring direction of the concrete (the straight solid arrow shown in fig. 6 is the pouring direction) until the air is discharged to the outside from the pouring space at the tail end of the supporting steel pipe.
And pouring the pipe jacking structure section by section according to the sequence of the bottom area D, the side area C and the top area B. When concrete is poured after the top area is poured, the situation that gas in a pouring space cannot be discharged and the poured concrete cannot be poured compactly is avoided, and the first pipe body 5 in an L shape is installed at the bottom of the grid rib plate 2 on one side of the pipe joint 11 (in the pouring space corresponding to the tail of the concrete pouring operation section of the supporting steel pipe in the pouring direction). The air inlet of the first pipe body 5 extends into the pouring space d, is located at the highest point in the pouring space and is only separated from the interior of the supporting steel pipe by a small distance. The gas outlet of the first pipe body 5 extends to the outside of the pouring space at the tail part of the concrete pouring operation section of the supporting steel pipe. Therefore, air in the pouring space can be discharged through the first pipe body finally, and concrete is filled in the pouring space densely. A U-shaped second pipe body 6 is communicated between the adjacent casting spaces d on the upper portion (in the top area) of the supporting steel pipe 1. The second body sets up along concrete placement direction, and a plurality of second bodies are connected adjacent pouring space in proper order along concrete placement direction. The air inlet and the air outlet of the second pipe body are respectively positioned at the highest point in the pouring space and are only separated from the interior of the supporting steel pipe by a small distance. Meanwhile, an L-shaped first pipe body is arranged in a pouring space corresponding to the tail of the concrete pouring section of the support steel pipe. Gas in the pouring space is sequentially discharged to the next adjacent pouring space according to the concrete pouring direction through the second pipe body and the first pipe body until the gas is discharged from the first pipe body at the tail end of the pipe joint, so that an integral stress system is formed between the cast-in-place concrete layer and the support steel pipe.
The invention provides a construction method of a pipe jacking structure for pipe jacking method underground excavation construction, which comprises the following steps:
step one, in the tunnel excavation process of a subway station, installing a supporting steel pipe and grid rib plates connected to the inner wall of the supporting steel pipe in an excavated tunnel.
When the tunnel is excavated, a plurality of arc plate units are enclosed and assembled into pipe joints on the ground, the pipe joints are hoisted into the tunnel, and the pipe joints are connected end to end with the front adjacent pipe joints to form supporting steel pipes.
And secondly, after the tunnel is excavated and communicated, pouring concrete on one side of the grid rib plate, which is far away from the supporting steel pipe, wherein the concrete covers the grid rib plate and is poured into a pouring space formed between the inner wall of the supporting steel pipe and the inner wall of the grid rib plate to be solidified to form a cast-in-place concrete layer. And in the pouring process of the concrete, air in the pouring space is discharged from the outside of the pouring space at the tail part of the concrete pouring operation section of the supporting steel tube through the air guide hole, the second tube body and the first tube body, so that the concrete is tightly filled in the pouring space. After the tunnel is excavated and communicated, a template is erected on one side of the grid rib plates, which is far away from the supporting steel pipe, and a gap is reserved between the template and the grid rib plates. The template is provided with a pouring hole, and concrete is poured into the inner side of the template through the pouring hole. The concrete covers the grid ribbed slab and is poured into a pouring space formed between the inner wall of the support steel pipe and the inner wall of the grid ribbed slab to be solidified to form a cast-in-place concrete layer.
In the concrete pouring process, air in the pouring space is discharged from the outside of the pouring space at the tail part of the concrete pouring operation section of the supporting steel tube through the air guide hole, the second tube body and the first tube body, and then concrete is densely filled in the pouring space. Example 2
The invention provides a pipe jacking structure for pipe jacking method underground excavation construction, which comprises a supporting steel pipe 1, a grid rib plate 2, an air guide pipe and a cast-in-place concrete layer.
The grid rib 2 has a plurality of through spaces. The inner wall of the supporting steel pipe 1 is connected with the grid rib plate. And a pouring space d is formed between the inner wall of the supporting steel pipe 1 and the inner wall of the grid rib plate 2. The grid rib plate 2 is provided with an air guide hole f and a slurry guide hole e which are communicated with two adjacent pouring spaces. The air vent f is positioned at the uppermost part of the grid rib plate 2.
The air duct includes first body 5 and second body 6. The first pipe body 5 and the second pipe body 6 are arranged on one side, far away from the supporting steel pipe 1, of the grid rib plate 2. Wherein, the air inlet and the air outlet of the second pipe body 6 respectively extend into the two adjacent pouring spaces d. The air inlet of first body 5 extends to the pouring space d who struts the rear of the concrete-filled steel tube pouring operation section, and the air outlet of first body 5 extends to the outside of the pouring space of the rear of the concrete-filled steel tube pouring operation section. Meanwhile, the air inlet and the air outlet of the second pipe body and the air inlet of the first pipe body are located at the highest point in the pouring space and are only slightly spaced from the inside of the supporting steel pipe. The cast-in-place concrete layer covers the grid rib plates 2 and is filled in the pouring space d. In this embodiment, the cast-in-place concrete layer includes the concrete lining pipe 3 and the embedded portion 30 which are respectively cast.
The concrete lining pipe 3 covers one side of the grid rib plate far away from the supporting steel pipe. The embedding portion 30 is formed on the concrete lining pipe 3 and embedded in the casting space d.
Wherein, in the tunnel excavation process of subway station, install and strut steel pipe 1 and net floor 2. The grid rib plates 2 are connected to the inner wall of the supporting steel pipe 1. A plurality of through-going spaces are formed inside the mesh rib plate 2.
And the concrete lining pipe 3 is cast and constructed after the whole tunnel of the subway station is excavated and communicated. Specifically, the concrete lining pipe 3 is poured on one side of the blank of the grid rib plate, which is far away from the support steel pipe 1. And a plurality of sealed pouring spaces d are formed among the concrete lining pipes 3, the grid rib plates 2 and the supporting steel pipes 1, namely the supporting steel pipes and the concrete lining pipes are respectively sealed at two ends of the through spaces to form sealed pouring spaces.
The grid rib plate 2 is provided with an air guide hole f and a slurry guide hole e which are communicated with the two adjacent pouring spaces d. The air guide hole is positioned at the uppermost part of the grid rib plate 2. And pouring concrete into the pouring spaces d. And in the process of pouring and filling the post-cast concrete, air in the pouring space is discharged from the outside of the pouring space at the tail part of the concrete pouring operation section of the supporting steel pipe through the air guide holes, so that the post-cast concrete can be filled in the pouring space closely, and the construction quality of the pipe jacking structure is ensured. The pipe jacking structure for the pipe jacking method subsurface excavation construction comprises the steps of installing supporting steel pipes in the tunnel excavation jacking process, pouring concrete lining pipes in the supporting steel pipes after the tunnels are communicated, and pouring concrete after pouring so as to form the pipe jacking structure step by step. Because the steel pipe section of strutting the steel pipe compares the dead weight less with traditional reinforced concrete pipe section, so the construction is convenient high-efficient. And secondly, in the concrete pouring process, air in the pouring space can be discharged from the outside of the pouring space at the tail part of the concrete pouring operation section of the supporting steel pipe, so that a densely poured pipe jacking structure is formed. The supporting bearing capacity of the pipe jacking structure can be effectively ensured by jointly stressing the cast-in-place concrete layer and the supporting steel pipe. Meanwhile, the cast-in-place concrete layer is used as the lining of the support steel pipe to form a protective layer, so that the durability of the steel pipe can be improved.
In this embodiment, the supporting steel pipe 1 and the lattice rib 2 are formed integrally and are made of steel.
As a preferred embodiment, the supporting steel pipe 1 of the pipe jacking structure for pipe jacking method underground excavation construction of the present invention includes a plurality of pipe joints 11 connected end to end. The plurality of pipe sections are arranged along the axial direction of the tunnel. The pipe section 11 includes a plurality of outer arc plate units 111. The outer arc plate units are arranged along the circumferential direction of the tunnel. A plurality of outer arc plate units 111 are enclosed end to form a pipe section 11. The grid ribs 2 are formed on the intrados of the outer arc plate unit 111.
In order to facilitate material transportation, the supporting steel pipe 1 is formed in a block splicing mode. First, a plurality of outer arc plate units are connected by hoop bolts to form the pipe joint 11. And hoisting the pipe joints into the tunnel, and connecting the pipe joints with the front adjacent pipe joints 11 end to end through longitudinal bolts to form the supporting steel pipe 1. The inner side and the outer side of all the connecting joints are connected by welding seams and sealed by water-stop materials.
In the present embodiment, the grid rib includes a plurality of first boards 21 and a plurality of second boards 22 arranged in a crossing manner. The first plate body is arranged along the circumferential direction of the supporting steel pipe, and the second plate body is arranged along the axial direction of the supporting steel pipe. Opposite sides of the plurality of first plate bodies 21 and the plurality of second plate bodies 22 are connected to the inner wall of the supporting steel pipe 1 and the outer wall of the concrete lining pipe 3, respectively.
In a preferred embodiment, the first plate body and the second plate body extend in the axial direction and the circumferential direction of the supporting steel pipe to form a flange plate on the side away from the supporting steel pipe. In this embodiment, the cross sections of the first plate body and the second plate body are T-shaped.
The concrete-lined pipe 3 includes a steel mesh 31 and a lining concrete. Wherein, the reinforcing mesh 31 is installed and connected with the flange plate at one side of the grid rib plate 2 far away from the supporting steel pipe 1. The lining concrete is coated on the reinforcing mesh 31 to be consolidated to form a lining protection layer, so that the supporting steel pipe is protected on one hand, and on the other hand, the lining concrete and the supporting steel pipe block two ends of the blank of the grid rib plate to form a pouring space so as to be used as a template for later pouring concrete.
When pouring the back concreting, the air in the sealed pouring space is not discharged, and then the concrete that the post-pouring is difficult to be compactly poured into each pouring space, and then an effective support can not be formed. Therefore, the first plate body and the second plate body in the grid rib plate are provided with air guide holes communicated with two adjacent pouring spaces. On the cross section of the pipe jacking structure for pipe jacking method underground excavation construction, the pipe jacking structure is divided into a top area B, a side area C and a bottom area D. In each area, the air guide holes are positioned at the uppermost part of the grid rib plates. In a preferred embodiment, the air vent is located at the highest point of the first plate and the second plate. When the pipe jacking structure is poured section by section, the gas in the pouring space can be sequentially discharged into the next adjacent pouring space according to the pouring direction of the later pouring concrete until the gas is discharged to the outside from the pouring space at the tail end.
And pouring the pipe jacking structure section by section according to the sequence of the bottom area D, the side area C and the top area B. Avoid having the unable exhaust of gas in the space of pouring, lead to the unable closely knit of pouring of back concreting when pouring the back concreting in the top region, first body 5 is installed to one side of tube coupling 11 (in the pouring space that corresponds along the concrete-filled section afterbody of concrete-filled steel tube of strutting of back concreting direction) net floor 2 bottom, and first body is L shape. The air inlet of the first pipe body 5 extends into the pouring space d, is located at the highest point in the pouring space and is only separated from the interior of the supporting steel pipe by a small distance. The gas outlet of the first pipe body 5 extends to the outside of the pouring space at the tail part of the concrete pouring operation section of the supporting steel pipe. Therefore, the air in the casting space can be finally discharged through the first pipe body, and then the casting concrete is filled in the casting space tightly. A second pipe body 6 is communicated between the adjacent casting spaces d in the upper portion (in the top region) of the supporting steel pipe 1. The second pipe body is U-shaped. The second pipe body is sequentially connected with adjacent pouring spaces along the rear pouring concrete pouring direction. The air inlet and outlet of the second pipe body are located at the highest point in the pouring space and only have a small distance with the interior of the supporting steel pipe. Meanwhile, an L-shaped first pipe body is arranged in a pouring space corresponding to the tail of the concrete pouring operation section of the support steel pipe 1. Gas in the pouring space is sequentially discharged to the next adjacent pouring space according to the pouring direction of the post-pouring concrete through the second pipe body and the first pipe body until the gas is discharged from the first pipe body at the tail end of the pipe joint, so that an integral stress system is formed between the cast-in-place concrete layer and the supporting steel pipe.
The invention provides a construction method of a pipe jacking structure for pipe jacking method underground excavation construction, which comprises the following steps:
s1: in the tunnel excavation process of a subway station, a support steel pipe 1 and grid rib plates 2 connected to the inner wall of the support steel pipe 1 are installed in an excavated tunnel.
Firstly, outside the excavated tunnel, a plurality of outer arc plate units 111 are connected through circumferential bolts to form a pipe joint 11. And hoisting the pipe joints into the tunnel, and connecting the pipe joints with the adjacent pipe joints 11 in front end to end through longitudinal bolts to form the supporting steel pipe 1. The inner side and the outer side of all the connecting joints are connected by welding seams and sealed by water-stop materials.
And friction reducing slurry can be injected into the outer side of the supporting steel pipe through the first grouting hole so as to reduce the friction resistance. And performing secondary grouting on the outer side of the supporting steel pipe through the second grouting hole to control ground settlement.
S2: after the tunnel is excavated and communicated, a concrete lining pipe 3 is formed by pouring on one side of the blank of the grid rib plate 2, which is far away from the support steel pipe 1, so that a plurality of pouring spaces d are formed among the concrete lining pipe 3, the grid rib plate 2 and the support steel pipe 1.
Specifically, after the tunnel is excavated and communicated, the reinforcing mesh is firstly installed on the flange plates of the first plate body and the second plate body of the grid rib plate. And then pouring lining concrete on the reinforcing mesh sheets through construction processes such as spraying, so that the lining concrete covers the reinforcing mesh sheets and is solidified to form the concrete lining pipe, and a plurality of pouring spaces d are formed among the concrete lining pipe 3, the grid rib plate 2 and the support steel pipe 1.
S3: and (3) pouring the post-pouring concrete into the pouring spaces d, so that the post-pouring concrete is poured into each pouring space d through the grout guide holes e, and the air in the pouring spaces d is discharged to the outside of the pouring space at the tail part of the concrete pouring operation section of the supporting steel pipe through the air guide holes at the top of the grid rib plates 2 by the post-pouring concrete.
After the strength of the concrete lining pipe meets the design requirement, pouring concrete into the pouring space through a pouring port arranged on the concrete lining pipe, so that the later-poured concrete is densely filled in the pouring space, and an integral stress system is formed between the cast-in-place concrete layer and the support steel pipe.
It should be noted that the structures, ratios, sizes, and the like shown in the drawings attached to the present specification are only used for matching the disclosure of the present specification, so as to be understood and read by those skilled in the art, and are not used to limit the conditions for implementing the present invention, so that the present invention has no technical essence, and any structural modification, ratio relationship change or size adjustment should still fall within the scope of the present invention without affecting the efficacy and the achievable purpose of the present invention. Meanwhile, the terms such as "upper", "lower", "left", "right", "middle", and "a" used in the present specification are used for clarity of description only, and are not intended to limit the scope of the present invention, and changes or modifications in the relative relationship may be made without substantial technical changes and modifications, and may be regarded as the scope of the present invention.
While the present invention has been described in detail and with reference to the embodiments thereof as illustrated in the accompanying drawings, it will be apparent to one skilled in the art that various changes and modifications can be made therein. Therefore, certain details of the embodiments are not to be interpreted as limiting, and the invention is to be defined by the scope of the appended claims.
Claims (10)
1. The utility model provides a push pipe structure for push pipe method undercut construction which characterized in that includes:
supporting a steel pipe;
the mesh rib plate is provided with a plurality of through spaces, the inner wall of the support steel pipe is connected to the mesh rib plate, a pouring space is formed between the inner wall of the support steel pipe and the inner wall of the mesh rib plate, the mesh rib plate is provided with an air guide hole and a slurry guide hole which are communicated with the adjacent pouring space, and the air guide hole is positioned at the uppermost part of the mesh rib plate;
the air guide pipe comprises a first pipe body and a second pipe body which are arranged on one side of the grid rib plate, which is far away from the supporting steel pipe, wherein an air inlet and an air outlet of the second pipe body respectively extend into the adjacent pouring spaces, an air inlet of the first pipe body extends into the pouring space at the tail part of the concrete pouring operation section of the supporting steel pipe, and an air outlet of the first pipe body extends out of the pouring space at the tail part of the concrete pouring operation section of the supporting steel pipe; and
and the cast-in-place concrete layer covers the grid rib plates and is filled in the pouring space.
2. The jacking pipe structure for jacking pipe method underground excavation according to claim 1, wherein the cast-in-place concrete layer comprises:
the concrete lining pipe covers one side of the grid rib plate, which is far away from the supporting steel pipe; and
and the embedding part is formed on the concrete lining pipe and embedded in the pouring space.
3. The pipe jacking structure for pipe jacking underground excavation according to claim 2, wherein the concrete lining pipe comprises a steel mesh connected to one side of the grid rib plate, which is far away from the support steel pipe, and lining concrete coated on the steel mesh.
4. The jacking pipe structure for jacking pipe method underground excavation according to claim 2, wherein the supporting steel pipe is integrally formed with the lattice rib plate.
5. The pipe jacking structure for pipe jacking underground excavation according to claim 4, wherein the grid rib plates comprise a plurality of first plate bodies and a plurality of second plate bodies which are arranged in a crossed manner, and the plurality of first plate bodies and the plurality of second plate bodies are connected to the inner wall of the supporting steel pipe.
6. The jacking pipe structure for jacking pipe method underground excavation according to claim 5, wherein the first plate body is disposed along a circumferential direction of the supporting steel pipe, and the second plate body is disposed along an axial direction of the supporting steel pipe.
7. The jacking pipe structure for push pipe method underground excavation according to claim 5, wherein the air guide holes are formed in the first plate body and the second plate body.
8. The jacking pipe structure for jacking pipe method underground excavation according to claim 5, wherein the first pipe body and the second pipe body are arranged in the axial direction of the supporting steel pipe and are located on one side of the grid rib plate away from the supporting steel pipe.
9. The pipe jacking structure for pipe jacking underground excavation according to claim 5, wherein the supporting steel pipe comprises a plurality of pipe joints which are connected end to end, the pipe joints comprise a plurality of outer arc plate units, the plurality of outer arc plate units are enclosed end to form the pipe joints, and the grid rib plates are formed on inner arc surfaces of the outer arc plate units.
10. A construction method of a pipe jacking structure for pipe jacking method underground excavation construction according to any one of claims 1 to 9, comprising the steps of:
in the tunnel excavation process of a subway station, installing a supporting steel pipe and grid rib plates connected to the inner wall of the supporting steel pipe in an excavated tunnel;
and after the tunnel is excavated and communicated, pouring concrete on one side of the grid rib plate, which is far away from the supporting steel pipe, wherein the concrete covers the grid rib plate and is poured into a pouring space formed between the inner wall of the supporting steel pipe and the inner wall of the grid rib plate to be solidified to form a cast-in-place concrete layer. And in the pouring process of the concrete, air in the pouring space is exhausted from the outside of the pouring space at the tail part of the concrete pouring operation section of the support steel pipe through the air guide hole, the second pipe body and the first pipe body, so that the concrete is tightly filled in the pouring space.
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000104403A (en) * | 1998-09-28 | 2000-04-11 | East Japan Railway Co | Method of placing concrete in long size space |
| JP2000130090A (en) * | 1998-10-21 | 2000-05-09 | Kajima Corp | Air vent device and air vent method in shield tunneling method |
| CN105156131A (en) * | 2015-10-20 | 2015-12-16 | 上海市城市建设设计研究总院 | Composite pipe joint structure of rectangular jacking pipe |
| CN108266205A (en) * | 2018-01-03 | 2018-07-10 | 上海市城市建设设计研究总院（集团）有限公司 | Implement the construction method of no-dig technique subway station using multiple tube section structure |
| CN209179785U (en) * | 2018-12-13 | 2019-07-30 | 海港路桥股份有限公司 | A kind of new type formwork for Middle Wall of Multi-Arch Highway Tunnel concreting |
-
2020
- 2020-10-30 CN CN202011190348.3A patent/CN112576279A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000104403A (en) * | 1998-09-28 | 2000-04-11 | East Japan Railway Co | Method of placing concrete in long size space |
| JP2000130090A (en) * | 1998-10-21 | 2000-05-09 | Kajima Corp | Air vent device and air vent method in shield tunneling method |
| CN105156131A (en) * | 2015-10-20 | 2015-12-16 | 上海市城市建设设计研究总院 | Composite pipe joint structure of rectangular jacking pipe |
| CN108266205A (en) * | 2018-01-03 | 2018-07-10 | 上海市城市建设设计研究总院（集团）有限公司 | Implement the construction method of no-dig technique subway station using multiple tube section structure |
| CN209179785U (en) * | 2018-12-13 | 2019-07-30 | 海港路桥股份有限公司 | A kind of new type formwork for Middle Wall of Multi-Arch Highway Tunnel concreting |
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Application publication date: 20210330 |