WO2016095631A1 - Support structure for tunnel having ultra-large variable section - Google Patents

Support structure for tunnel having ultra-large variable section Download PDF

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Publication number
WO2016095631A1
WO2016095631A1 PCT/CN2015/094286 CN2015094286W WO2016095631A1 WO 2016095631 A1 WO2016095631 A1 WO 2016095631A1 CN 2015094286 W CN2015094286 W CN 2015094286W WO 2016095631 A1 WO2016095631 A1 WO 2016095631A1
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WO
WIPO (PCT)
Prior art keywords
secondary lining
support
tunnel
arch
wall
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PCT/CN2015/094286
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French (fr)
Chinese (zh)
Inventor
龚彦峰
江胜林
徐向东
李树鹏
张俊儒
焦齐柱
隗建波
颜志伟
孙文昊
王春梅
郭海满
洪军
陈利杰
Original Assignee
中铁第四勘察设计院集团有限公司
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Priority claimed from CN201420795169.6U external-priority patent/CN204436406U/en
Priority claimed from CN201410777881.8A external-priority patent/CN104405411B/en
Priority claimed from CN201420797002.3U external-priority patent/CN204327118U/en
Priority claimed from CN201410777849.XA external-priority patent/CN104500100A/en
Priority claimed from CN201410776845.XA external-priority patent/CN104653197B/en
Application filed by 中铁第四勘察设计院集团有限公司 filed Critical 中铁第四勘察设计院集团有限公司
Priority to SE1750912A priority Critical patent/SE543306C2/en
Priority to MYPI2017702979A priority patent/MY198020A/en
Publication of WO2016095631A1 publication Critical patent/WO2016095631A1/en

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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
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
    • 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
    • E21D9/04—Driving tunnels or galleries through loose materials; Apparatus therefor not otherwise provided for

Definitions

  • the invention relates to the field of super large section tunnel construction, in particular to a super large variable section tunnel support structure.
  • the composite lining based on the new Austrian method is basically adopted, and the anchor spray is used as the initial support, and the concrete is used as the secondary lining.
  • the shape of the support structure is similar, the difference lies only in the strength of the support. Different stiffness, such as the length of the bolt, the thickness of the shotcrete, the change of the steel frame form, whether the steel fiber is added, the thickness of the molded concrete, the change of the concrete label, and so on.
  • it is extremely rare, and there is no experience to learn from it, and it is in the hole section.
  • the surface rock of the mountain is mostly weathered, the strength is low, the stability is poor, and the traditional supporting structure and excavation method are used for excavation. After the arching of the arch is large, the deformation of the arch is not suitable for control, and even the lining is cracked and unstable, resulting in collapse.
  • the present invention provides an oversized variable-section tunnel support structure, which better overcomes the problem of insufficient bearing capacity of a weak foundation and provides a stable foundation for the superstructure.
  • the invention provides an oversized variable-section tunnel support structure, which comprises a dome at the top of the tunnel, an inverting arch at the bottom, a side wall on both sides, and a secondary lining including an inner layer along the radial direction of the tunnel.
  • the guide wall is provided on both side walls, and the side wall is provided with secondary lining and initial support of the guide hole in the radial direction from the inside to the outside.
  • the initial support and the secondary lining of the guide hole are filled with boots.
  • the wall legs, the vaults and the inverting arches are provided with secondary lining and initial support from the inside to the outside in the radial direction of the tunnel, and the initial support of the vault is supported by the large foot of the shoe.
  • An inner layer initial support is disposed between the secondary lining of the dome and the initial support, and the inner layer is initially supported by the shoe-shaped wall.
  • the secondary lining comprises an inverting secondary lining and a secondary lining of the arch wall connected end to end, and the cross-section of the secondary lining of the arch wall is inverted U-shaped and extends from the bottom of one side wall to the other side through the vault Bottom of the wall, secondary arch lining and arch wall II
  • the secondary lining construction joint is located in the middle of the inner side wall of the shoe-shaped large wall.
  • the initial support is constructed by a spray anchor structure comprising a steel mesh, a steel frame, and a sprayed concrete, the anchor structure including a system anchor.
  • the initial support of the guide hole is formed by a spray anchor structure containing a steel frame and sprayed concrete, and the anchor structure includes a system anchor.
  • the inner layer initial support is composed of a steel frame and shotcrete.
  • the invention solves the problem that the bearing capacity of the weak foundation is insufficient by providing the guiding hole outside the side wall, and the initial support of the arch roof and the initial support of the inner layer are supported by the shoe-shaped large wall foot inside the guiding hole, which is the upper part.
  • the structure provides a stable foundation and strengthens the connection with the inverting arch; the initial support of the arch of the present invention and the initial support of the inner layer form a double-layer composite stiffening dome structure, which reduces the risk of temporary vertical support of the demolished arch and ensures construction safety.
  • due to the realization of early demolition reducing the amount of temporary support and increasing the degree of subsequent construction freedom, it is conducive to speeding up the construction schedule and reducing construction costs.
  • Figure 1 is a schematic view of the present invention
  • the present invention provides an oversized variable-section tunnel support structure, including a dome 11 at the top of the tunnel, a bottom arch 12 at the bottom, a side wall 13 on both sides, and a guide hole outside the side wall 13, which are included along the radial direction of the tunnel.
  • the secondary lining 2 with the inner layer and the outer lining 2 of the two side linings 2 on both sides are provided with the initial support 42 of the guide hole in the radial direction of the tunnel, the secondary support 42 of the guide hole and the secondary lining of the side walls 13
  • the shoe-type large wall foot 41 is infused between the two, the secondary lining 2 of the dome 11 and the outer surface of the secondary lining 2 of the inverted arch 12 are provided with an initial support 31 along the radial direction of the tunnel, and the secondary lining of the dome 11
  • An inner layer initial support 32 is provided between the initial support 31 and the initial support 31 and the inner layer initial support 32 of the dome 11 are supported by the shoe-shaped large wall legs 41.
  • the secondary lining 2 comprises an inverting secondary lining 21 and an arched secondary lining 22 connected end to end.
  • the arched wall secondary lining 22 has an inverted U-shaped cross section and is arched by the bottom of one side wall 13 Extend to the other side At the bottom of the wall 13, the construction joints of the inverted arch secondary lining 21 and the arched wall secondary lining 22 are located in the middle of the inner side wall of the shoe-shaped large wall foot 41.
  • the initial support 31 is constructed by a spray anchor structure including a steel mesh, a steel frame, and a sprayed concrete, and the anchor structure includes a bolt.
  • the pilot hole initial support 42 is constructed by a spray anchor structure including a steel frame and sprayed concrete, and the anchor structure includes a bolt.
  • the inner layer initial support 32 employs a shotcrete structure containing a steel frame and shotcrete.
  • the present invention comprises three sides of the side wall 13, the dome 11, and the inverting arch 12, and the side wall 13 is from the outside to the inside, that is, from the grazing side to the back soil side, and the system-containing anchor is sequentially disposed.
  • the guide hole initial support 42, the shoe type large wall foot 41, and the secondary lining 2, that is, the shoe type large wall foot 41 are disposed inside the guide hole.
  • the initial support 42 of the guide hole is made of 25cm thick C30 shotcrete with I20 steel frame with a longitudinal spacing of 0.8m/ ⁇ .
  • the system anchor 5 is a 3m long ⁇ 22mm mortar anchor with a ring and longitudinal spacing of 1.5m and 1.2m respectively; the shoe type large wall foot 41 is filled with C30 concrete; the second lining 2 is divided into the inverting arch secondary lining 21 and the arch wall.
  • the secondary lining 22, which is separately filled, is made of 90 cm thick moulded C35 reinforced concrete, and the construction joint is located approximately in the middle of the inner side wall of the shoe-shaped large wall foot 41.
  • the dome 11 is provided from the outside to the inside, that is, from the grazing side to the back soil side, and the initial support 31 including the system anchor 5, the inner layer initial support 32, the secondary lining 2, and the initial support 31 and The inner layer initial support 32 is supported on the shoe-shaped large wall legs 41.
  • the initial support 31 is made of 35cm thick C30 sprayed concrete, and a ⁇ 8mm steel mesh is arranged therein, and the HW200 steel frame with a grid spacing of 20cm ⁇ 20cm and a longitudinal spacing of 0.8m/ ⁇ is supported on the shoe-shaped large wall foot 41.
  • the system anchor 5 adopts a 6m long ⁇ 32mm self-drilling anchor with a ring and longitudinal spacing of 1.5m and 1.2m respectively.
  • the inner layer initial support 32 is made of 25cm thick C30 shotcrete with a longitudinal spacing of 0.8m/ ⁇ .
  • the 180 grille steel frame is supported on the shoe type large wall foot 41; the secondary lining 2 is made of 90 cm thick mold C35 reinforced concrete, and the arch wall secondary lining 22 is once filled by the formwork trolley.
  • the inverting arch 12 is provided with an initial support 31 and a secondary lining 2 from the outside to the back, that is, from the grazing side to the back soil side.
  • the initial support 3135cm thick C30 shotcrete which is equipped with ⁇ 8mm steel mesh, grid spacing 20cm ⁇ 20cm, longitudinal spacing 0.8m / ⁇ HW200 steel frame; secondary lining 2 using 90cm thick mold C35 reinforced concrete, Yang
  • the arch secondary lining 21 is poured prior to the secondary lining 22 of the arch wall.
  • the secondary lining 2 is divided into an inverted arch secondary lining 21 and an arched wall secondary lining 22, which are separately filled, and the construction joint is approximately located in the middle part of the inner side wall of the shoe-shaped large wall foot 41; the arched wall secondary lining 22 passes the formwork trolley One-time filling; the secondary arch lining 21 is poured before the secondary lining 22 of the arch wall.
  • the left guide hole is first excavated and the initial support and temporary support of the guide hole are applied in time; then the left guide is completed.
  • the inside of the cave is filled with the large wall legs, and the same process is used to complete the construction of the right guide hole.
  • the two pilot holes not only meet the requirements of construction stability, but also the geological conditions in front, and leave room for the expansion of the base of the boots.
  • the large shoe-shaped foot legs inside the left and right guide holes provide a stable foundation for the superstructure and strengthen the connection with the inverting arch.
  • the upper part of the left side of the arch is excavated and the initial support, temporary vertical support, and temporary inverted arch are applied in time; then the lower half is excavated and the initial support and temporary vertical support are applied in time.
  • the middle part of the arch is excavated and the initial support is applied in time to make the three parts of the initial support connected into an arch structure. Then it is applied as an initial support for the inner layer and removes the temporary vertical support and temporary inversion of the arch.
  • the initial support and the initial support of the inner layer form a composite stiffened arch structure, which meets the complex force requirements of the large-span structure of the arch, and can flexibly control the timing of the next step structure according to the monitoring and measurement conditions. Then excavate the core soil and apply it as an initial support for the invert.
  • the secondary lining of the inverted arch is poured, and then the bottom of the tunnel is filled and filled; finally, the arch lining is once filled with the template trolley.
  • the composite stiffened arch structure reduces the safety risk of removing temporary support, reduces the use of temporary support, increases freedom of operation, and speeds up construction progress.
  • the super large variable section tunnel support structure proposed by the invention is different from the conventional "anchor spray initial support + mold second lining", and the structural system emphasizes the safety of the arch portion, the stability of the wall foot, the novel technical idea and the originality.
  • the Enhanced Arch provides conditions for the removal of the temporary support (to meet the requirements of the oversized non-supporting structure after the arch is dismantled, to prevent the arch from being unstable), and to reduce the temporary vertical support of the arch. Risk of transformation;
  • the safety of the project and the reliability of the structure are effectively ensured, and the proposed innovative technical measures are successfully tested in the engineering practice, and the engineering practice proves that the support principle proposed by the invention is reasonable and effective, and embodies the present invention.
  • the innovation and engineering effectiveness of the invention have good engineering practicability.

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  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Structural Engineering (AREA)
  • Architecture (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Geology (AREA)
  • Civil Engineering (AREA)
  • Environmental & Geological Engineering (AREA)
  • Lining And Supports For Tunnels (AREA)
  • Excavating Of Shafts Or Tunnels (AREA)

Abstract

Disclosed is a support structure for a tunnel having ultra-large variable section, the support structure comprising, along an annular shape of the tunnel, a vault (11) at a top portion, an inverted arch (12) at a bottom portion, side walls (13) and pilot tunnels outside of the side walls (13) at two sides, and also comprising, along a radial direction of the tunnel, a secondary lining (2) at an inner layer; pilot tunnel primary supports (42) are disposed outside the secondary linings of the two side walls (13); a boot-type large wall footing (41) is cast between the pilot tunnel primary support (42) and the secondary lining at the two side walls; a primary support (31) is disposed, along the radial direction of the tunnel, on an outer surface of a secondary lining of the vault (11) and a secondary lining (21) of the inverted arch; an inner layer primary support (32) is disposed between the secondary lining and the primary support (31) of the vault; the primary support (31) of the vault and the inner layer primary support (32) are both supported by the boot-type large wall footing (41); and the primary support of the inverted arch is supported by the pilot tunnel primary support (42). The support structure can better overcome insufficient bearing capacity of a soft foundation, and provide a stable foundation for the upper portion of the structure.

Description

超大变断面隧道支护结构Super large variable section tunnel support structure 技术领域Technical field
本发明涉及超大断面隧道施工领域，具体涉及一种超大变断面隧道支护结构。The invention relates to the field of super large section tunnel construction, in particular to a super large variable section tunnel support structure.
背景技术Background technique
随着隧道工程建设的发展，超大断面隧道的支护方案有了长足的进步。但是大的来说基本上都采用基于新奥法的复合式衬砌，且均以锚喷作为初期支护，模筑混凝土作为二次衬砌，支护结构形态也是大同小异，差别仅在于支护的强度刚度不同，如，锚杆长短、喷射混凝土厚度变化、钢架形式变化、是否添加钢纤维、模筑混凝土厚度变化、混凝土标号改变等等。而对于本工程如此大跨度的隧道极其罕见，几无可借鉴经验，且处于洞口段，山体表层岩石大都风化极为严重，强度低，稳定性差，采用传统的支护结构和开挖方式，开挖后拱脚下沉大，拱顶变形不宜控制，甚至导致衬砌开裂、失稳，造成坍塌事故。With the development of tunnel construction, the support scheme for super-large section tunnels has made great progress. However, in large terms, the composite lining based on the new Austrian method is basically adopted, and the anchor spray is used as the initial support, and the concrete is used as the secondary lining. The shape of the support structure is similar, the difference lies only in the strength of the support. Different stiffness, such as the length of the bolt, the thickness of the shotcrete, the change of the steel frame form, whether the steel fiber is added, the thickness of the molded concrete, the change of the concrete label, and so on. For the tunnel with such a large span of this project, it is extremely rare, and there is no experience to learn from it, and it is in the hole section. The surface rock of the mountain is mostly weathered, the strength is low, the stability is poor, and the traditional supporting structure and excavation method are used for excavation. After the arching of the arch is large, the deformation of the arch is not suitable for control, and even the lining is cracked and unstable, resulting in collapse.
发明内容Summary of the invention
针对上述技术问题，本发明提供了一种超大变断面隧道支护结构，更好地克服软弱地基承载力不足问题，并为上部结构提供稳定基础。In view of the above technical problems, the present invention provides an oversized variable-section tunnel support structure, which better overcomes the problem of insufficient bearing capacity of a weak foundation and provides a stable foundation for the superstructure.
本发明提供了一种超大变断面隧道支护结构，沿隧道环向包括顶部的拱顶、底部的仰拱、两侧的边墙，沿隧道径向包括有内层的二次衬砌，其特征在于两侧边墙均设置有导洞，边墙由内而外沿隧道径向依次设置有二次衬砌和导洞初期支护，导洞初期支护和二次衬砌之间灌注有靴型大墙脚，拱顶和仰拱由内而外沿隧道径向依次设置有二次衬砌和初期支护，拱顶的初期支护支承于靴型大墙脚。The invention provides an oversized variable-section tunnel support structure, which comprises a dome at the top of the tunnel, an inverting arch at the bottom, a side wall on both sides, and a secondary lining including an inner layer along the radial direction of the tunnel. The guide wall is provided on both side walls, and the side wall is provided with secondary lining and initial support of the guide hole in the radial direction from the inside to the outside. The initial support and the secondary lining of the guide hole are filled with boots. The wall legs, the vaults and the inverting arches are provided with secondary lining and initial support from the inside to the outside in the radial direction of the tunnel, and the initial support of the vault is supported by the large foot of the shoe.
所述拱顶的二次衬砌和初期支护之间设置有内层初期支护，所述内层初期支护支承于靴型大墙脚。An inner layer initial support is disposed between the secondary lining of the dome and the initial support, and the inner layer is initially supported by the shoe-shaped wall.
所述二次衬砌包括首尾相连的仰拱二次衬砌和拱墙二次衬砌，拱墙二次衬砌的横截面呈倒U形并由一侧边墙的底部经拱顶延伸至另一侧边墙底部，仰拱二次衬砌和拱墙二 次衬砌的施工缝位于靴型大墙脚内侧壁的中部。The secondary lining comprises an inverting secondary lining and a secondary lining of the arch wall connected end to end, and the cross-section of the secondary lining of the arch wall is inverted U-shaped and extends from the bottom of one side wall to the other side through the vault Bottom of the wall, secondary arch lining and arch wall II The secondary lining construction joint is located in the middle of the inner side wall of the shoe-shaped large wall.
所述初期支护采用含有钢筋网、钢架、喷混凝土的喷锚结构构成，所述锚固结构包括系统锚杆。The initial support is constructed by a spray anchor structure comprising a steel mesh, a steel frame, and a sprayed concrete, the anchor structure including a system anchor.
所述导洞初期支护采用含有钢架、喷混凝土的喷锚结构构成，所述锚固结构包括系统锚杆。The initial support of the guide hole is formed by a spray anchor structure containing a steel frame and sprayed concrete, and the anchor structure includes a system anchor.
所述内层初期支护由钢架和喷混凝土构成。The inner layer initial support is composed of a steel frame and shotcrete.
本发明通过在边墙外侧设置导洞，更好地解决软弱地基承载力不足的问题，拱顶的的初期支护和内层初期支护均支承于导洞内部的靴型大墙脚，为上部结构提供稳定基础，同时强化与仰拱的连接；本发明拱顶的初期支护和内层初期支护配合形成双层复合加劲拱顶结构，降低拆除拱顶临时竖撑风险，确保施工安全，且由于实现了提早拆撑，减少临时支撑使用量，增加后续施工自由度，有利于加快施工进度，降低施工成本。The invention solves the problem that the bearing capacity of the weak foundation is insufficient by providing the guiding hole outside the side wall, and the initial support of the arch roof and the initial support of the inner layer are supported by the shoe-shaped large wall foot inside the guiding hole, which is the upper part. The structure provides a stable foundation and strengthens the connection with the inverting arch; the initial support of the arch of the present invention and the initial support of the inner layer form a double-layer composite stiffening dome structure, which reduces the risk of temporary vertical support of the demolished arch and ensures construction safety. Moreover, due to the realization of early demolition, reducing the amount of temporary support and increasing the degree of subsequent construction freedom, it is conducive to speeding up the construction schedule and reducing construction costs.
附图说明DRAWINGS
图1为本发明示意图Figure 1 is a schematic view of the present invention
其中，11-拱顶，12-仰拱，13-边墙，2-二次衬砌，21-仰拱二次衬砌，22-拱墙二次衬砌，31-初期支护，32-内层初期支护，41-靴型大墙脚，42-导洞初期支护，5-系统锚杆。Among them, 11-arch, 12-inverted arch, 13-side wall, 2-second lining, 21-inverted arch secondary lining, 22-arch wall secondary lining, 31-initial support, 32-inner initial Support, 41-boot type large wall feet, 42-guide initial support, 5-system anchor.
具体实施方式detailed description
下面结合说明书附图和具体实施例对本发明作进一步说明：The present invention is further described below in conjunction with the drawings and specific embodiments of the specification:
本发明提供了一种超大变断面隧道支护结构，沿隧道环形包括顶部的拱顶11、底部的仰拱12、两侧的边墙13和边墙13外侧的导洞，沿隧道径向包括有内层的二次衬砌2，两侧边墙13的二次衬砌2外侧均沿隧道径向设置有导洞初期支护42，导洞初期支护42和两侧边墙13的二次衬砌2之间灌注有靴型大墙脚41，拱顶11的二次衬砌2和仰拱12的二次衬砌2外侧表面均沿隧道径向设置有初期支护31，拱顶11的二次衬砌2和初期支护31之间设置有内层初期支护32，拱顶11的初期支护31和内层初期支护32均支承于靴型大墙脚41。所述二次衬砌2包括首尾相连的仰拱二次衬砌21和拱墙二次衬砌22，拱墙二次衬砌22的横截面呈倒U形并由一侧边墙13的底部经拱顶11延伸至另一侧边 墙13底部，仰拱二次衬砌21和拱墙二次衬砌22的施工缝位于靴型大墙脚41内侧壁的中部。所述初期支护31采用含有钢筋网、钢架、喷混凝土的喷锚结构构成，所述锚固结构包括锚杆。所述导洞初期支护42采用含有钢架、喷混凝土的喷锚结构构成，所述锚固结构包括锚杆。所述内层初期支护32采用含有钢架和喷混凝土的喷射混凝土结构。The present invention provides an oversized variable-section tunnel support structure, including a dome 11 at the top of the tunnel, a bottom arch 12 at the bottom, a side wall 13 on both sides, and a guide hole outside the side wall 13, which are included along the radial direction of the tunnel. The secondary lining 2 with the inner layer and the outer lining 2 of the two side linings 2 on both sides are provided with the initial support 42 of the guide hole in the radial direction of the tunnel, the secondary support 42 of the guide hole and the secondary lining of the side walls 13 The shoe-type large wall foot 41 is infused between the two, the secondary lining 2 of the dome 11 and the outer surface of the secondary lining 2 of the inverted arch 12 are provided with an initial support 31 along the radial direction of the tunnel, and the secondary lining of the dome 11 An inner layer initial support 32 is provided between the initial support 31 and the initial support 31 and the inner layer initial support 32 of the dome 11 are supported by the shoe-shaped large wall legs 41. The secondary lining 2 comprises an inverting secondary lining 21 and an arched secondary lining 22 connected end to end. The arched wall secondary lining 22 has an inverted U-shaped cross section and is arched by the bottom of one side wall 13 Extend to the other side At the bottom of the wall 13, the construction joints of the inverted arch secondary lining 21 and the arched wall secondary lining 22 are located in the middle of the inner side wall of the shoe-shaped large wall foot 41. The initial support 31 is constructed by a spray anchor structure including a steel mesh, a steel frame, and a sprayed concrete, and the anchor structure includes a bolt. The pilot hole initial support 42 is constructed by a spray anchor structure including a steel frame and sprayed concrete, and the anchor structure includes a bolt. The inner layer initial support 32 employs a shotcrete structure containing a steel frame and shotcrete.
如图所示，本发明包括两侧边墙13、拱顶11、仰拱12三部分，边墙13部位由外至内，即从迎土侧到背土侧，依次设置有含系统锚杆5的导洞初期支护42、靴型大墙脚41、二次衬砌2，即靴型大墙脚41设置于导洞的内部。其中，导洞初期支护42采用25cm厚C30喷混凝土，其内设有纵向间距0.8m/榀的I20钢架。系统锚杆5为3m长φ22mm砂浆锚杆，环、纵向间距分别为1.5m、1.2m；靴型大墙脚41采用C30混凝土灌筑；二次衬砌2分为仰拱二次衬砌21和拱墙二次衬砌22，两者分开灌筑，均为90cm厚模筑C35钢筋混凝土，施工缝近似位于靴型大墙脚41内侧壁中间部位。As shown in the figure, the present invention comprises three sides of the side wall 13, the dome 11, and the inverting arch 12, and the side wall 13 is from the outside to the inside, that is, from the grazing side to the back soil side, and the system-containing anchor is sequentially disposed. The guide hole initial support 42, the shoe type large wall foot 41, and the secondary lining 2, that is, the shoe type large wall foot 41 are disposed inside the guide hole. Among them, the initial support 42 of the guide hole is made of 25cm thick C30 shotcrete with I20 steel frame with a longitudinal spacing of 0.8m/榀. The system anchor 5 is a 3m long φ22mm mortar anchor with a ring and longitudinal spacing of 1.5m and 1.2m respectively; the shoe type large wall foot 41 is filled with C30 concrete; the second lining 2 is divided into the inverting arch secondary lining 21 and the arch wall. The secondary lining 22, which is separately filled, is made of 90 cm thick moulded C35 reinforced concrete, and the construction joint is located approximately in the middle of the inner side wall of the shoe-shaped large wall foot 41.
拱顶11由外至内，即从迎土侧到背土侧，依次设置有含系统锚杆5的初期支护31、内层初期支护32、二次衬砌2，且初期支护31和内层初期支护32组成均支承于靴型大墙脚41上。其中，初期支护31采用35cm厚C30喷混凝土，其内设置φ8mm钢筋网，网格间距20cm×20cm，纵向间距0.8m/榀的HW200钢架，支承于靴型大墙脚41上。系统锚杆5采用6m长φ32mm自钻式锚杆，环、纵向间距分别为1.5m、1.2m；内层初期支护32采用25cm厚C30喷混凝土，其内设有纵向间距0.8m/榀的180格栅钢架，支承于靴型大墙脚41上；二次衬砌2采用90cm厚模筑C35钢筋混凝土，拱墙二次衬砌22通过模板台车一次性灌筑。The dome 11 is provided from the outside to the inside, that is, from the grazing side to the back soil side, and the initial support 31 including the system anchor 5, the inner layer initial support 32, the secondary lining 2, and the initial support 31 and The inner layer initial support 32 is supported on the shoe-shaped large wall legs 41. Among them, the initial support 31 is made of 35cm thick C30 sprayed concrete, and a φ8mm steel mesh is arranged therein, and the HW200 steel frame with a grid spacing of 20cm×20cm and a longitudinal spacing of 0.8m/榀 is supported on the shoe-shaped large wall foot 41. The system anchor 5 adopts a 6m long φ32mm self-drilling anchor with a ring and longitudinal spacing of 1.5m and 1.2m respectively. The inner layer initial support 32 is made of 25cm thick C30 shotcrete with a longitudinal spacing of 0.8m/榀. The 180 grille steel frame is supported on the shoe type large wall foot 41; the secondary lining 2 is made of 90 cm thick mold C35 reinforced concrete, and the arch wall secondary lining 22 is once filled by the formwork trolley.
仰拱12由外至内，即从迎土侧到背土侧，依次设置初期支护31、二次衬砌2。其中，初期支护3135cm厚C30喷混凝土，其内设置φ8mm钢筋网，网格间距20cm×20cm，纵向间距0.8m/榀的HW200钢架；二次衬砌2采用90cm厚模筑C35钢筋混凝土，仰拱二次衬砌21先于拱墙二次衬砌22灌筑。The inverting arch 12 is provided with an initial support 31 and a secondary lining 2 from the outside to the back, that is, from the grazing side to the back soil side. Among them, the initial support 3135cm thick C30 shotcrete, which is equipped with φ8mm steel mesh, grid spacing 20cm × 20cm, longitudinal spacing 0.8m / 榀 HW200 steel frame; secondary lining 2 using 90cm thick mold C35 reinforced concrete, Yang The arch secondary lining 21 is poured prior to the secondary lining 22 of the arch wall.
二次衬砌2分为仰拱二次衬砌21和拱墙二次衬砌22，两者分开灌筑，施工缝近似位于靴型大墙脚41内侧壁中间部位；拱墙二次衬砌22通过模板台车一次性灌筑；仰拱二次衬砌21先于拱墙二次衬砌22灌筑。The secondary lining 2 is divided into an inverted arch secondary lining 21 and an arched wall secondary lining 22, which are separately filled, and the construction joint is approximately located in the middle part of the inner side wall of the shoe-shaped large wall foot 41; the arched wall secondary lining 22 passes the formwork trolley One-time filling; the secondary arch lining 21 is poured before the secondary lining 22 of the arch wall.
施工时，首先开挖左侧导洞并及时施作导洞初期支护、临时支护；之后完成左侧导 洞内部靴型大墙脚的灌筑，并采用相同工序完成右侧导洞施工。两个导洞既满足了施工稳定要求，探明了前方地质条件，也为扩大的靴型基础施作留下了空间。左右导洞内部的靴型大墙脚为上部结构提供稳定基础，同时强化与仰拱的连接。开挖拱部左侧上半部分并及时施作初期支护、临时竖撑、临时仰拱；之后开挖其下半部并及时施作初期支护、临时竖撑。采用相同程序完成拱部右侧上半部施工后开挖拱部中部并及时施作初期支护，使三部分初期支护连接成拱形结构。然后一次性施作内层初期支护并拆除拱部临时竖撑、临时仰拱。初期支护和内层初期支护形成复合的加劲拱部结构，满足拱部大跨结构的复杂受力要求，并能根据监控量测情况灵活掌控下步结构施作时机。然后开挖核心土，并及时施作仰拱的初期支护。拆除左、右导洞的临时支护后，灌筑仰拱二次衬砌，之后进行隧底填充灌注；最后用模板台车一次性灌筑拱墙二次衬砌。复合的加劲拱部结构降低拆除临时支撑的安全风险，减少临时支撑的使用，增加作业自由度，加快施工进度。During construction, the left guide hole is first excavated and the initial support and temporary support of the guide hole are applied in time; then the left guide is completed. The inside of the cave is filled with the large wall legs, and the same process is used to complete the construction of the right guide hole. The two pilot holes not only meet the requirements of construction stability, but also the geological conditions in front, and leave room for the expansion of the base of the boots. The large shoe-shaped foot legs inside the left and right guide holes provide a stable foundation for the superstructure and strengthen the connection with the inverting arch. The upper part of the left side of the arch is excavated and the initial support, temporary vertical support, and temporary inverted arch are applied in time; then the lower half is excavated and the initial support and temporary vertical support are applied in time. After the construction of the upper part of the right side of the arch is completed by the same procedure, the middle part of the arch is excavated and the initial support is applied in time to make the three parts of the initial support connected into an arch structure. Then it is applied as an initial support for the inner layer and removes the temporary vertical support and temporary inversion of the arch. The initial support and the initial support of the inner layer form a composite stiffened arch structure, which meets the complex force requirements of the large-span structure of the arch, and can flexibly control the timing of the next step structure according to the monitoring and measurement conditions. Then excavate the core soil and apply it as an initial support for the invert. After the temporary support of the left and right guide holes is removed, the secondary lining of the inverted arch is poured, and then the bottom of the tunnel is filled and filled; finally, the arch lining is once filled with the template trolley. The composite stiffened arch structure reduces the safety risk of removing temporary support, reduces the use of temporary support, increases freedom of operation, and speeds up construction progress.
本发明提出的一种超大变断面隧道支护结构不同于以往常规的“锚喷初支+模筑二衬”，该结构体系着重强调拱部安全、墙脚稳定，技术思路新颖，具有原创性，主要体现在：(1)在软弱基底中通过扩大隧道支护墙脚形成靴型大墙脚(Dilated Wall)，为上部结构提供稳定基础，同时强化与仰拱的连接；(2)采用双层复合加劲拱部结构(Enhanced Arch)，为拆除临时支撑提供条件(满足拱部拆撑后的超大跨无内撑结构受力要求，防止拱部失稳)，同时减小拱部拆除临时竖撑带来的受力转化风险；The super large variable section tunnel support structure proposed by the invention is different from the conventional "anchor spray initial support + mold second lining", and the structural system emphasizes the safety of the arch portion, the stability of the wall foot, the novel technical idea and the originality. Mainly reflected in: (1) Forming a shoe-shaped Dilated Wall in the weak base by expanding the foot of the tunnel to provide a stable foundation for the superstructure and strengthening the connection with the inverting arch; (2) using double-layer composite stiffening The Enhanced Arch provides conditions for the removal of the temporary support (to meet the requirements of the oversized non-supporting structure after the arch is dismantled, to prevent the arch from being unstable), and to reduce the temporary vertical support of the arch. Risk of transformation;
按照本发明提出的支护方案，有效保证了工程的安全和结构的可靠性，提出的创新技术措施在工程实践中得到成功检验，工程实践证明本发明提出的支护原理合理有效，体现了本发明的创新性和工程有效性，具有良好的工程实用性。 According to the support scheme proposed by the invention, the safety of the project and the reliability of the structure are effectively ensured, and the proposed innovative technical measures are successfully tested in the engineering practice, and the engineering practice proves that the support principle proposed by the invention is reasonable and effective, and embodies the present invention. The innovation and engineering effectiveness of the invention have good engineering practicability.

Claims (6)

  1. 一种超大变断面隧道支护结构，沿隧道环向包括顶部的拱顶(11)、底部的仰拱(12)、两侧的边墙(13)，沿隧道径向包括有内层的二次衬砌(2)，其特征在于两侧边墙(13)均设置有导洞，边墙(13)由内而外沿隧道径向依次设置有二次衬砌(2)和导洞初期支护(42)，导洞初期支护(42)和二次衬砌(2)之间灌注有靴型大墙脚(41)，拱顶(11)和仰拱(12)由内而外沿隧道径向依次设置有二次衬砌(2)和初期支护(31)，拱顶(11)的初期支护(31)支承于靴型大墙脚(41)。An oversized variable-section tunnel support structure, including a dome (11) at the top, a bottom arch (12) at the bottom, and a side wall (13) on both sides along the tunnel, including an inner layer along the radial direction of the tunnel Secondary lining (2), characterized in that both side walls (13) are provided with guide holes, and the side walls (13) are provided with secondary lining (2) and initial support of the guide holes in the radial direction from the inside to the outside. (42), between the initial support of the pilot hole (42) and the secondary lining (2), there is a shoe-type large wall foot (41), and the dome (11) and the invert arch (12) are radially from the inside to the outside along the tunnel. A secondary lining (2) and an initial support (31) are provided in this order, and the initial support (31) of the dome (11) is supported by the shoe-shaped wall legs (41).
  2. 根据权利要求1所述的超大变断面隧道支护结构，其特征在于拱顶(11)的二次衬砌(2)和初期支护(31)之间设置有内层初期支护(32)，所述内层初期支护(32)支承于靴型大墙脚(41)。The super large variable section tunnel support structure according to claim 1, characterized in that an inner layer initial support (32) is arranged between the secondary lining (2) of the dome (11) and the initial support (31), The inner layer initial support (32) is supported by the shoe-shaped large wall legs (41).
  3. 根据权利要求1所述的超大变断面隧道支护结构，其特征在于二次衬砌(2)包括首尾相连的仰拱二次衬砌(21)和拱墙二次衬砌(22)，拱墙二次衬砌的横截面呈倒U形并由一侧边墙(13)的底部经拱顶(11)延伸至另一侧边墙(13)底部，仰拱二次衬砌(21)和拱墙二次衬砌(22)的施工缝位于靴型大墙脚(41)内侧壁的中部。The super large variable section tunnel support structure according to claim 1, characterized in that the secondary lining (2) comprises an inverted arch secondary lining (21) and an arched wall secondary lining (22), and the arch wall is twice. The cross-section of the lining is inverted U-shaped and extends from the bottom of one side wall (13) through the vault (11) to the bottom of the other side wall (13), the secondary arch lining (21) and the arch wall twice. The construction joint of the lining (22) is located in the middle of the inner side wall of the shoe-shaped wall foot (41).
  4. 根据权利要求1所述的超大变断面隧道支护结构，其特征在于初期支护(41)采用含有钢筋网、钢架、喷混凝土的喷锚结构构成，所述锚固结构包括系统锚杆(5)。The super large variable section tunnel support structure according to claim 1, wherein the initial support (41) is formed by a spray anchor structure comprising a steel mesh, a steel frame and a sprayed concrete, the anchor structure comprising a system anchor (5) ).
  5. 根据权利要求1所述的超大变断面隧道支护结构，其特征在于导洞初期支护(42)采用含有钢架、喷混凝土的喷锚结构构成，所述锚固结构包括系统锚杆(5)。The super large variable section tunnel support structure according to claim 1, wherein the initial support (42) of the guide hole is formed by a spray anchor structure comprising a steel frame and a sprayed concrete, the anchor structure comprising a system anchor (5) .
  6. 根据权利要求1所述的超大变断面隧道支护结构，其特征在于内层初期支护(32)由钢架和喷混凝土构成。 The super large variable section tunnel support structure according to claim 1, wherein the inner layer initial support (32) is composed of a steel frame and shotcrete.
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