CN212296394U - Control structure for long-term settlement of shield or pipe-jacking tunnel - Google Patents

Abstract

The utility model relates to a control structure that shield structure or push pipe tunnel subsided for a long time, including first section of jurisdiction ring, first section of jurisdiction intra-annular bottom is equipped with the ballast bed, be equipped with a plurality of sleepers on the ballast bed, the ballast bed below is connected with support piece, the support piece upper end is connected stable stratum is connected to first section of jurisdiction ring, lower extreme. The utility model discloses a support piece connects in railway roadbed, first section of jurisdiction ring and stable stratum simultaneously, and then passes through support piece utilizes the higher stable stratum of intensity to support the tunnel of weak soil stratum top, can promote the tunnel under the stratum to the support ability in tunnel to this reduces the inhomogeneous settlement in tunnel, guarantees tunnel safety, has solved effectively and has received the ground condition restriction at present and can't implement ground reinforcement and the interior slip casting of hole and consolidate the poor problem of effect, thereby has guaranteed the long-term safe operation in tunnel.

Description

Control structure for long-term settlement of shield or pipe-jacking tunnel

Technical Field

The utility model relates to a shield constructs and push pipe tunnel engineering technical field, especially a control structure that shield constructs or push pipe tunnel subsides for a long time.

Background

The shield construction and pipe-jacking tunnel construction method is the most widely and important engineering technology in the current underground tunnel construction, and has the advantages of safety, rapidness, capability of better controlling tunnel quality and the like. However, in a liquefied sand layer and a soft soil layer, after the construction of a shield and a pipe-jacking tunnel is completed, the problem of earthquake liquefaction exists, meanwhile, the settlement amount is large during the operation, the time required for stabilization is long, and the settlement presents the characteristic of obvious nonuniformity, so that the tunnel segment has the problem of long-term durability, and even the structural safety can be endangered.

In shield and pipe-jacking tunnel engineering, the most conventional method for solving the problem of earthquake liquefaction and controlling long-term operation settlement in a soft soil stable stratum is to reinforce the soft and stable stratum around the tunnel, so the reinforcement design is always a serious difficulty in the design and construction of the shield and pipe-jacking tunnels, and especially the reinforcement is a risk control difficulty when the periphery of the complex environment of the tunnel is a deep soft soil and water-rich liquefied sand layer.

The weak and stable stratum around the tunnel is generally reinforced by adopting a ground reinforcing mode, such as ground grouting, stirring piles, jet grouting piles and the like, but the mode is high in manufacturing cost; and the tunnel generally passes under present town road or building, and is restricted by conditions such as ground traffic, pipeline, building demolition, most of them can not implement ground reinforcement. The other mode is tunnel in-hole reinforcement, such as grouting in a tunnel, but the tunnel in-hole reinforcement is limited by low permeability coefficient of soil and small diffusion range of a reinforcement body, and the traditional in-hole grouting reinforcement effect is poor, so that the problems of seismic liquefaction and uneven settlement during operation cannot be fundamentally solved.

SUMMERY OF THE UTILITY MODEL

The utility model aims to provide a: aiming at the problem that uneven settlement is easy to generate after a tunnel is constructed by adopting a shield and pipe-jacking tunnel construction method in the prior art, the existing settlement control method has a ground reinforcement mode and an in-tunnel reinforcement mode, and is limited by conditions such as ground traffic, pipelines, building demolition and the like when the tunnel settlement problem is controlled by adopting the ground reinforcement mode; when the in-hole reinforcement is adopted, the reinforcement effect is poor, and the effect is poor when the uneven settlement of the tunnel in the earthquake liquefaction and operation periods is solved. Aiming at the problems, the control structure for the long-term sedimentation of the shield or pipe-jacking tunnel is provided.

In order to realize the purpose, the utility model discloses a technical scheme be:

the utility model provides a control structure that shield constructs or push pipe tunnel subsides for a long time, includes first section of jurisdiction ring, first section of jurisdiction intra-annular bottom is equipped with the ballast bed, be equipped with a plurality of sleepers on the ballast bed, the ballast bed below is connected with support piece, the support piece upper end is connected first section of jurisdiction ring, lower extreme are connected and are stabilized the stratum.

Wherein, the stable stratum refers to a stratum with rock stratum or hard soil in the deep position below a soft soil stratum where the tunnel is located; the pipe sheet ring is a permanent lining structure in a shield or pipe-jacking construction method, is an innermost barrier of a tunnel and plays a role in resisting soil layer pressure, underground water pressure and some special loads. The pipe sheet ring comprises a first pipe sheet ring and a second pipe sheet ring, the first pipe sheet ring is a pipe sheet ring arranged on a liquefied sand layer or a soft stratum, the second pipe sheet ring is a pipe sheet ring arranged on a stratum close to a stratum with stable stratum properties, the second pipe sheet ring is a pipe sheet ring in the prior art, and the second pipe sheet ring can be a concrete pipe sheet ring or a steel pipe sheet ring and the like. The track bed and the sleeper are of the existing track structure, and steel rails are paved on the sleeper.

The supporting pieces are simultaneously connected with the track bed, the first pipe piece ring and the stable stratum, so that the track bed, the first pipe piece ring, the stable stratum and the supporting pieces form a definite stress system, the uneven settlement of the tunnel can be reduced, and the arrangement number of the supporting pieces is determined according to the actual construction condition; the tunnel above the soft soil layer is supported by the support piece through the stable layer with higher strength, so that the supporting capacity of the layer below the tunnel to the tunnel can be improved, the bearing capacity of the tunnel is further improved, the settlement of the tunnel at the soft soil layer is further reduced, and the safety of the tunnel is ensured; the support of the soft soil stratum to the tunnel is not required to be increased by reinforcing the soft soil stratum below the tunnel, the condition of reinforcing the soft soil stratum is avoided being difficult to control, and further repeated reinforcing construction is avoided; and need not at ground construction operation face, make shield structure or push pipe tunnel long-term control structure's that subsides construction do not be restricted to conditions such as ground traffic, pipeline, building demolish, and then the problem of the inhomogeneous settlement of solution tunnel during earthquake liquefaction and operation that can be better. Shield constructs or push pipe tunnel subsides control structure for a long time solve present restricted and can't implement ground reinforcement and the interior slip casting of tunnel and consolidate the poor problem of effect effectively to avoided having guaranteed the long-term safe operation in tunnel because the poor later stage operation tunnel that leads to of soft base reinforcing effect subsides the emergence of disease such as increase, section of jurisdiction damage even in the tunnel. Except that soft soil layer, the control structure that shield structure or pipe-jacking tunnel subsided for a long time still can be used to bad geology such as karst development, secret river underground.

Preferably, the lower portion of the tie is embedded in the track bed.

The lower part of the sleeper is embedded into the track bed, so that the force transmission performance of the track can be improved.

Preferably, two longitudinal beams longitudinally arranged along the tunnel are arranged in the track bed, the two longitudinal beams are positioned below the sleeper, and the support member is connected with the longitudinal beams.

The longitudinal beam is arranged below the sleeper and inside the railway bed, and the longitudinal beam can strengthen and support the sleeper above the longitudinal beam through the support of the support piece, so that the support capacity of the steel rail above the sleeper is enhanced, and the tunnel settlement during train operation is reduced.

Preferably, the support comprises a peg.

The supporting piece is designed into a pile structure, the longitudinal beams are connected through piles to form a pile beam frame structure, the supporting capacity and stability of the pile beam frame structure are higher, a stable stratum can be better utilized to support the upper rail, and the load of the rail in the tunnel on the tunnel is reduced; meanwhile, the pile can directly support the first pipe sheet ring by utilizing a stable stratum, namely, the tunnel is directly supported, and further the bearing capacity of the tunnel is improved.

Preferably, the piles and the longitudinal beams are arranged under the steel rails, so that the pile beam frame structure directly vertically upwards provides supporting force for the steel rails, and further the supporting capacity of the tunnel is improved.

Preferably, the pile can adopt reinforced concrete pile, precast tubular pile, CFG stake and single tube jet grouting pile etc..

The reinforced concrete pile is cast-in-place concrete and has mature process and controllable quality. The prefabricated pipe pile is only suitable for soft strata due to the restriction of construction space in a hole, and the quality of a plurality of connecting points is difficult to control. CFG piles and single-tube jet grouting piles. The piles are formed by the mixed undisturbed soil. The quality of the pile foundation is controlled by the mix proportion and the on-site construction quality.

Preferably, the pile is a reinforced concrete member, the pile comprises pile longitudinal ribs arranged along the longitudinal direction of the pile, and the pile longitudinal ribs are welded on the top surface main ribs of the longitudinal beam.

Adopt reinforced concrete pile is cast-in-place structure, is convenient for construct according to actual conditions, and receives the construction space influence less. The pile longitudinal bar is a longitudinal bar of a reinforcement cage inside the pile, the upper end of the pile longitudinal bar is a part reserved on the top surface of the pile when the pile is poured, and the pile longitudinal bar penetrates through the first pipe sheet ring and is welded with the upper end of the first pipe sheet ring to form a top surface main bar on a reinforcement mesh inside the longitudinal beam, so that the connection capacity of the pile and the corresponding longitudinal beam can be improved, and the pile can better support a tunnel structure by means of a stable stratum.

Preferably, the top surface of the pile is an inclined surface, and the inclined surface gradually decreases from two sides of the first pipe sheet ring to the middle.

In the first section of jurisdiction intra-annular limited space, through increasing the area of stake top surface, and then can increase the section of roof beam, and then increased the rigidity of roof beam, intensity, support the sleeper that simultaneously can be better.

Preferably, the first pipe sheet ring is a steel pipe sheet ring with a hole at the bottom, the hole is connected with the pile in an adaptive mode, and the hole is arranged right below the steel rail.

The first pipe piece ring is a steel pipe piece ring with the bottom provided with holes which are in adaptive connection with the piles, the first pipe piece ring is a prefabricated part and comprises a top sealing block positioned at the top of the first pipe piece ring, a hole opening block positioned at the bottom of the first pipe piece ring, a first abutting block and a second abutting block which are respectively connected to two sides of the top sealing block, and two standard blocks which are respectively connected to two sides of the hole opening block, the holes are formed in the hole opening block, and at least one hole is formed below each steel rail in the hole opening block.

The first segment ring is made of steel components, and holes of the hole forming blocks are convenient to process. A reserved hole structure is arranged on the hole block at the bottom of the first pipe sheet ring and is used for constructing a pile, so that the pile can be conveniently connected with the first pipe sheet ring and the longitudinal beam respectively; and the position of the hole is under the steel rail, so that the constructed pile and the longitudinal beam are under the steel rail. And the holes are prefabricated, such as: can realize dismantling the apron on the hole that the piece of digging a hole reserved fast through bolted connection, form the hole can be avoided on-the-spot secondary cutting hole and destroy the monoblock piece of digging a hole, and then avoid the tunnel impaired.

Preferably, the pile comprises a water stop plate arranged in the circumferential direction, the inner side of the water stop plate is welded to the pile longitudinal rib, and the outer side of the water stop plate is welded to the inner wall of the hole.

The inner side of the water stop plate is welded on the pile longitudinal bar and is a part of the pile, and the water stop plate is used for connecting the pile longitudinal bar in the pile with the inner wall of the hole, namely, the first pipe sheet ring is stably connected with the pile; simultaneously the stagnant water board can the shutoff the stake with space between the hole avoids in groundwater floods the tunnel, satisfies the waterproof demand of tunnel. Through the connection, the pile and the first segment ring can be connected, so that the pile, the first segment ring and the longitudinal beam form an integral stress system, and the bearing capacity of the tunnel is better.

Preferably, the water stop plate is a galvanized steel plate.

Preferably, the inner wall of hole is equipped with the hoop steel sheet, the sealing plate outside weld in the hoop steel sheet, the hoop steel sheet is used for strengthening the intensity of hole department.

Preferably, the inboard lower part of hoop steel sheet is equipped with the stagnant water spare, the stagnant water spare is rubber strip or stagnant water silver etc. the rubber strip can meet water expansion, the stagnant water spare is used for cooperating the stagnant water board is together stagnant water.

Preferably, the outside of sleeper both ends all is equipped with along the vertical escape canal that sets up in tunnel for ponding in the discharge tunnel ensures tunnel operation safety.

A control method for long-term settlement of a shield or pipe-jacking tunnel comprises the following steps of constructing a control structure for long-term settlement of the shield or pipe-jacking tunnel:

a: installing the first pipe sheet ring at a position where sedimentation control is needed; the first pipe sheet ring is a steel pipe sheet ring with a hole at the bottom;

b: opening one of the holes at the bottom of the first pipe sheet ring, extending into the stable stratum from the corresponding hole through a sleeve of a rotary drilling rig and following the rotary drilling rig to form a pile hole, placing a reinforcement cage into the pile hole, welding the inner side of an annular water stop plate with a pile longitudinal rib of the reinforcement cage, welding the outer side of the annular water stop plate with the inner wall of the current hole, and pouring concrete to the preset height of the pile to form the pile;

c: repeating the step B until all the piles corresponding to the first pipe sheet ring are constructed;

d: and building a reinforcing mesh of the ballast bed and a reinforcing mesh of a sleeper on the upper part of the ballast bed above the piles, welding pile longitudinal ribs of the piles with the reinforcing mesh of the ballast bed, pouring concrete to form the ballast bed and the sleeper, and completing construction of a control structure for long-term settlement of a shield or pipe-jacking tunnel.

The control method for the long-term settlement of the shield or pipe-jacking tunnel determines whether to construct the control structure for the long-term settlement of the shield or pipe-jacking tunnel according to the geological conditions of the tunnel section when the tunnel structure is constructed in the tunnel; after the construction is determined, the first segment ring is assembled through a shield tunneling machine or a pipe jacking machine, the tail brush is removed, the first segment ring is installed in the tunnel, and then a hole is formed by disassembling a cover plate prefabricated at the hole below the first segment ring, so that the pile structure can be conveniently constructed through the hole; each first segment ring is provided with at least two holes, and at least two holes respectively correspond to two steel rails; namely, at least two piles are arranged below each first pipe sheet ring, and at least two piles respectively correspond to the two steel rails. When constructing pile structure and track structure, adopt from supreme hierarchical mode of pouring down, accomplish the pile construction earlier, make the stake lower extreme connect in stable ground, the upper end is connected in first pipe sheet ring, and then make the stake support the tunnel earlier, construct track structure again, can reduce the settlement in tunnel. When a pile structure is constructed, a rotary drilling rig is adopted to dig a pile hole, then a reinforcement cage is installed in the pile hole, the reinforcement cage is directly welded with a water stop plate arranged along the circumferential direction of the reinforcement cage, the water stop plate is welded and connected to a first pipe sheet ring, then concrete is poured into the pile hole to a preset height to form a pile, and a pile longitudinal rib extends out of the top of the pile to serve as a reserved connecting reinforcement to be connected with a track bed above the pile; by adopting the mode, firstly, the first pipe sheet ring and the pile have better connectivity, and secondly, the hole opened on the first pipe sheet ring can be plugged, so that water can be stopped in advance, and the influence of a sand gushing phenomenon on subsequent construction is reduced; and the construction of stake is according to the construction of individual gradation, can the limited construction space in the rational utilization tunnel, and can in time carry out the shutoff to the hole of opening on the first section of jurisdiction ring, avoids opening a plurality of holes and leads to gushing sand to show seriously, and then improves the construction security. After all the piles are constructed, welding the upper ends of the reserved pile longitudinal ribs with a constructed track bed reinforcing mesh, building the reinforcing mesh of the sleeper, pouring the sleeper and the track bed together, enabling the lower piles to form stable rigid connection with the track bed, and completing construction of the control structure for long-term settlement of the shield or pipe-jacking tunnel. The control method for long-term settlement of the shield or pipe-jacking tunnel adopts the modes of hierarchical construction and hierarchical construction, and constructs piles and a track structure positioned above the first segment ring in sequence, so that the support of the piles to the tunnel is realized before the track structure is constructed, and the settlement of the tunnel is reduced; the construction efficiency can be improved through the grading construction, the connection capacity of the pile with the ballast bed and the first pipe sheet ring is improved, and the supporting capacity of the pile is improved; and the piles are constructed one by one, so that the limited construction space in the hole is effectively utilized, the sand gushing is reduced, the construction safety is improved, and compared with grouting in the hole, the method can adopt the matching of the piles and the stable stratum to bear the tunnel only in the hole, so that the tunnel settlement preventing effect is better.

Preferably, the rotary drilling rig is a DKZ-10 engineering drilling rig, is a miniature reverse circulation rotary drilling rig, can be used for subway station construction, and is suitable for foundation construction of complex strata such as soil layers, weathered rock layers, particularly gravel layers, cemented layers and the like.

Preferably, said step D can be replaced by D1 and D2 carried out in sequence;

the step D1: building two reinforcing mesh of longitudinal beams longitudinally arranged along the tunnel above the corresponding piles, welding top surface main reinforcements of the longitudinal beams with the upper ends of the longitudinal ribs of the piles, and then pouring concrete to form the two longitudinal beams;

the step D2: and constructing a reinforcing mesh of the track bed around the longitudinal beam, constructing a reinforcing mesh of a sleeper embedded in the track bed above the longitudinal beam, and pouring concrete to form the track bed and the sleeper, thereby completing construction of the control structure for long-term settlement of the shield or pipe-jacking tunnel.

The pile beam frame structure is adopted to support the tunnel, so that the tunnel settlement prevention capability of the control structure for long-term settlement of the shield or pipe-jacking tunnel is better. When the longitudinal beam is arranged in the ballast bed, the method still adopts a mode of graded construction and graded construction, firstly constructs all the piles, reserves the upper ends of the pile longitudinal ribs, welds the top surface main ribs of the reinforcing mesh of the longitudinal beam with the upper ends of the pile longitudinal ribs when constructing the reinforcing mesh of the longitudinal beam, and then pours concrete to form the longitudinal beam. The design of the pile determines whether construction is carried out according to the geology below the first segment ring, and the longitudinal beams are continuously arranged along the longitudinal direction of the tunnel. After the construction of the longitudinal beam corresponding to the first pipe sheet ring, the track bed and the sleeper are constructed, the reinforcing mesh of the sleeper and the reinforcing mesh of the track bed are bound together, and then pouring is carried out simultaneously, so that the sleeper can be embedded into the track bed, and further the stress capacity of the sleeper is better.

Preferably, before the step a, the first segment ring and the second segment ring are assembled inside a shield machine or a pipe jacking machine by an assembling machine, the first segment ring and the second segment ring are connected by a connecting steel ring, the connecting steel ring and the first segment ring are connected by bolts and then welded, and the second segment ring and the connecting steel ring are connected by bolts.

Because the size of first pipe piece ring is limited after the piece of opening a hole of first pipe piece ring bottom is equipped with the hole of construction stake, probably lead to the connection screw of first pipe piece ring diminishes, and then the joint strength when making first pipe piece ring and concrete pipe piece ring connect diminishes. When first section of jurisdiction ring needs second section of jurisdiction ring joint and second section of jurisdiction ring to be concrete section of jurisdiction ring, through setting up between first section of jurisdiction ring and concrete section of jurisdiction ring connect the steel loop, connect the size of steel loop unanimous with current section of jurisdiction ring, because of need not to set up the hole that is used for the construction pile foundation, make connect the steel loop and can set up normal screw at both ends, its connection the one end of first section of jurisdiction ring is passed through the bolt earlier and is connected with first section of jurisdiction ring, and rethread welding is strengthened both and is connected, other end accessible bolt normal connection concrete section of jurisdiction ring. Through connect the steel loop, can strengthen the joint strength of first pipe piece ring and concrete pipe piece ring, and then improve the bulk strength of pipe piece ring in the tunnel, improve tunnel security. Through the connecting steel ring, the first segment ring can be normally connected with other segment rings, and construction of a tunnel is facilitated.

To sum up, owing to adopted above-mentioned technical scheme, the beneficial effects of the utility model are that:

1. shield constructs or push pipe tunnel control structure that subsides for a long time, connects simultaneously in railway roadbed, first section of jurisdiction ring and stable stratum through support piece, makes railway roadbed, first section of jurisdiction ring, stable stratum and support piece forms an explicit atress system, through support piece utilizes the higher stable stratum of intensity to support the tunnel of weak soil stratum top, can promote the support ability of stratum to the tunnel under the tunnel, and then improves the bearing capacity in tunnel, guarantees tunnel safety, has solved effectively and has received the restriction of ground condition at present and can't implement ground reinforcement and the interior slip casting of injection hole and consolidate the poor problem of effect to avoided because the emergence of the later stage operation tunnel subsides that the effect of consolidating leads to in the hole soft base and increases, the damaged emergence of section of jurisdiction even, guaranteed the long-term safe operation of tunnel.

2. The supporting piece of the control structure for long-term settlement of the shield or pipe-jacking tunnel comprises a pile, the top of the pile is connected with a longitudinal beam arranged in a ballast bed to form a pile-beam frame structure, the supporting capability and stability of the pile-beam frame structure are higher, a stable stratum can be better utilized to support a track above the pile-beam frame structure, and the load of the track in the tunnel on the tunnel is reduced; meanwhile, the pile can directly support the first pipe sheet ring by utilizing a stable stratum, namely, the tunnel is directly supported, and further the bearing capacity of the tunnel is improved.

3. The control structure for long-term sedimentation of the shield or pipe-jacking tunnel is used for constructing piles through the reserved hole structure arranged on the hole block arranged at the bottom of the first pipe sheet ring, so that the piles are respectively connected with the first pipe sheet ring and the longitudinal beam; meanwhile, the first segment ring is of a steel structure, so that the hole is conveniently machined; the holes are positioned right below the steel rails, so that the constructed piles and longitudinal beams are both positioned right below the steel rails, the pile beam frame structure directly vertically upwards provides supporting force for the steel rails, and the supporting capacity of the tunnel is further improved; and the holes are prefabricated, so that the situation that the whole block of the hole forming block is damaged due to secondary hole cutting on site can be avoided, and further the tunnel is prevented from being damaged.

Drawings

Fig. 1 is a schematic elevation view of a control structure for long-term settlement of a shield or pipe-jacking tunnel in embodiment 1.

FIG. 2 is a schematic view showing the arrangement of the piles and the beams in example 1;

fig. 3 is a schematic node diagram of the reinforced connection structure described in embodiment 1.

Icon: 11-a capping block; 12-adjacent block one; 13-adjacent block two; 14-standard block; 15-punching a hole block; 16-holes; 17-piling; 20-steel rail; 21-a sleeper; 22-track bed; 23-a drainage ditch; 24-a stringer; 30-pile spiral stirrups; 31-pile longitudinal bars; 32-top main ribs; 33-a water stop plate; 34-annular steel plate; 35-rubber strips; 36-bolt.

Detailed Description

The present invention will be described in detail with reference to the accompanying drawings.

In order to make the objects, technical solutions and advantages of the present invention more clearly understood, the present invention is further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the invention.

Example 1

The embodiment provides a control structure for long-term settlement of a shield or pipe-jacking tunnel, which comprises a first pipe sheet ring, wherein a ballast bed 22 is arranged at the bottom of the inner side of the first pipe sheet ring, a plurality of sleepers 21 are arranged on the ballast bed 22, a support member is connected below the ballast bed 22, the upper end of the support member is connected with the first pipe sheet ring, and the lower end of the support member is connected with a stable stratum.

Wherein, the long-term settlement refers to the settlement of the tunnel during the operation; the stable stratum refers to a stratum with rock stratum or hard soil in the deep position below a soft soil stratum where the tunnel is located; the pipe sheet ring is a permanent lining structure in a shield or pipe-jacking construction method, is an innermost barrier of a tunnel and plays a role in resisting soil layer pressure, underground water pressure and some special loads. The track bed 22 and the sleepers 21 are of conventional track construction. The first pipe piece ring is a pipe piece ring arranged on a liquefied sand layer or a soft stratum, when the property of the stratum of the pipe piece ring connected with the two ends of the first pipe piece ring is close to the property of a stable stratum and can meet the stress requirement, a second pipe piece ring is adopted, the second pipe piece ring is a pipe piece ring in the prior art, and the second pipe piece ring can be a concrete pipe piece ring or a steel pipe piece ring and the like. In this embodiment, the lower portion of the tie 21 is embedded in the track bed 22, which can improve the force transmission performance of the rail.

In this embodiment, as shown in fig. 1, the first pipe sheet ring is a steel pipe sheet ring, and the first pipe sheet ring includes a hole opening block 15 located at the bottom of the first pipe sheet ring, a capping block 11 located at the top of the first pipe sheet ring, a first abutting block 12 and a second abutting block 13 respectively connected to two sides of the capping block 11, and two standard blocks 14 respectively connected to two sides of the hole opening block 15. The hole forming block 15 is provided with a plurality of holes 16, the distance between the holes 16 is determined according to actual geological conditions, and the supporting piece is connected to the inner wall of each hole 16. Specifically, as shown in fig. 1 to 3, the hole forming block 15 has two holes 16 distributed along the transverse direction, the two holes 16 are respectively and correspondingly disposed right below the two rails 20, the inner wall of each hole 16 is respectively provided with a circumferential steel plate 34, and the circumferential steel plate 34 is used for reinforcing the strength of the hole 16. Both holes 16 are prefabricated, such as: the cover plates at the holes 16 reserved in the hole-opening blocks 15 can be quickly detached through the connection of the bolts 36, the holes 16 are opened, the situation that the holes 16 are cut secondarily on site to damage the whole hole-opening blocks 15 can be avoided, and further the tunnel is prevented from being damaged. The inner wall of hole 16 is equipped with hoop steel sheet 34, the stagnant water board 33 outside weld in hoop steel sheet 34, hoop steel sheet 34 is used for strengthening the intensity of hole 16 department.

The supporting piece comprises a pile 17 vertically arranged in the hole 16, the pile 17 can be a reinforced concrete pile, a precast tubular pile, a CFG (cement fly-ash gravel) pile, a single-tube jet grouting pile and the like, the lower end of the pile 17 extends into a stable stratum, and the side face of the upper end of the pile 17 is connected to the annular steel plate 34; preferably, in this embodiment, as shown in fig. 3, the pile 17 is a reinforced concrete member, the top surface of the pile 17 is an inclined surface, the inclined surface gradually decreases from two sides to a middle portion of the first pipe sheet ring, the pile 17 includes a reinforcement cage inside thereof and a water stop plate 33 connected to the reinforcement cage, the reinforcement cage includes a pile longitudinal rib 31 longitudinally disposed along the pile 17 and a pile spiral stirrup 30 circumferentially disposed along the pile 17, the water stop plate 33 is a galvanized steel plate, an outer side of the water stop plate 33 is welded to the circumferential steel plate 34 at the inner wall of the hole 16, and an inner side of the water stop plate 33 is welded to the pile longitudinal rib 31 longitudinally disposed inside the pile 17.

The upper end face of the pile 17 is connected with two longitudinal beams 24 arranged along the longitudinal direction of the tunnel, the bottom faces of the longitudinal beams 24 are adapted to the top faces of the pile 17, the two longitudinal beams 24 are located in the track bed 22 and below the sleeper 21, and specifically, the two longitudinal beams 24 and the corresponding pile 17 are respectively and correspondingly arranged right below the two steel rails 20. The pile longitudinal ribs 31 are welded to the top main ribs 32 of the longitudinal beams 24 through the first tube sheet ring. Specifically, the upper ends of the pile longitudinal ribs 31 are welded to the top main ribs 32 of the longitudinal beams 24; the top surface main reinforcement 32 is a reinforcing bar arranged in the longitudinal direction of the reinforcing mesh inside the longitudinal beam 24, and is positioned on the upper part of the longitudinal beam 24. As a preferred embodiment, a water stop member is disposed at a lower portion of an inner side of the circumferential steel plate 34, the water stop member is a rubber strip 35 or a water stop cotton strip, the rubber strip 35 can expand when encountering water, and the water stop member is used for cooperating with the water stop plate 33 to stop water.

As shown in fig. 2, the longitudinal beams 24 are continuously arranged along the longitudinal direction of the tunnel, that is, 3 first pipe ring rings in fig. 2 all have a longitudinal beam 24 structure, but two piles 17 distributed along the longitudinal direction are respectively arranged at the bottoms of two spaced first pipe ring rings, and all the piles 17 corresponding to the same longitudinal direction can be indirectly connected through the longitudinal beams 24 to form an integral pile beam frame structure, so that the pile beam frame structure has higher support capability and stability, can better utilize a stable stratum to support an upper track, and reduce the load of the track in the tunnel to the tunnel; meanwhile, the pile 17 can directly support the first pipe sheet ring by utilizing a stable stratum, namely, a tunnel is directly supported, and further the bearing capacity of the tunnel is improved.

Example 2

The embodiment provides a method for controlling long-term sedimentation of a shield or pipe-jacking tunnel, which comprises the step of constructing the control structure for long-term sedimentation of the shield or pipe-jacking tunnel in the embodiment 1 to control the long-term sedimentation of the shield or pipe-jacking tunnel, and the method is shown in fig. 1-3. When a tunnel structure is constructed in a tunnel, determining whether to construct a control structure for long-term settlement of the shield or pipe-jacking tunnel according to the soft soil geological condition of the tunnel section; when the control structure for long-term settlement of the shield or pipe-jacking tunnel is not provided with the longitudinal beam 24, the construction method of the control structure for long-term settlement of the shield or pipe-jacking tunnel comprises the following steps:

firstly, splicing pipe sheet rings in the shield machine or the pipe jacking machine by using a splicing machine, connecting all the first pipe sheet rings by using bolts and then welding when the pipe sheet rings are all first pipe sheet rings, and then sequentially implementing a control structure for long-term settlement of the shield or pipe jacking tunnel corresponding to each first pipe sheet ring according to the steps A-D; when all the pipe piece rings are second pipe piece rings, all the pipe piece rings are connected through bolts, all the pipe piece rings are installed in the tunnel, and then the pipe piece ring assembly of the next cycle is carried out; when the first duct piece ring needs to be connected with the concrete duct piece ring, the connecting steel ring is arranged between the first duct piece ring and the concrete duct piece ring, so that normal connection between the first duct piece ring and the concrete duct piece ring can be ensured; when the first segment ring needs to be connected with the adjacent first segment ring, the first segment ring is connected with the adjacent first segment ring through a bolt, and then welded;

in the embodiment, the two ends of the first segment ring are provided with connecting steel rings, the connecting steel rings are firstly connected with the first segment ring through bolts and then welded, and the second segment ring is connected with the connecting steel rings through bolts;

after the assembly of the pipe sheet ring is finished, the construction of the step A is carried out;

a: installing the first pipe sheet ring at a position where sedimentation control is needed;

b, removing the first segment ring assembled by the assembling machine from the tail brush, wherein the first segment ring is a steel tube segment ring with a reserved hole 16 at the bottom, and after the first segment ring is arranged at a designated position, performing construction in the step B;

and B, the step of: opening one reserved hole 16 of the hole opening block 15 at the bottom of the first pipe sheet ring; specifically, any one hole 16 of the first pipe sheet ring is selected to construct the pile 17, and the structure for blocking the current hole 16 is detached by detaching the bolt 36, so that the hole 16 is opened. Then the steps are executed: extending a sleeve of a micro reverse circulation rotary drilling rig into the stable stratum from the current hole 16 and following the rotary drilling rig to form a pile hole, wherein the micro reverse circulation rotary drilling rig is a DKZ-10 engineering drilling rig, putting a reinforcement cage into the pile hole, welding an annular water stop plate 33 on a pile longitudinal rib 31 around the reinforcement cage, simultaneously welding the outer side of the water stop plate 33 on an annular steel plate on the inner wall of the current hole 16, pouring concrete into the pile hole to the preset height of the pile 17 to form the pile 17, and at the moment, extending the upper end of the pile longitudinal rib 31 out of the top surface of the pile 17;

c, after the construction of the current pile 17 is finished, performing the construction in the step C; and C, performing the step of: repeating the step B until the construction of all the piles 17 corresponding to the first pipe sheet ring is completed; step C, after the construction of the former pile 17 is finished and certain strength is achieved, the construction is started, the step B is repeated, another hole 16 is selected to repeatedly construct the pile 17, and the construction of the piles 17 corresponding to all the holes 16 of the first segment ring is finished, the step C is finished, and then the construction of the step D is carried out;

the step D: and constructing a reinforcing mesh of the ballast bed 22 and a reinforcing mesh of the sleeper 21 embedded in the upper part of the ballast bed 22, welding the upper ends of the pile longitudinal ribs 31 of the piles on the reinforcing mesh of the ballast bed 22, and pouring concrete to form the ballast bed 22 and the sleeper 21, thereby completing construction of a control structure for long-term settlement of a shield or pipe-jacking tunnel.

According to the control method for long-term settlement of the shield or pipe-jacking tunnel, the pile 17 and the track structure above the first segment ring are constructed in sequence by adopting a grading construction mode, the support of the pile 17 on the tunnel is realized before the track structure is constructed, and the settlement of the tunnel is reduced; the construction efficiency can be improved through the grading construction, the connection capacity of the pile 17 with the ballast bed 22 and the first pipe sheet ring is improved, and the supporting capacity of the pile 17 is improved; and adopt and construct the stake 17 one by one, effectively utilize limited in-hole construction space, reduce and gush the sand and show, improved the construction safety, compare with grouting in the hole, this method only constructs in the hole and can adopt the stake 17 to cooperate the stable stratum to bear the weight of the tunnel, prevent that the tunnel subsides the effect better.

Example 3

The present embodiment provides a method for controlling long-term sedimentation of a shield or pipe-jacking tunnel, which is substantially the same as the method for controlling long-term sedimentation of a shield or pipe-jacking tunnel described in embodiment 2, and still includes constructing a structure for controlling long-term sedimentation of a shield or pipe-jacking tunnel described in embodiment 1 to control long-term sedimentation of a shield or pipe-jacking tunnel, as shown in fig. 1-3. The difference is that the control structure for long-term settlement of the shield or pipe-jacking tunnel is provided with two longitudinal beams 24 arranged in the ballast bed 22, and the step D is replaced by sequentially implemented steps D1 and D2;

the step D1: building two reinforcing meshes of the longitudinal beams 24 which are arranged along the longitudinal direction of the tunnel above the piles 17, welding top surface main reinforcements 32 of the reinforcing meshes of the longitudinal beams 24 with the upper ends of the pile longitudinal reinforcements 31, and then pouring concrete to form the two longitudinal beams 24;

the step D2: and building a reinforcing mesh of the railway bed 22 around the longitudinal beam 24, building a reinforcing mesh of a sleeper 21 embedded in the railway bed 22 above the longitudinal beam 24, pouring concrete to form the railway bed 22 and the sleeper 21, and completing construction of a control structure for long-term settlement of a shield or pipe-jacking tunnel.

The pile beam frame structure is adopted to support the tunnel, so that the tunnel settlement prevention capability of the control structure for long-term settlement of the shield or pipe-jacking tunnel is better. When the longitudinal beams 24 are arranged in the ballast bed 22, the method still adopts a mode of graded construction and graded construction, firstly, all the piles 17 are constructed, the upper ends of the pile longitudinal ribs 31 are reserved, when the reinforcing mesh of the longitudinal beams 24 is constructed, the top surface main ribs 32 of the reinforcing mesh of the longitudinal beams 24 are welded with the upper ends of the pile longitudinal ribs 31, and then concrete is poured to form the longitudinal beams 24. Wherein the design of the piles 17 determines whether to be constructed according to the geology below the first segment ring, and the longitudinal beams 24 are continuously arranged in the longitudinal direction of the tunnel. After the longitudinal beam 24 corresponding to the current first pipe sheet ring is constructed, the track bed 22 and the sleeper 21 are constructed, the reinforcing mesh of the sleeper 21 and the reinforcing mesh of the track bed 22 are bound together, and then pouring is carried out simultaneously, so that the sleeper 21 can be embedded into the track bed 22, and further the stress capacity of the sleeper 21 is better.

The above description is only exemplary of the present invention and should not be taken as limiting the scope of the present invention, as any modifications, equivalents, improvements and the like made within the spirit and principles of the present invention are intended to be included within the scope of the present invention.

Claims (7)

1. The utility model provides a control structure that shield constructs or push pipe tunnel subsides for a long time, its characterized in that includes first section of jurisdiction ring, first section of jurisdiction intra-annular bottom is equipped with ballast bed (22), be equipped with a plurality of sleepers (21) on ballast bed (22), ballast bed (22) below is connected with support piece, the support piece upper end is connected first section of jurisdiction ring, lower extreme are connected and are stabilized the stratum.

2. The structure for controlling the long-term settlement of a shield or pipe-jacking tunnel according to claim 1, wherein two longitudinal beams (24) are arranged in the ballast bed (22) along the longitudinal direction of the tunnel, the two longitudinal beams (24) are positioned below the sleepers (21), and the supporting members are connected with the longitudinal beams (24).

3. The structure for controlling long-term settlement of a shield or pipe-jacking tunnel according to claim 2, wherein the support member comprises a pile (17), the pile (17) is a reinforced concrete member, the pile (17) comprises pile longitudinal ribs (31) arranged along a longitudinal direction thereof, and the pile longitudinal ribs (31) are welded to the top main ribs (32) of the longitudinal beam (24).

4. The structure for controlling long-term settlement of a shield or pipe-jacking tunnel according to claim 3, wherein the first pipe sheet ring is a steel pipe sheet ring with a hole (16) at the bottom, the hole (16) is adapted to connect the pile (17), and the hole (16) is arranged right below the steel rail (20).

5. The structure for controlling long-term settlement of a shield or pipe-jacking tunnel according to claim 4, wherein the pile (17) comprises a water-stop plate (33) arranged annularly, the inner side of the water-stop plate (33) is welded to the pile longitudinal rib (31), and the outer side of the water-stop plate (33) is welded to the inner wall of the hole (16).

6. The structure for controlling long-term settlement of a shield or pipe-jacking tunnel according to claim 5, wherein the water stop plate (33) is a galvanized steel plate.

7. The structure for controlling the long-term subsidence of a shield or pipe-jacking tunnel according to any one of claims 1-6, wherein the outer sides of both ends of the sleeper (21) are provided with a drainage ditch (23) arranged along the longitudinal direction of the tunnel.

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