阅读说明：本技术 一种护盾式tbm区间隧道修建方法 (Shield type TBM interval tunnel construction method ) 是由 史宣陶 林刚 柴家远 周明亮 李德才 张建祥 倪安斌 郭志 彭健海 于 2021-08-05 设计创作，主要内容包括：一种护盾式TBM区间隧道修建方法,以解决护盾式TBM在掘进终点不能通过常规接收井接收并解体起吊的难题,且能降低对既有运营地铁的影响。包括如下步骤：掘进到达新建区间隧道和已运营区间隧道分界附近,停止掘进,在掘进面与已运营区间隧道的端墙墙背之间的地层形成预留岩柱；护盾式TBM机械后退,边后退边拆除盾壳长度范围内的管片；依次拆除护盾式TBM机械后部配套构件、内部构件和刀盘,沿新建区间隧道原路返运至始发井起吊,护盾式TBM机械的盾壳则弃置在地层中；对预留岩柱和已运营区间隧道的端墙进行静态破除,新建区间隧道与已运营区间隧道贯通；浇筑模筑衬砌,将新建隧道衬砌管片和已运营隧道结构连接形成整体受力结构。(A shield type TBM interval tunnel construction method aims to solve the problem that a shield type TBM cannot receive, disassemble and lift through a conventional receiving well at a tunneling terminal, and can reduce the influence on an existing operation subway. The method comprises the following steps: tunneling reaches the vicinity of the boundary between the newly-built interval tunnel and the operated interval tunnel, stopping tunneling, and forming a reserved rock pillar on the stratum between the tunneling surface and the end wall back of the operated interval tunnel; mechanically backing off the shield type TBM, and removing duct pieces within the length range of the shield shell while backing off; sequentially removing a matching component, an internal component and a cutter head at the rear part of the shield type TBM machine, transporting the tunnel back to an originating well along the original path of the tunnel in the newly-built interval, and hoisting, wherein a shield shell of the shield type TBM machine is abandoned in the stratum; statically removing the end walls of the reserved rock pillars and the operated interval tunnel, and communicating the newly-built interval tunnel with the operated interval tunnel; and pouring a mold building lining, and connecting the newly built tunnel lining segment with the operated tunnel structure to form an integral stressed structure.)

1. A shield type TBM interval tunnel construction method comprises the following steps:

s01, tunneling by a shield type TBM machine (10) to the vicinity of the boundary of a newly-built interval tunnel (B) and an operated interval tunnel (A), stopping tunneling, and forming a reserved rock pillar (20) in a stratum between a tunneling surface and the end wall back of the operated interval tunnel (A), wherein the length (L3) of the reserved rock pillar is 3-5 m;

s02, moving the shield type TBM machine (10) backwards, removing segments within the range of shield shell length (L1) while moving backwards, wherein the length (L2) of the backwards moved segment is 8-10 m, and providing a space for disassembling and storing a cutter head;

s03, sequentially removing a matching component, an internal component and a cutter head at the rear part of the shield type TBM machine (10), returning to an initial well along the original path of the newly-built interval tunnel (B), lifting the initial well out of the well, and abandoning the shield shell of the shield type TBM machine (10) in the stratum;

s04, performing static removal on the reserved rock pillar (20) and the end wall of the operated interval tunnel (A), and communicating the newly-built interval tunnel (B) with the operated interval tunnel (A);

s05, pouring a mold building lining (34), and connecting lining segments of the newly-built interval tunnel (B) with the operated tunnel structure to form an integral stressed structure.

2. The method for constructing a shield-type TBM (tunnel boring machine) interval tunnel according to claim 1, wherein the method comprises the following steps: the length of the molded lining (34) is the sum of the length of a shield shell (L1), the length of a retreated section (L2) and the length of a reserved rock pillar (L3).

Technical Field

The invention relates to tunnel engineering, in particular to a shield type TBM interval tunnel construction method.

Background

Rock Tunnel Boring Machines (TBMs) are widely applied to hydraulic engineering and railway tunnels in the early stage, and with the vigorous development of urban rail transit engineering, TBM construction methods are increasingly used in rock urban subway tunnels. The construction method is characterized in that the construction is generally selected from shield type TBMs (tunnel boring machines) under the special surrounding environment and complex geological conditions of urban subways, for example, the construction of a single shield type TBM is selected for a tunnel in a Chongqing subway interval, and the construction of a double shield type TBM is selected for a tunnel in a Qingdao subway interval; the lining structure type generally adopts a prefabricated reinforced concrete segment lining structure with strong geological adaptability and quick construction.

According to the needs of urban planning and passenger flow prediction, the single subway line construction plan is generally submitted to the state to transmit the examination and approval of the reform committee in different periods and is built in different periods, and the subsequent engineering needs to penetrate the tunnel at the boundary of the different periods and bring the newly built engineering into the whole operation. The construction method is limited by factors such as temporary construction land occupation and the like, when a newly-built project cannot provide conditions for starting, receiving, disassembling and hoisting of the shield-type TBM near a boundary, the shield-type TBM is mechanically abandoned and disassembled in a tunnel, the secondary reuse rate of components after the TBM is disassembled is ensured, and the original path of the disassembled TBM components is returned and transported in a starting tunnel and hoisted out to be a good choice. Meanwhile, the operated tunnel generally has strict requirements on dust prevention, smoke prevention, blasting vibration and the like; therefore, on the premise that the surrounding environment is complex and the influence on the existing operation subway is reduced as much as possible, how to realize the communication with the existing operation tunnel is a problem that careful examination and research are needed.

Disclosure of Invention

The technical problem to be solved by the invention is to provide a shield type TBM interval tunnel construction method, which solves the problem that the shield type TBM cannot be received through a conventional receiving well at a tunneling end point and disassembled for hoisting on the premise of ensuring the secondary reuse rate of components after the TBM is disassembled, can reduce the influence on the existing operation subway, and finally realizes the communication between a newly-built tunnel and the operated tunnel.

The technical scheme adopted by the invention for solving the technical problems is as follows:

the invention discloses a shield type TBM interval tunnel construction method, which comprises the following steps:

s01, mechanically tunneling by using a shield type TBM to reach the vicinity of the boundary between the newly-built interval tunnel and the operated interval tunnel, stopping tunneling, and forming a reserved rock pillar between the tunneling surface and the end wall back of the operated interval tunnel, wherein the length of the reserved rock pillar is 3-5 m;

s02, mechanically backing up a shield type TBM, removing segments within the length range of a shield shell while backing up, wherein the length of the backing up segment is 8-10 m, and providing a cutter head disassembling and storing space;

s03, sequentially removing a rear matching component, an inner component and a cutter head of the shield type TBM machine, transporting the tunnel back to an originating well along the original path of the newly-built interval tunnel, and hoisting, wherein the shield shell of the shield type TBM machine is abandoned in the stratum;

s04, performing static removal on the reserved rock pillars and the end walls of the operated interval tunnels, and communicating the newly-built interval tunnels with the operated interval tunnels;

and S05, pouring a mold building lining, and connecting the newly built tunnel lining segment with the operated tunnel structure to form an integral stressed structure.

The method has the advantages that the rock pillars are reserved between the tunnel and the operated tunnel, so that the tunnel in the operated region is prevented from being damaged by the tunneling thrust of the shield type TBM machine; meanwhile, the segment parts of the newly-built section tunnels after being assembled are disassembled, and the shield type TBM mechanically retreats to provide space for disassembling and storing a cutter head, so that conventional destructive disassembly is avoided, the subsequent secondary reuse rate of components is greatly improved, and engineering loss and resource waste are reduced; the reserved rock pillars and the end walls of the operated section tunnel are removed in a static state, so that the adverse effects of blasting vibration, dust, smoke and the like on the operated section tunnel are reduced; and the rest tunnels are connected with the tunnel lining segments between the building areas and the operated tunnel structure through the building to form an integral stressed structure. The tunnel construction method successfully solves the problem that the shield type TBM machine cannot be disassembled and lifted through a conventional receiving well at a tunneling terminal, ensures the secondary reuse rate of components after the TBM is disassembled, can reduce the influence on the existing operation subway, and finally realizes the communication between a newly-built tunnel and the operated tunnel.

Drawings

The specification includes the following five figures:

fig. 1 is a schematic diagram of a construction step S01 of a shield type TBM interval tunnel construction method;

fig. 2 is a schematic diagram of a construction step S02 of a shield-type TBM inter-zone tunnel construction method;

fig. 3 is a schematic diagram of a construction step S03 of a shield-type TBM inter-zone tunnel construction method;

fig. 4 is a schematic diagram of a construction step S04 of the shield-type TBM inter-zone tunnel construction method;

fig. 5 is a schematic diagram of a construction step S05 of the shield-type TBM inter-zone tunnel construction method.

The figures show the parts, components and corresponding marks: the tunnel construction method comprises the following steps of an operated interval tunnel A, a newly-built interval tunnel B, a shield type TBM machine 10, a reserved rock pillar 20, lining segments 31, secondary lining 32, an end wall 33, a molded lining 34, a shield shell length L1, a retreat segment length L2 and a reserved rock pillar length L3.

Detailed Description

The invention is further illustrated by the following figures and examples.

Referring to fig. 1 to 5, the method for constructing a shield-type TBM interval tunnel according to the present invention includes the following steps:

s01, the shield type TBM machine 10 tunnels to the position near the boundary between the newly-built interval tunnel B and the operated interval tunnel A, the tunneling is stopped, a reserved rock pillar 20 is formed in the stratum between the tunneling surface and the end wall back of the operated interval tunnel A, and the length L3 of the reserved rock pillar is 3-5 m;

s02, moving the shield type TBM machine 10 backwards, removing segments within the range of shield shell length L1 while moving backwards, wherein the length L2 of the backward moving segment is 8-10 m, and providing a cutter head detaching and storing space;

s03, sequentially removing a rear matching component, an inner component and a cutter head of the shield type TBM machine, returning to an original well along the original path of the newly-built interval tunnel B, lifting out of the well, and discarding a shield shell of the shield type TBM machine 10 in the stratum;

s04, statically removing the reserved rock pillar 20 and the end wall 33 of the operated interval tunnel A, and communicating the newly-built interval tunnel B with the operated interval tunnel A;

s05, pouring the mold building lining 34, and connecting the lining segment 31 of the newly-built interval tunnel B with the operated tunnel structure 32 to form an integral stressed structure.

The invention avoids the damage of the tunneling thrust of the shield type TBM machine 10 to the tunnel A in the operated area through the reserved rock pillar 20 between the tunnel A in the operated area and the rock pillar; the shield type TBM machine 10 in the newly-built interval tunnel B is retreated, duct pieces within the range of the shield shell length L1 are removed while retreating is carried out, the retreated section length L2 is finally achieved, corresponding cutter disc disassembling and storing space can be provided, protective disassembling of important components such as cutter discs is achieved, and subsequent secondary reuse rate is improved; the reserved rock pillar 20 and the end wall 33 of the tunnel A in the operated area are removed through static breaking, so that the adverse effects of blasting vibration, dust and smoke of a conventional construction scheme on the tunnel A in the operated area are avoided; and pouring the molded lining 34 within the range of the shield shell length L1, the retreating section length L2 and the reserved rock pillar length L3, and connecting the molded lining 34 with the lining segment 31 of the newly-built interval tunnel B and the secondary lining 32 of the operated interval tunnel A to form a stressed whole. The method successfully solves the problem that the shield type TBM cannot be disassembled and hoisted through a conventional receiving well at the tunneling end point, ensures the secondary reuse rate of the components after the TBM is disassembled, can reduce the influence on the existing operation subway, and finally realizes the communication between the newly-built tunnel and the operated tunnel.

Referring to fig. 1, the reserved rock pillar length L3 is generally 3-5 m according to engineering experience; referring to fig. 2 to 4, according to geological conditions, proper bolting and shotcreting supports can be added within the range of the length L2 of the receding section to ensure the stability and safety of the tunnel; referring to fig. 2 to 5, the shield shell is abandoned within the range of the length L1 of the shield shell and is left in the stratum as an initial support, so that the stability and the safety of the tunnel can be ensured; referring to fig. 2 to 5, the length of the modular lining 34 is the sum of the shield length L1, the receding section length L2, and the reserved rock pillar length L3.

When a new construction can not provide conditions for starting or receiving the shield type TBM near a boundary, the shield type TBM is mechanically abandoned and disassembled in a hole, the shield type TBM is retreated, important components such as a cutter head and the like are disassembled and stored in the front, the secondary reuse rate of the components after the TBM is disassembled is ensured, and the original path of the disassembled components is returned and transported in a starting hole along the new tunnel to be lifted and transported out.

The foregoing merely illustrates the principles and practice of the invention and is not intended to limit the invention to the exact forms and parameters illustrated and described, and accordingly, all modifications and equivalents that may be resorted to are intended to fall within the scope of the invention.