CN108678771B - Primary support and middle partition wall reinforcing support device for tunnel penetrating fault fracture zone - Google Patents

Primary support and middle partition wall reinforcing support device for tunnel penetrating fault fracture zone Download PDF

Info

Publication number
CN108678771B
CN108678771B CN201810781603.8A CN201810781603A CN108678771B CN 108678771 B CN108678771 B CN 108678771B CN 201810781603 A CN201810781603 A CN 201810781603A CN 108678771 B CN108678771 B CN 108678771B
Authority
CN
China
Prior art keywords
tunnel
arch
support
hole
wall
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Active
Application number
CN201810781603.8A
Other languages
Chinese (zh)
Other versions
CN108678771A (en
Inventor
郭朋超
李校珂
王百忍
宋凤报
王寅
程仓红
刘海松
郝天广
苟小兵
张宝
王宏伟
马卫刚
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
China Railway 20th Bureau Group Corp
Original Assignee
China Railway 20th Bureau Group Corp
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by China Railway 20th Bureau Group Corp filed Critical China Railway 20th Bureau Group Corp
Priority to CN201810781603.8A priority Critical patent/CN108678771B/en
Publication of CN108678771A publication Critical patent/CN108678771A/en
Application granted granted Critical
Publication of CN108678771B publication Critical patent/CN108678771B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Images

Classifications

    • 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
    • E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
    • 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
    • E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/14—Lining predominantly with metal
    • E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/14—Lining predominantly with metal
    • E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
    • E21D11/22—Clamps or other yieldable means for interconnecting adjacent arch members either rigidly, or allowing arch member parts to slide when subjected to excessive pressure
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D20/00—Setting anchoring-bolts
    • E21D20/003—Machines for drilling anchor holes and setting anchor bolts
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D20/00—Setting anchoring-bolts
    • E21D20/02—Setting anchoring-bolts with provisions for grouting
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
    • Y02E10/00—Energy generation through renewable energy sources
    • Y02E10/20—Hydro energy

Landscapes

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

Abstract

The invention discloses a primary support and middle partition wall reinforcing support device for a tunnel passing through a fault fracture zone, which comprises a full-section support system and a middle partition wall temporary support structure, wherein the middle partition wall temporary support structure is positioned between a left pilot tunnel and a right pilot tunnel in an upper tunnel body of the tunnel; the bottom of the left side and the right side of the tunnel body at the upper part of the tunnel are respectively provided with a lateral part lower bolster, and the temporary supporting structure of the intermediate wall comprises a middle part lower bolster, a plurality of intermediate walls and a longitudinal connecting structure of the intermediate wall. The invention has reasonable structural design, simple construction and good use effect, the full-section support system and the intermediate wall temporary support structure are supported by the lower bolster and connected into a whole to form an integral support system with stable structure, and meanwhile, the intermediate wall temporary support structure is only arranged in the hole at the upper part of the tunnel, so that the stability of the vault can be effectively ensured, the construction is simple and convenient, the construction cost can be effectively reduced, the sinking of the primary support arch frame can be avoided, and the stability of the primary support can be effectively ensured.

Description

Primary support and middle partition wall reinforcing support device for tunnel penetrating fault fracture zone
Technical Field
The invention belongs to the technical field of tunnel construction, and particularly relates to an initial support and middle partition wall reinforcing support device for a tunnel passing through a fault fracture zone.
Background
Along with the increase of highway traffic and the development of construction projects, single-hole double-line multi-lane highway large-section tunnels are more and more common. Compared with single-line small-section tunnel construction, the large-section tunnel construction is easier to cause large-area sinking of the vault in the excavation process. Especially, in the construction process of crossing fault fracture zones, the large-section tunnel often has the characteristics of high vault deformation rate after excavation, overlarge sinking amount in a short time, side wall panels, arch frame distortion and invasion, and the like, and the tunnel collapses under severe conditions. The fault breaking belt means that two plates of the fault move relatively and squeeze each other to break nearby rock and form a breaking belt which is approximately parallel to the fault plane, and the breaking belt is called as breaking belt for short.
Disclosure of Invention
The invention aims to solve the technical problems by providing the primary support and the middle partition wall reinforcing support device for the tunnel penetrating through the fault fracture zone, which has reasonable structural design, simple and convenient construction and good use effect, the full-section support system and the middle partition wall temporary support structure are supported and connected into a whole through the lower bolster to form an integral support system with stable structure, and meanwhile, the stability of a vault can be effectively ensured by only arranging the middle partition wall temporary support structure in the cavity at the upper part of the tunnel, the construction is simple and convenient, the construction cost can be effectively reduced, the sinking of the primary support arch frame can be avoided, and the stability of the primary support can be effectively ensured.
In order to solve the technical problems, the invention adopts the following technical scheme: the utility model provides a pass through broken area tunnel preliminary bracing of fault and median septum and strengthen support device which characterized in that: the method comprises a full-section supporting system for carrying out full-section supporting on a tunnel hole of a constructed tunnel and an intermediate wall temporary supporting structure arranged on the inner side of the full-section supporting system, wherein the full-section supporting system and the intermediate wall temporary supporting structure are both arranged along the longitudinal extending direction of the tunnel; the tunnel hole is divided into a tunnel upper hole body and a tunnel lower hole body positioned below the tunnel upper hole body, the tunnel upper hole body comprises a left pilot hole and a right pilot hole positioned on the right side of the left pilot hole, the intermediate wall temporary support structure is positioned in the tunnel upper hole body, and the intermediate wall temporary support structure is positioned between the left pilot hole and the right pilot hole;
The full-section supporting system comprises a full-section supporting structure and a full-section supporting connecting structure, wherein the full-section supporting structure is arranged from back to front along the longitudinal extension direction of a tunnel and is used for carrying out full-section supporting on the tunnel hole, the full-section supporting connecting structure is used for fixedly connecting the full-section supporting structures into a whole, the structures of the full-section supporting structures are identical, and the shape of the full-section supporting structure is identical to the cross section shape of the tunnel hole; each full section supporting structure comprises an arch wall steel arch supporting the arch wall of the tunnel hole and a tunnel inverted arch support arranged at the bottom of the inner side of the tunnel hole, wherein the tunnel inverted arch support is positioned right below the arch wall steel arch and on the same tunnel cross section, the left end of the tunnel inverted arch support is fixedly connected with the left bottom of the arch wall steel arch, the right end of the tunnel inverted arch support is fixedly connected with the right bottom of the arch wall steel arch, and the tunnel inverted arch support and the arch wall steel arch form a closed full section support; the arch wall steel arch comprises an upper steel arch frame positioned in an upper tunnel body of a tunnel and two side support frames symmetrically arranged below the bottoms of the left side and the right side of the upper steel arch frame, and the two side support frames are positioned in the lower tunnel body of the tunnel;
The bottom of the left side and the bottom of the right side of the tunnel upper hole body are respectively provided with a lateral lower bolster, and the two lateral lower bolsters are symmetrically distributed and are distributed along the longitudinal extension direction of the tunnel; the bottoms of the left side and the right side of the upper steel arch in each full-section supporting structure are respectively supported on two side lower cushion beams, and two side brackets are respectively fixed at the bottoms of the two side lower cushion beams; the upper steel arch in each full-section supporting structure is fixedly connected with the two side brackets through a side lower bolster;
the full-section support connecting structure comprises a plurality of first longitudinal connecting pieces, wherein the first longitudinal connecting pieces are distributed along the longitudinal extension direction of the tunnel and are uniformly distributed in the upper tunnel body of the tunnel, and the first longitudinal connecting pieces are distributed along the excavation contour line of the upper tunnel body of the tunnel from left to right; the upper steel arch of each full-section supporting structure is fixedly connected with a plurality of first longitudinal connecting pieces;
the temporary supporting structure of the intermediate wall comprises a middle lower bolster, a plurality of intermediate walls which are arranged from back to front along the longitudinal extension direction of the tunnel and an intermediate wall longitudinal connecting structure which connects the plurality of intermediate walls into a whole, wherein each intermediate wall is positioned between a left pilot tunnel and a right pilot tunnel, and the shape of the intermediate wall is the same as the shape of the right excavation contour line of the left pilot tunnel; the middle partition wall longitudinal connecting structure comprises a plurality of second longitudinal connecting pieces which are distributed from top to bottom, the plurality of second longitudinal connecting pieces are distributed along the longitudinal extending direction of the tunnel and are uniformly distributed in the upper cavity of the tunnel, and each middle partition wall is fixedly connected with the plurality of second longitudinal connecting pieces; the number of the intermediate walls is the same as that of the full-section support connecting structures, one intermediate wall is arranged on the inner side of each full-section support connecting structure, and each full-section support connecting structure and the intermediate wall arranged on the inner side of each full-section support connecting structure are arranged on the same tunnel cross section; the middle partition walls are arch-shaped brackets, the tops of the arch-shaped brackets are fixedly connected with the upper steel arches, the middle lower cushion beams are distributed along the longitudinal extending direction of the tunnel, the bottoms of the plurality of middle partition walls are supported on the middle lower cushion beams, and the middle lower cushion beams are positioned at the bottoms of the upper tunnel bodies of the tunnel;
The two side lower cushion beams are respectively a left lower cushion beam and a right lower cushion beam which are positioned at the bottoms of the left side and the right side of the tunnel upper portion tunnel body, the upper portion steel arch frame is formed by connecting a left arch frame positioned in the left guide tunnel and a right arch frame positioned in the right guide tunnel, the bottom end of the left arch frame is supported on the left lower cushion beam, and the upper end of the left arch frame is supported on the middle wall.
The primary support and the middle partition wall reinforcing support device for the tunnel penetrating fault fracture zone are characterized in that: the bottoms of the left side and the right side of each arch wall steel arch frame are respectively provided with a lower locking pin anchoring piece, the two lower locking pin anchoring pieces are positioned in the rock body at the outer side of the tunnel hole, and the two lower locking pin anchoring pieces are symmetrically arranged at the left side and the right side of the bottom of the tunnel lower part hole body;
the bottoms of the left side and the right side of each upper steel arch are respectively provided with an upper locking pin anchoring piece, the two upper locking pin anchoring pieces are positioned in the rock body at the outer side of the tunnel hole, and the two upper locking pin anchoring pieces are symmetrically arranged at the left side and the right side of the bottom of the tunnel upper tunnel body;
each arch wall steel arch frame is distributed on the same tunnel cross section with two lower locking pin anchoring pieces and two upper locking pin anchoring pieces which are arranged on the outer sides of each arch wall steel arch frame.
The primary support and the middle partition wall reinforcing support device for the tunnel penetrating fault fracture zone are characterized in that: the temporary inverted arch is arranged at the bottom of the tunnel body at the upper part of the tunnel and is arranged along the longitudinal extending direction of the tunnel;
The temporary inverted arch comprises a plurality of temporary inverted arch brackets which are arranged from back to front along the longitudinal extension direction of the tunnel and an inverted arch longitudinal connecting structure which is used for fixedly connecting the temporary inverted arch brackets into a whole, wherein the inverted arch longitudinal connecting structure comprises a plurality of third longitudinal connecting pieces which are arranged from left to right along the length direction of the temporary inverted arch brackets, the third longitudinal connecting pieces are arranged along the longitudinal extension direction of the tunnel, and each third longitudinal connecting piece is fixedly connected with the temporary inverted arch brackets; the temporary inverted arch brackets are arch brackets arranged at the bottom of the inner side of an upper tunnel of the tunnel, one temporary inverted arch bracket is arranged under each upper steel arch frame, each upper steel arch frame and the temporary inverted arch bracket positioned under the upper steel arch frame are arranged on the same tunnel cross section and form a closed supporting frame, and the left end and the right end of each temporary inverted arch bracket are respectively and fixedly connected with the lower parts of the left side and the right side of the upper steel arch frame positioned over the temporary inverted arch brackets; each of the intermediate wall bottoms is supported on one of the temporary inverted arch brackets.
The primary support and the middle partition wall reinforcing support device for the tunnel penetrating fault fracture zone are characterized in that: the temporary inverted arch brackets are supported on the non-excavated rock mass at the lower part of the tunnel below the tunnel body at the upper part of the tunnel; the temporary inverted arch further comprises an inverted arch concrete pouring structure which is formed by pouring on the unexcavated rock mass at the lower part of the tunnel, and the temporary inverted arch support and the longitudinal connecting structure are poured in the inverted arch concrete pouring structure.
The primary support and the middle partition wall reinforcing support device for the tunnel penetrating fault fracture zone are characterized in that: the tunnel anchor net spraying supporting structure is used for carrying out primary supporting on the arch wall of the tunnel hole;
the tunnel anchor net spray supporting structure comprises an arch wall anchor net spray supporting structure for carrying out primary supporting on the tunnel upper portion hole body and two side wall anchor net spray supporting structures for carrying out primary supporting on the side walls on the left side and the right side of the tunnel lower portion hole body respectively, wherein the two side wall anchor net spray supporting structures are symmetrically arranged below the left side and the right side of the arch wall anchor net spray supporting structure, and the two side wall anchor net spray supporting structures are connected with the arch wall anchor net spray supporting structure into a whole;
the left arch frame and the first longitudinal connecting piece positioned in the left pilot tunnel form a left rigid supporting structure, and the right arch frame and the first longitudinal connecting piece positioned in the right pilot tunnel form a right rigid supporting structure;
the left rigid supporting structure, the right rigid supporting structure and the side brackets arranged on the left side and the right side in the tunnel lower portion tunnel body form a tunnel arch wall rigid supporting structure for supporting an arch wall of the tunnel; the tunnel anchor net spraying supporting structure and the tunnel arch wall rigid supporting structure are fixedly connected into a whole, and the tunnel anchor net spraying supporting structure and the tunnel arch wall rigid supporting structure form an arch wall primary supporting structure of the tunnel hole.
The primary support and the middle partition wall reinforcing support device for the tunnel penetrating fault fracture zone are characterized in that: the left rigid supporting structure and the right rigid supporting structure form an upper tunnel body arch wall rigid supporting structure for supporting an arch wall of an upper tunnel body of the tunnel; and the arch wall anchor net spraying supporting structure and the upper hole body arch wall rigid supporting structure form a tunnel primary supporting structure of the upper hole body of the tunnel.
The primary support and the middle partition wall reinforcing support device for the tunnel penetrating fault fracture zone are characterized in that: the tunnel bottom hole body comprises a tunnel bottom hole body and a tunnel bottom hole body positioned below the tunnel bottom hole body, the excavation width of the tunnel bottom hole body is gradually reduced from top to bottom, and the upper excavation width of the tunnel bottom hole body is smaller than the distance between the bottoms of the left side wall and the right side wall of the tunnel hole; the tunnel lower hole body is divided into a left hole body, a left middle hole body, a right middle hole body and a right hole body from left to right, wherein the left hole body and the right hole body are symmetrically distributed left and right, and the cross sections of the left middle hole body and the right middle hole body are rectangular and are symmetrically distributed left and right; the two side brackets are respectively positioned in the left hole body and the right hole body;
The left end of the tunnel inverted arch support stretches into the left side hole, and the right end of the tunnel inverted arch support stretches into the right side hole.
The primary support and the middle partition wall reinforcing support device for the tunnel penetrating fault fracture zone are characterized in that: the top of the middle partition wall is fixedly connected with the upper steel arch through a bracket connecting bolt; the number of the first longitudinal connecting pieces positioned on the left side of the intermediate wall temporary support structure and the number of the first longitudinal connecting pieces positioned on the right side of the intermediate wall temporary support structure in the full-section support connecting structure are not less than three.
The primary support and the middle partition wall reinforcing support device for the tunnel penetrating fault fracture zone are characterized in that: the top of the middle lower bolster is positioned at the left side of the central axis of the tunnel hole, and the bottom of the middle lower bolster is positioned at the right side of the central axis of the tunnel hole;
the side lower bolster and the middle lower bolster are both I-steel arranged along the longitudinal extending direction of the tunnel.
The primary support and the middle partition wall reinforcing support device for the tunnel penetrating fault fracture zone are characterized in that: the side lower bolster and the middle lower bolster have the same structure and are both longitudinal lower bolsters, the longitudinal lower bolster is formed by splicing a plurality of lower bolster sections which are arranged from back to front along the longitudinal extending direction of the tunnel, and the front and back adjacent lower bolster sections are connected through longitudinal connecting bolts; the length of the lower bolster section is the same as the distance between two adjacent full-section support structures, and the connecting position between the front and rear adjacent two lower bolster sections is located between the two adjacent full-section support structures.
Compared with the prior art, the invention has the following advantages:
1. the structural design is reasonable, the processing, the manufacturing and the construction are simple and convenient, and the input construction cost is low.
2. The full-section support system is reasonable in design and good in use effect, a plurality of full-section support structures are connected into a whole through the full-section support connection structure, the arch wall steel arch in the full-section support structure is divided into an upper steel arch located in the tunnel upper hole body and a side support located in the tunnel lower hole body through the two side lower cushion beams, so that primary support of the tunnel upper hole body is not influenced by primary support construction in the tunnel lower hole body, the primary support process of the tunnel upper hole body is carried out before the tunnel lower hole body is excavated, the tunnel hole is not fully excavated at the moment, the support stability of the primary support structure in the tunnel upper hole body is further guaranteed, the primary support process of the tunnel upper hole body is easier to carry out, and meanwhile, the support is more powerful, and the tunnel construction safety is facilitated.
3. Only the upper half section is used as an intermediate wall support, so that the workload of installing and dismantling the intermediate wall on the lower half section is reduced; meanwhile, the upper half section of the tunnel adopts a middle partition wall method, and the upper half section is only divided into two parts by the middle partition wall, so that enough space exists in the left guide hole and the right guide hole, and the construction is convenient.
4. The upper steel arch and the bottom of the middle partition wall are supported on the longitudinal lower bolster, and the longitudinal lower bolster is synchronously arranged in the process of excavating the tunnel upper cavity, so that the arch is prevented from sinking due to the weakness of the substrate in the broken surrounding rock, and the stability of the primary support is ensured; simultaneously, the arch feet of the upper section and the lower section of the tunnel are respectively provided with the anchor pipe for locking the feet and grouting, so that the sinking of the arch frame caused by the weakness of the substrate can be further reduced. And the longitudinal lower bolster can also strengthen the deformation resistance of the foundation pit of the upper tunnel body of the tunnel.
5. The temporary inverted arch structure is reasonable in design, convenient to construct and capable of providing a firm and stable supporting foundation, the temporary inverted arch comprises a temporary inverted arch support corresponding to the upper steel arch frame, a third longitudinal connecting structure for connecting all the temporary inverted arch supports into a whole and an inverted arch concrete pouring structure supported on an unexcavated rock body at the lower part of the tunnel, the temporary inverted arch support and the upper steel arch frame form a closed supporting structure, so that the tunnel primary supporting structure of the tunnel upper hole body is simple, convenient and fast to seal into a ring, the third longitudinal connecting structure and the temporary inverted arch support are poured in the inverted arch concrete pouring structure, and the structure is strong in integrity and firm in support.
6. The full section support system and the intermediate wall temporary support structure are connected through the longitudinal connecting structure to form an integral support system with stable structure, so that the longitudinal stability of the steel frame support can be effectively ensured, and the integral stability of the primary support is further enhanced.
7. The construction is simple and convenient, the supporting effect is good, the serious potential safety quality hazards of primary supporting cracking sinking and invasion of secondary lining clearance, steel frame distortion, sprayed concrete falling and the like caused by loose stacking pressure of surrounding rocks of the fault fracture zone are effectively avoided, and the construction safety is ensured.
In summary, the invention has reasonable structural design, simple and convenient construction and good use effect, the full-section support system and the intermediate wall temporary support structure are supported by the lower bolster and connected into a whole to form an integral support system with stable structure, and meanwhile, the intermediate wall temporary support structure is only arranged in the hole at the upper part of the tunnel, so that the stability of the vault can be effectively ensured, the construction is simple and convenient, the construction cost can be effectively reduced, the sinking of the primary support arch frame can be avoided, and the stability of the primary support can be effectively ensured.
The technical scheme of the invention is further described in detail through the drawings and the embodiments.
Drawings
Fig. 1 is a schematic view of the support state of the present invention.
Fig. 2 is a schematic view showing the supporting states of the rigid supporting structure and the temporary inverted arch of the upper cavity arch wall according to the present invention.
Fig. 3 is a schematic view of the full section support system according to the present invention.
Fig. 4 is a schematic structural view of the present invention along the longitudinal extension direction of the tunnel.
Fig. 5 is a schematic view of the longitudinal connection of the side underlayment beams of the present invention.
Fig. 6 is a schematic plan view of a temporary inverted arch according to the present invention.
Fig. 7 is a schematic view of an excavated section of a tunnel constructed using the present invention.
Reference numerals illustrate:
1, a tunnel upper hole body; 1-1, left pilot hole; 1-2-right pilot tunnel;
2-tunnel inverted arch support; 3-large section tunnel hole; 4-upper steel arches;
5-side brackets; 6-side lower bolster; 7-a first longitudinal connector;
8-an intermediate wall; 9-a second longitudinal connector; 10-a middle lower bolster;
11-a lower bolster section; 12-a longitudinal connecting bolt; 13-connecting the backing plate;
14-locking the foot anchoring piece; 15-a lower lock foot anchoring piece; 16-a tunnel bottom hole body;
17-left hole body; 18-left middle hole body; 19-right middle hole body;
20-right hole body; 21-secondary lining of the tunnel; 22-temporary inverted arch support;
24-advance catheter; 28-the lower part of the tunnel is not excavated with rock mass;
30-inverted arch concrete pouring structure; 31-tunnel invert; 32-connecting the profile steel longitudinally;
33-longitudinal connecting bars.
Detailed Description
As shown in fig. 1, 2, 3 and 4, the invention comprises a full-section support system for carrying out full-section support on a tunnel hole of a constructed tunnel and an intermediate wall temporary support structure arranged on the inner side of the full-section support system, wherein the full-section support system and the intermediate wall temporary support structure are both arranged along the longitudinal extension direction of the tunnel; the tunnel hole is divided into a tunnel upper hole body 1 and a tunnel lower hole body positioned below the tunnel upper hole body 1, the tunnel upper hole body 1 comprises a left pilot hole 1-1 and a right pilot hole 1-2 positioned on the right side of the left pilot hole 1-1, the intermediate wall temporary support structure is positioned in the tunnel upper hole body 1, and the intermediate wall temporary support structure is positioned between the left pilot hole 1-1 and the right pilot hole 1-2;
the full-section supporting system comprises a full-section supporting structure and a full-section supporting connecting structure, wherein the full-section supporting structure is arranged from back to front along the longitudinal extension direction of a tunnel and is used for carrying out full-section supporting on the tunnel hole, the full-section supporting connecting structure is used for fixedly connecting the full-section supporting structures into a whole, the structures of the full-section supporting structures are identical, and the shape of the full-section supporting structure is identical to the cross section shape of the tunnel hole; each full-section supporting structure comprises an arch wall steel arch supporting the arch wall of the tunnel hole and a tunnel inverted arch support 2 arranged at the bottom of the inner side of the tunnel hole, wherein the tunnel inverted arch support 2 is positioned right below the arch wall steel arch and on the same tunnel cross section, the left end of the tunnel inverted arch support 2 is fixedly connected with the left bottom of the arch wall steel arch, the right end of the tunnel inverted arch support 2 is fixedly connected with the right bottom of the arch wall steel arch, and the tunnel inverted arch support 2 and the arch wall steel arch form a closed full-section support; the arch wall steel arch comprises an upper steel arch 4 positioned in the tunnel upper hole body 1 and two side supports 5 symmetrically arranged below the bottoms of the left side and the right side of the upper steel arch 4, and the two side supports 5 are positioned in the tunnel lower hole body;
The bottoms of the left side and the right side of the tunnel upper hole body 1 are respectively provided with a lateral lower bolster 6, and the two lateral lower bolsters 6 are symmetrically distributed and are distributed along the longitudinal extension direction of the tunnel; the bottoms of the left side and the right side of the upper steel arch 4 in each full-section supporting structure are respectively supported on two side lower cushion beams 6, and two side brackets 5 are respectively fixed at the bottoms of the two side lower cushion beams 6; the upper steel arch 4 and the two side brackets 5 in each full-section supporting structure are fastened and connected through a side lower bolster 6;
the full-section support connecting structure comprises a plurality of first longitudinal connecting pieces 7, wherein the first longitudinal connecting pieces 7 are distributed along the longitudinal extension direction of the tunnel and are uniformly distributed in the tunnel upper hole body 1, and the first longitudinal connecting pieces 7 are distributed along the excavation contour line of the tunnel upper hole body 1 from left to right; the upper steel arch 4 of each full-section supporting structure is fixedly connected with a plurality of first longitudinal connecting pieces 7;
the temporary supporting structure of the intermediate wall comprises a middle lower bolster 10, a plurality of intermediate walls 8 which are arranged from back to front along the longitudinal extension direction of the tunnel and an intermediate wall longitudinal connecting structure which connects the plurality of intermediate walls 8 into a whole, wherein each intermediate wall 8 is positioned between a left pilot tunnel 1-1 and a right pilot tunnel 1-2, and the shape of the intermediate wall 8 is the same as the shape of the right excavation contour line of the left pilot tunnel 1-1; the intermediate wall longitudinal connecting structure comprises a plurality of second longitudinal connecting pieces 9 which are distributed from top to bottom, wherein the plurality of second longitudinal connecting pieces 9 are distributed along the longitudinal extending direction of the tunnel and are uniformly distributed in the upper tunnel body 1 of the tunnel, and each intermediate wall 8 is fixedly connected with the plurality of second longitudinal connecting pieces 9; the number of the intermediate walls 8 is the same as that of the full-section support connection structures, one intermediate wall 8 is arranged on the inner side of each full-section support connection structure, and each full-section support connection structure and the intermediate wall 8 arranged on the inner side of each full-section support connection structure are arranged on the same tunnel cross section; the middle partition walls 8 are arch-shaped brackets, the tops of the arch-shaped brackets are fixedly connected with the upper steel arches 4, the middle lower cushion beams 10 are distributed along the longitudinal extending direction of the tunnel, the bottoms of the plurality of middle partition walls 8 are supported on the middle lower cushion beams 10, and the middle lower cushion beams 10 are positioned at the bottom of the upper tunnel body 1 of the tunnel;
The two side lower cushion beams 6 are respectively a left lower cushion beam and a right lower cushion beam which are positioned at the bottoms of the left side and the right side of the tunnel upper portion tunnel body 1, the upper steel arch 4 is formed by connecting a left arch frame positioned in the left pilot tunnel 1-1 and a right arch frame positioned in the right pilot tunnel 1-2, the bottom end of the left arch frame is supported on the left lower cushion beam, and the upper end of the left arch frame is supported on the middle partition wall 8.
In this embodiment, the constructed tunnel is a large-section tunnel, and the tunnel hole is a large-section tunnel hole 3. The supporting structure of the constructed large-section tunnel is a composite lining structure, and the composite lining structure comprises a tunnel primary supporting structure and a tunnel secondary lining 21 positioned on the inner side of the tunnel primary supporting structure. The surrounding rock of the constructed tunnel is IV-grade surrounding rock or V-grade surrounding rock, and the stability of the surrounding rock is poor. In the present embodiment of the present invention,
the large-section tunnel refers to a tunnel with a cross-sectional area of more than 50m 2 Is a tunnel of (c). In this embodiment, the excavation width of the large-section tunnel is not less than 10m and the tunnel height thereof is not less than 8m. The excavation width is the maximum excavation width of the excavation outline taking the secondary lining, the primary supporting structure of the tunnel and the reserved deformation into consideration, so that the excavation width is the maximum width of the excavation outline of the tunnel. The tunnel height is the maximum height of the tunnel excavation contour line, namely the height of the middle part of the tunnel excavation contour line.
In this embodiment, a lower locking anchor 15 is disposed at the bottoms of the left and right sides of each arch wall steel arch frame, and two lower locking anchors 15 are both located in the outer rock of the tunnel hole and symmetrically disposed at the left and right sides of the bottom of the tunnel lower hole;
the bottoms of the left side and the right side of each upper steel arch 4 are respectively provided with an upper locking pin anchoring piece 14, and the two upper locking pin anchoring pieces 14 are respectively positioned in the rock body at the outer side of the tunnel hole and symmetrically distributed at the left side and the right side of the bottom of the tunnel upper tunnel body 1.
In the process of excavating the tunnel upper portion hole body 1, in order to avoid sinking of an arch (namely, an upper steel arch 4) caused by the weakness of a substrate in the tunnel upper portion hole body 1 in broken surrounding rock and ensure the stability of a tunnel primary support structure in the tunnel upper portion hole body 1, an upper locking pin anchoring piece 14 is arranged at the bottom of the left side and the right side of each upper steel arch 4, and two upper locking pin anchoring pieces 14 are arranged in the rock body at the outer side of the tunnel hole and symmetrically distributed at the left side and the right side of the bottom of the tunnel upper portion hole body 1.
Correspondingly, in the process of excavating the tunnel lower portion hole body, in order to avoid sinking of an arch (namely an arch wall steel arch) caused by substrate weakness in broken surrounding rock, a lower locking foot anchoring piece 15 is arranged at the bottoms of the left side and the right side of each arch wall steel arch, two lower locking foot anchoring pieces 15 are arranged in the tunnel hole outer side rock body and symmetrically distributed on the left side and the right side of the tunnel lower portion hole body bottom.
In this embodiment, each arch wall steel arch frame is arranged on the same tunnel cross section with two lower locking anchoring pieces 15 and two upper locking anchoring pieces 14 arranged on the outer sides of each arch wall steel arch frame, so that the anchoring is more direct and powerful.
In addition, as the left end and the right end of the upper steel arch 4 are supported on the side lower bolster 6, the sinking resistance of the arch can be further enhanced, the sinking of the upper steel arch 4 caused by the weakness of the substrate in the broken surrounding rock can be effectively avoided, and the stability of the primary supporting structure of the tunnel in the tunnel upper hole body 1 can be effectively enhanced.
As shown in fig. 7, in this embodiment, the tunnel lower hole body includes a tunnel lower hole body and a tunnel bottom hole body 16 located below the tunnel lower hole body, where the excavation width of the tunnel bottom hole body 16 is gradually reduced from top to bottom, and the upper excavation width is smaller than the distance between the bottoms of the left and right side walls of the tunnel hole; the tunnel lower hole body is divided into a left hole body 17, a left middle hole body 18, a right middle hole body 19 and a right hole body 20 from left to right, wherein the left hole body 17 and the right hole body 20 are symmetrically distributed left to right, and the cross sections of the left middle hole body 18 and the right middle hole body 19 are rectangular and are symmetrically distributed left to right; the two side brackets 5 are respectively positioned in the left hole 17 and the right hole 20.
In the actual construction process, when the invention is adopted to construct the constructed large-section tunnel, the method comprises the following steps:
step one, excavating a tunnel upper hole: the upper tunnel body 1 of the tunnel is excavated, and the process is as follows:
step 101, excavating a left pilot tunnel: excavating the left pilot tunnel 1-1 from back to front along the longitudinal extension direction of the tunnel;
in the process of excavating the left pilot tunnel 1-1, constructing the left lower bolster, the intermediate wall temporary support structure and the left rigid support structure respectively in the left pilot tunnel 1-1 formed by excavating from back to front, and fastening and connecting the left lower bolster, the intermediate wall temporary support structure and the left rigid support structure into a whole;
102, excavating a right pilot tunnel: in the step 101, in the process of excavating the left pilot tunnel 1-1, synchronously excavating the right pilot tunnel 1-2 from back to front along the longitudinal extending direction of the tunnel to obtain an upper tunnel body 1 of the excavated and formed tunnel;
in the process of excavating the right pilot tunnel 1-2, respectively constructing the right lower bolster and the right rigid support structure in the right pilot tunnel 1-2 formed by excavating from back to front, and enabling the right rigid support structure and the right lower bolster to be fixedly connected with the left rigid support structure in the step 101 into a whole, wherein the right arch in the right rigid support structure and the left arch in the left rigid support structure in the step 101 are connected to form an upper steel arch 4, and the detail is shown in fig. 4;
When the right pilot tunnel 1-2 is excavated, the face of the right pilot tunnel 1-2 is positioned at the rear side of the face of the left pilot tunnel 1-1;
step two, excavating a tunnel body at the lower part of the tunnel: excavating the lower tunnel body of the tunnel, wherein the process is as follows:
step 201, excavating left and right side hole bodies in advance: excavating a left side hole body 17 and a right side hole body 20 respectively from back to front along the longitudinal extension direction of the tunnel; in the process of excavation, the face sides of the left hole body 17 and the right hole body 20 are positioned at the rear side of the face side of the right pilot hole 1-2 in the step 102;
in the process of excavating the left side hole body 17, installing a side bracket 5 in the left side hole body 17 formed by excavating from back to front, and fixing the top of the installed side bracket 5 at the bottom of the left side lower bolster in the step 101;
during the process of excavating the right hole body 20, installing a side bracket 5 in the right hole body 20 formed by excavating from back to front, and fixing the top of the installed side bracket 5 at the bottom of the right lower bolster in step 102;
in this step, the side brackets 5 installed in the left side hole body 17 and the right side hole body 20 are connected with the upper steel arch 4 in step 102 to form the arch wall steel arch;
step 202, left and right middle hole body follow-up excavation: respectively excavating a left middle hole body 18 and a right middle hole body 19 to obtain an excavated and formed tunnel lower hole body;
In the process of excavating the left middle hole body 18 and the right middle hole body 19, removing the temporary supporting structure of the middle wall in the step 101 from back to front;
step three, tunneling bottom excavation: in the step 202, in the process of carrying out the follow-up excavation of the left and right middle tunnel bodies, excavating the tunnel bottom tunnel body 16 from back to front along the longitudinal extension direction of the tunnel, and obtaining the tunnel hole formed by excavation; in the process of excavation, the face sides of the left hole body 17 and the right hole body 20 are positioned at the front side of the face side of the tunnel bottom hole body 16;
in the process of excavating the tunnel bottom hole body 16, installing a tunnel inverted arch support 2 at the bottom of the tunnel bottom hole body 16 formed by excavation from back to front, and connecting the installed tunnel inverted arch support 2 with the arch wall steel arch in the step 201 to form the full-section supporting structure, so as to obtain the full-section supporting system formed by construction, as shown in fig. 3 in detail.
In this embodiment, in the process of excavating the right pilot tunnel 1-2 in step 102, the left and right bottom parts of the upper tunnel body 1 of the excavated tunnel need to be provided with the locking anchor 14 from the back to the front;
in step 201, in the process of performing the advanced excavation of the left and right hole bodies, the lower foot locking anchoring members 15 are further required to be respectively arranged at the left bottom of the left hole body 17 and the right bottom of the right hole body 20 formed by the excavation from back to front.
In this embodiment, the upper locking anchor 14 and the lower locking anchor 15 are locking anchor pipes, the upper locking anchor 14 is arranged on the arch leg of the tunnel upper hole body 1, and the lower locking anchor 15 is arranged on the arch leg of the tunnel hole.
The left end and the right end of the upper steel arch 4 in the tunnel upper portion hole body 1 are supported on the side portion lower bolster 6, the bottom of the intermediate wall 8 is supported on the middle portion lower bolster 10, and simultaneously, measures of grouting reinforcement by punching a locking anchor pipe are adopted on arch feet of the upper section and the lower section of the tunnel, so that the stability of primary support of the tunnel can be effectively ensured. In this embodiment, the diameter of the foot locking anchor pipe is phi 50mm and the length thereof is 5m. During actual construction, the size of the foot locking anchor pipe can be correspondingly adjusted according to specific requirements.
In order to ensure the stability of the longitudinal connection of the full-section support system, the number of the first longitudinal connectors 7 positioned on the left side of the temporary support structure of the middle wall and the number of the first longitudinal connectors 7 positioned on the right side of the temporary support structure of the middle wall in the full-section support connection structure are not less than three. And the number of the second longitudinal connectors 9 is not less than two.
For the longitudinal connection of the reinforced steel frame, in this embodiment, at least 3 first longitudinal connectors 7 are circumferentially arranged on the left and right sides of the arch crown of the upper steel arch 4 near the fulcrum of the intermediate wall 8, and the circumferential spacing between the first longitudinal connectors 7 is 0.5m; at least two second longitudinal connecting pieces 9 are arranged on the intermediate wall 8 below the supporting point, and the circumferential spacing between the second longitudinal connecting pieces 9 is 1m. The rest parts of the upper steel arch 4 and the rest parts of the intermediate walls 8 can also be connected by longitudinal steel bars.
In this embodiment, the left end of the tunnel inverted arch support 2 extends into the left hole 17, and the right end of the tunnel inverted arch support 2 extends into the right hole 20;
the excavation width of the tunnel upper hole body 1 is gradually increased from top to bottom, and the excavation width of the tunnel lower hole body is gradually reduced from top to bottom. Therefore, the bottom of the tunnel upper hole body 1 is the position of the maximum excavation width of the tunnel hole.
In order to ensure the safety of excavation construction, the excavation section of the left and right side hole bodies is effectively reduced, and the upper excavation width of the left side hole body 17 is not more than 3m. In this embodiment, the upper excavation width of the left hole 17 is 2.5m. During actual construction, the upper excavation width of the left hole 17 can be correspondingly adjusted according to specific requirements.
In order to enhance the supporting stability, the arch wall steel arch, the tunnel inverted arch support 2 and the intermediate wall 8 are all steel supports. And, arch wall steel bow member, tunnel inverted arch support 2 and intermediate wall 8 are all crooked by an I-steel.
In actual construction, a plurality of excavation contour lines along which the intermediate wall 8 is arranged are arranged from left to right. The two side brackets 5 are respectively positioned in the left hole 17 and the right hole 20.
In this embodiment, the multiple full-section supporting structures are uniformly distributed.
In actual construction, the distance between two adjacent full-section support structures is 0.6 m-1.2 m.
In this embodiment, the distance between two adjacent full-section supporting structures is the same as the excavation cyclic damage footage of the constructed large-section tunnel. The spacing between two adjacent full-section support structures is 0.6m or 1.2m.
As shown in fig. 2, the top of the middle lower bolster 10 is located at the left side of the central axis of the tunnel hole, and the bottom of the middle lower bolster 10 is located at the right side of the central axis of the tunnel hole;
the side lower bolster 6 and the middle lower bolster 10 have the same structure and are longitudinal lower bolsters, the longitudinal lower bolster is formed by splicing a plurality of lower bolster sections 11 which are arranged back and forth along the longitudinal extending direction of the tunnel, and the front and back adjacent lower bolster sections 11 are connected through longitudinal connecting bolts 12; the length of the lower bolster segment 11 is the same as the distance between two adjacent full-section support structures, and the connection position between the front and rear adjacent two lower bolster segments 11 is located between the two adjacent full-section support structures.
In this embodiment, the arch wall steel arch, the tunnel inverted arch support 2 and the intermediate wall 8 are formed by bending the i 25 section steel, so that the supporting strength can be effectively improved. And, the upper steel arch 4 and the bottom of the intermediate wall 8 are supported on the longitudinal lower bolster.
In order to improve the supporting strength, the side lower bolster 6 and the middle lower bolster 10 are both I-steel arranged along the longitudinal extending direction of the tunnel.
In this embodiment, the side lower bolster 6 and the middle lower bolster 10 are each an i 20 section steel.
In actual construction, the types and sizes of the section steel adopted by the arch wall steel arch, the tunnel inverted arch bracket 2, the intermediate wall 8, the side lower cushion beams 6 and the middle lower cushion beams 10 can be respectively adjusted according to specific requirements.
In this embodiment, the connection position between the front and rear adjacent lower pad beam segments 11 is located in the middle between the two adjacent full-section support structures.
As shown in fig. 5, the front and rear ends of each lower bolster segment 11 are respectively provided with a connecting pad 13, the connecting pads 13 are provided with a plurality of bolt mounting holes for mounting longitudinal connecting bolts 12, the connecting pads 13 are vertically arranged with the lower bolster segments 11, and two connecting pads 13 between the lower bolster segments 11, which are adjacent front and rear in the longitudinal lower bolster, are arranged in parallel and are fastened and connected into a whole through the longitudinal connecting bolts 12, so that the practical mounting and dismounting are very simple.
In this embodiment, the connection pad 13 is a first steel pad. And, the thickness of first steel backing plate is 16mm.
For facilitating the removal in the later process, the longitudinal connecting bolts 12 connecting the front and rear adjacent two of the lower bolster segments 11 in the side lower bolster 6 are located inside the side lower bolster 6. Thus, when the side lower bolster 6 is fixed, the vertical connecting bolts 12 are provided only up and down inside the connecting bolster 13.
And, to enhance the connection reliability, the longitudinal connection bolts 12 connecting the front and rear adjacent two of the lower bolster segments 11 in the center lower bolster 10 include a left connection bolt located at the left side of the center lower bolster 10 and a right connection bolt located at the right side of the center lower bolster 10.
In this embodiment, the top of the intermediate wall 8 is fastened and connected with the upper steel arch 4 through a bracket connecting bolt, so that the later disassembly is very simple. Meanwhile, in order to ensure connection reliability and support stability, a second steel backing plate is arranged between the top of the intermediate wall 8 and the upper steel arch 4 in a cushioning manner, and a bolt mounting hole for mounting the bracket connecting bolt is formed in the second steel backing plate.
In order to ensure that the later dismantling is simple and convenient, the outer sides of the bracket connecting bolts and the longitudinal connecting bolts 12 are wrapped by geotextiles or woven fabrics.
Meanwhile, in order to ensure the connection reliability, the upper steel arch 4 and the first longitudinal connecting piece 7 and the middle wall 8 and the second longitudinal connecting piece 9 are fastened and connected in a welding mode, so that the welding lines are full, and firm connection is ensured.
From the above, the upper half section of the tunnel hole adopts the middle partition wall method, the left pilot hole 1-1 and the right pilot hole 1-2 adopt the full section excavation method, the left pilot hole 1-1 is excavated in advance, the right pilot hole 1-2 lags behind the left pilot hole 1-1 excavation and lags behind the 25m excavation, namely the left pilot hole 1-1 excavation for 25m is followed by the right pilot hole 1-2 excavation; and excavating the tunnel bottom hole body 16 to obtain the tunnel hole formed by excavating. In the tunnel hole digging construction process, synchronously completing primary support construction of the tunnel hole to obtain a primary support structure of the tunnel hole, constructing a primary support inverted arch of the tunnel from back to front, and timely closing the primary support inverted arch of the tunnel and the primary support structure of the tunnel hole to form the primary support structure of the tunnel; at the same time, the tunnel secondary lining 21 is constructed from the back to the front, so that the stability of the tunnel body can be effectively ensured, and the construction is shown in fig. 4.
In this embodiment, the present invention further includes a tunnel anchor net spray supporting structure for performing primary supporting on the arch wall of the tunnel hole.
The left arch frame and the first longitudinal connecting piece 7 positioned in the left pilot hole 1-1 form a left rigid supporting structure, and the right arch frame and the first longitudinal connecting piece 7 positioned in the right pilot hole 1-2 form a right rigid supporting structure.
The left rigid supporting structure, the right rigid supporting structure and side brackets 5 arranged on the left side and the right side in the tunnel lower portion tunnel body form a tunnel arch wall rigid supporting structure for supporting an arch wall of the tunnel; the tunnel anchor net spraying supporting structure and the tunnel arch wall rigid supporting structure are fixedly connected into a whole, and the tunnel anchor net spraying supporting structure and the tunnel arch wall rigid supporting structure form an arch wall primary supporting structure of the tunnel hole.
In step 201, in the process of excavating the left and right side hole bodies in advance, deformation monitoring is synchronously performed on the arch wall primary support structure which is formed by construction.
And 202, when the left and right middle hole bodies are excavated in a follow-up manner, excavating the left middle hole body 18 and the right middle hole body 19 positioned below the deformed and stable arch wall primary support structure from back to front according to the deformation monitoring result of the arch wall primary support structure.
Therefore, when the temporary supporting structure of the intermediate wall is removed in step 202, the deformation monitoring result of the initial supporting structure of the arch wall is needed; after the arch wall primary support structure is deformed and stabilized, in the process of excavating the left middle hole body 18 and the right middle hole body 19, the temporary steel frames (namely the middle partition walls 8) are detached one by one, meanwhile, the middle lower cushion beams 10 are detached from the back to the front, and the process of detaching needs to avoid overlarge circulating footage, so that the plurality of middle partition walls 8 are detached once. Therefore, in the process of excavating the left middle hole 18 and the right middle hole 19 in step 202, the deformation monitoring of the arch wall primary support structure needs to be enhanced, and the middle bulkhead steel supports (i.e. the middle bulkhead 8) are removed from each truss to truss, so as to ensure the dismantling safety.
In this embodiment, when the tunnel bottom hole body 16 is excavated, each time the excavation is not more than 3m, the just-in-time closure inverted arch primary support (namely in time install tunnel inverted arch support 2 and make the installed tunnel inverted arch support 2 with arch wall steel arch frame is connected and is formed full section bearing structure) after the excavation to pour inverted arch concrete, guarantee tunnel inverted arch 31 construction immediately follows, avoid the safe step to exceed the standard too greatly.
From the above, as the foundation is weak after the geological tunnel is excavated by the fault fracture zone, the bearing capacity is low, in order to inhibit vault sinking caused by large-span excavation, the invention adopts an upper half-section middle partition wall method for excavation, and an arc-shaped middle partition wall 8 is arranged in the middle of a tunnel upper hole body 1; in the process of excavating left and right pilot tunnels of the tunnel upper tunnel body 1, side lower cushion beams 6 are longitudinally laid on two sides of an excavated substrate, a middle lower cushion beam 10 is longitudinally laid in the middle of the excavated substrate, so that an upper steel arch 4 and an intermediate wall 8 fall on the longitudinal lower cushion beams, and foot locking anchor pipes are respectively arranged at arch feet on two sides of the upper section and the lower section of the tunnel and grouting is carried out; simultaneously, all upper steel arches 4 in the tunnel upper portion hole body 1 are all connected as an organic wholely vertically, and all intermediate walls 8 in the tunnel upper portion hole body 1 are all connected as an organic wholely vertically, form firm support system, are particularly useful for crossing the large-section tunnel construction of stratum fracture area.
In this embodiment, the tunnel anchor net spouts supporting structure includes the arch wall anchor net spouts supporting structure that carries out the initial support to the arch wall of tunnel upper portion cavity 1 and two respectively right the side wall anchor net spouts supporting structure that carries out the initial support to the left and right sides side wall of tunnel lower part cavity, two the side wall anchor net spouts supporting structure symmetry arrange in arch wall anchor net spouts supporting structure's left and right sides below, two the side wall anchor net spouts supporting structure all with arch wall anchor net spouts supporting structure and connects as an organic wholely.
The left rigid supporting structure and the right rigid supporting structure form an upper tunnel body arch wall rigid supporting structure for supporting the arch wall of the upper tunnel body 1; the arch wall anchor net spraying supporting structure and the upper hole body arch wall rigid supporting structure form a tunnel primary supporting structure of the tunnel upper hole body 1. The stability of the tunnel primary support structure of the tunnel upper hole body 1 is important.
In order to ensure construction safety, after the construction of the tunnel primary support structure of the tunnel upper hole body 1 is completed, the deformation monitoring is further required to be carried out on the tunnel primary support structure of the tunnel upper hole body 1, and after the deformation of the tunnel primary support structure in the tunnel upper hole body 1 is stable, the tunnel lower hole body is excavated.
In actual construction, if the deformation of the primary support structure in the tunnel upper hole body 1 is increased due to geological differences and deformation invasion does not occur, a temporary inverted arch is required to be arranged at the bottom of the inner side of the tunnel upper hole body 1; when deformation and invasion of the primary support structure of the tunnel in the tunnel upper hole body 1 occur, arch replacement of the primary support structure of the tunnel in the tunnel upper hole body 1 is required.
In this embodiment, as shown in fig. 1, 2 and 6, for safety, the present invention further includes a temporary inverted arch disposed at the bottom of the tunnel body 1 at the upper portion of the tunnel, where the temporary inverted arch is disposed along the longitudinal extension direction of the tunnel.
The temporary inverted arch is arranged along the longitudinal extending direction of the tunnel; the temporary inverted arch comprises a plurality of temporary inverted arch brackets 22 which are arranged from back to front along the longitudinal extension direction of the tunnel and an inverted arch longitudinal connecting structure which is used for fastening and connecting the plurality of temporary inverted arch brackets 22 into a whole, the inverted arch longitudinal connecting structure comprises a plurality of third longitudinal connecting pieces which are arranged from left to right along the length direction of the temporary inverted arch brackets 22, the third longitudinal connecting pieces are arranged along the longitudinal extension direction of the tunnel, and each third longitudinal connecting piece is fastened and connected with the plurality of temporary inverted arch brackets 22; the temporary inverted arch supports 22 are arch supports arranged at the bottom of the inner side of the tunnel upper portion tunnel body 1, one temporary inverted arch support 22 is arranged under each upper steel arch 4, each upper steel arch 4 and the temporary inverted arch support 22 positioned under the upper steel arch are arranged on the same tunnel cross section and form a closed support frame, and the left end and the right end of each temporary inverted arch support 22 are respectively and fixedly connected with the lower parts of the left side and the right side of the upper steel arch 4 positioned over the temporary inverted arch supports; the bottom of each intermediate wall 8 is supported on one of the temporary inverted arch supports 22.
In this embodiment, a plurality of temporary inverted arch supports 22 are supported on the non-excavated rock mass 28 at the lower part of the tunnel below the upper tunnel body 1; the temporary inverted arch further comprises an inverted arch concrete pouring structure 30 which is formed by pouring on the non-excavated rock mass 28 at the lower part of the tunnel, and the temporary inverted arch support 22 and the longitudinal connecting structure are poured into the inverted arch concrete pouring structure 30. Thus, the temporary inverted arch has a strong integrity and a stable structure, and can provide a stable foundation for the temporary inverted arch support 22 to stably support the upper steel arch 4.
In this embodiment, the temporary inverted arch support 22 is an arch support with left and right sides gradually bent upwards. Thus, the temporary inverted arch support 22 is inverted arch-shaped. Compared with a linear bracket, the inverted arch temporary inverted arch bracket 22 can effectively improve the supporting force of the upper steel arch 4 to the outer surrounding rock through bottom folding and supporting, and can stably support the upper steel arch 4, and meanwhile, the formed closed type supporting frame is stronger in integrity and more convenient to reliably connect with the lower part of the upper steel arch 4.
For firm support, the bottom shape of the tunnel upper hole body 1 is the same as the shape of the temporary inverted arch support 22, so that the bottom of the tunnel upper hole body 1 is in an inverted arch shape, and the structure of the formed tunnel upper hole body 1 is more stable. In actual construction, the bottom of the tunnel body 1 at the upper part of the tunnel can be a plane.
In this embodiment, the cross-sectional shape of the inverted arch concrete pouring structure 30 is the same as the shape of the temporary inverted arch bracket 22. The cross section of the inverted arch concrete pouring structure 30 is inverted arch-shaped.
The temporary inverted arch support 22 is a section steel support for easy processing and firm support. In this embodiment, to further enhance the connection reliability between the temporary inverted arch support 22 and the inverted arch concrete pouring structure 30, and to facilitate the easy and smooth installation of the temporary inverted arch support 22, the temporary inverted arch support 22 is formed by bending a piece of i-steel.
In this embodiment, in order to ensure connection reliability between the temporary inverted arch support 22 and the upper steel arch 4, steel backing plates 29 are respectively filled between both ends of the temporary inverted arch support 22 and the upper steel arch 4, and the steel backing plates 29, the temporary inverted arch support 22 and the upper steel arch 4 are welded and fixed together.
In this embodiment, the upper surface of the inverted arch concrete pouring structure 30 is flush with the upper surface of the temporary inverted arch support 22, and the bottom of the door-type support 23 is welded and fixed to the temporary inverted arch support 22.
As shown in fig. 6, the third longitudinal connector is a longitudinal connecting section steel 32. In order to further enhance the connection reliability of the longitudinal connection section steel 32 and the inverted arch concrete pouring structure 30, the integrity of the temporary inverted arch is further improved, and the simple and smooth installation of the longitudinal connection section steel 32 is facilitated, wherein the longitudinal connection section steel 32 is a channel steel, and the notch of the longitudinal connection section steel 32 faces upwards.
For the later stage demolishs portably to reduce the steel consumption, practice thrift construction cost, vertical connection structure still includes multiunit vertical connection reinforcing bar 33, adjacent twice the equipartition is equipped with a set of between the vertical connection shaped steel 32 vertical connection reinforcing bar 33, every group vertical connection reinforcing bar 33 all includes the vertical connection reinforcing bar 33 that the multichannel was laid from left to right, vertical connection reinforcing bar 33 is laid along the tunnel longitudinal extension direction, every vertical connection reinforcing bar 33 all with a plurality of interim invert support 22 fastening connection.
In this embodiment, the temporary inverted arch support 22 is an I22-shaped steel support or an I20-shaped steel support, the temporary inverted arch support 22 is correspondingly arranged with the upper steel arch 4, and the temporary inverted arch support 22 is fastened and connected with the upper steel arch 4 into a whole to form a closed support frame, and the temporary inverted arch formed by construction makes the arch wall needing to be replaced in an arch section closed into a ring, so that further convergence and subsidence of the tunnel upper hole body 1 can be effectively reduced.
The distance between two adjacent longitudinal connecting steel bars 32 is 140 cm-160 cm, and the distance between two adjacent longitudinal connecting steel bars 33 in each group of longitudinal connecting steel bars 33 is 40 cm-60 cm. In this embodiment, the longitudinal connecting section steel 32 is a [100mm channel steel and is welded with the temporary inverted arch support 22 integrally, the longitudinal connecting steel bars 33 are phi 22mm steel bars, the distance between two adjacent longitudinal connecting section steel 32 is 150cm, and the distance between two adjacent longitudinal connecting steel bars 33 in each group of longitudinal connecting steel bars 33 is 50cm. In actual construction, the size of the channel steel adopted by the longitudinal connecting section steel 32, the diameter of the longitudinal connecting steel bars 33, the spacing between two adjacent longitudinal connecting section steel 32 and the spacing between two adjacent longitudinal connecting steel bars 33 in each group of longitudinal connecting steel bars 33 can be respectively and correspondingly adjusted according to specific requirements.
In actual construction, according to the size of the cross section of the tunnel and the geological conditions of surrounding rocks, the temporary inverted arch support 22 adopts I22 steel frame or I20 steel frame; the temporary inverted arch support 22 and the upper steel arch 4 are tightly plugged and welded by adopting a steel backing plate, and before the steel backing plate is plugged, the surface layer concrete of the upper steel arch 4 is required to be chiseled.
102, in the process of excavating the right pilot tunnel 1-2, a temporary inverted arch is constructed at the bottom of the inner side of the upper tunnel body 1 of the excavated tunnel from back to front;
in this embodiment, when the temporary inverted arch is constructed, the procedure is as follows:
step A1, temporary inverted arch support construction: arranging one temporary inverted arch support 22 right below each upper steel arch 4, and enabling each temporary inverted arch support 22 to be fixedly connected with the upper steel arch 4 right above the temporary inverted arch support 22 into a whole;
and A2, constructing a third longitudinal connecting structure: after temporary inverted arch brackets 22 are arranged right below all the upper steel arches 4 of the arch section to be replaced, constructing the third longitudinal connecting structure, and fastening and connecting a plurality of temporary inverted arch brackets 22 into a whole through the third longitudinal connecting structure;
and A3, inverted arch concrete pouring: and (3) pouring concrete into the inverted arch concrete pouring structure 30, wherein the strength grade of the poured concrete is not higher than C25.
In order to facilitate the dismantling of the temporary inverted arch in the later period, the concrete strength grade of the inverted arch concrete pouring structure 30 is C15 or C10, and when the inverted arch concrete pouring structure 30 is poured, the concrete needs to be filled with the concrete and compacted.
As shown in fig. 1, in this embodiment, the present invention further includes a small advance pipe grouting reinforcement structure for reinforcing the arch portion of the tunnel body 1 at the upper portion of the tunnel.
In the embodiment, before the left pilot tunnel is excavated in step 101, grouting and reinforcing are performed on the left pilot tunnel 1-1 by using the advanced small guide pipe;
and (3) before the right pilot tunnel is excavated in the step (102), grouting and reinforcing the advance small guide pipe for the right pilot tunnel 1-2.
And after the left pilot tunnel 1-1 and the right pilot tunnel 1-2 are respectively subjected to advanced small-catheter grouting reinforcement, an advanced small-catheter grouting reinforcement structure for reinforcing the arch part of the tunnel body 1 at the upper part of the tunnel is formed.
The advanced small catheter grouting reinforcement structure is divided into a plurality of reinforcement sections from back to front along the longitudinal extension direction of the tunnel hole, the front adjacent reinforcement sections and the rear adjacent reinforcement sections are mutually overlapped, and the length of each reinforcement section is 3m; each reinforcing section comprises a plurality of leading small guide pipes 24 which are distributed above the arch part of the tunnel upper hole body 1 from left to right, wherein the length of each leading small guide pipe 24 is 3 m-5 m, and the diameter of each leading small guide pipe is phi 40 mm-phi 45mm.
In this embodiment, the plurality of small advance pipes 24 are uniformly distributed, the circumferential distance between two adjacent small advance pipes 24 is 0.5m, the external insertion angle of the small advance pipes 24 is 10 ° to 15 °, and the rear end of the small advance pipes 24 is welded with the upper steel arch 4.
The leading small guide pipe 24 is a hot rolled seamless steel pipe, the outer diameter is phi 42mm, the wall thickness is 4mm, the length is 4m, plum blossom type drilling holes with the aperture phi 8mm and the interval of 15cm are arranged on the pipe body, no drilling holes are formed in the length range of 50cm of the tail (namely the front end) of the leading small guide pipe 24, and the tail of the leading small guide pipe 24 is manufactured into a cone shape. When grouting reinforcement is carried out by adopting the advance small guide pipe 24, the injection water cement ratio is 1: 1.
In actual construction of the advance small guide pipe, a plurality of through holes for the advance small guide pipe 24 to pass through are formed in the upper steel arch 4 in the circumferential direction in advance, and the upper steel arch 4 is used as a guide frame.
In this embodiment, the tunnel anchor net spouts supporting structure includes and sprays just spouts concrete on the inner wall of tunnel hole sprays the layer, one deck hanging is in reinforcing bar net on the tunnel hole inner wall and spray and be in just spouting the layer is sprayed to post-spray concrete on the layer is sprayed to the concrete, the reinforcing bar net is located full section supporting system outside, tunnel arch wall rigidity supporting structure with the reinforcing bar net is all fixed in just spout concrete and spray between the layer with the post-spray concrete.
In the embodiment, when the left pilot tunnel is excavated in step 101, the left pilot tunnel 1-1 formed by the excavation is initially supported from back to front;
when the primary support is carried out on the left pilot tunnel 1-1, firstly, spraying concrete on the inner wall of the left pilot tunnel 1-1 formed by excavation to form a primary spraying concrete spraying layer of the left pilot tunnel 1-1, hanging a reinforcing mesh on the inner side of the primary spraying concrete spraying layer, and simultaneously spraying a layer of concrete on the bottom of the left pilot tunnel 1-1 to form a left concrete sealing layer; then, respectively constructing the left lower bolster, the intermediate wall temporary support structure and the left rigid support structure, and spraying concrete on the primary spraying concrete spraying layer of the left pilot tunnel 1-1 to form a post-spraying concrete spraying layer so as to complete the primary support process of the left pilot tunnel 1-1;
102, when the right pilot tunnel is excavated, performing primary support on the excavated and formed right pilot tunnel 1-2 from back to front;
when the primary support is carried out on the right pilot tunnel 1-2, firstly, spraying concrete on the inner wall of the right pilot tunnel 1-2 formed by excavation to form a primary spraying concrete spraying layer of the right pilot tunnel 1-2, hanging a reinforcing mesh on the inner side of the primary spraying concrete spraying layer, and simultaneously spraying a layer of concrete on the bottom of the right pilot tunnel 1-2 to form a right concrete sealing layer; then, respectively constructing the right lower bolster and the right rigid supporting structure, spraying concrete on the primary spraying concrete spraying layer of the right pilot tunnel 1-2 to form a post-spraying concrete spraying layer, and completing the primary supporting process of the right pilot tunnel 1-2;
In step 201, when the left hole 17 and the right hole 20 are excavated, the left hole 17 and the right hole 20 are initially supported from the back to the front;
when the left hole body 17 is subjected to primary support, firstly spraying concrete on the left inner wall of the left hole body 17 formed by excavation to form a primary spraying concrete spraying layer of the left hole body 17, and hanging a reinforcing mesh on the inner side of the primary spraying concrete spraying layer; then, installing a side support 5 at the bottom of the left lower bolster, spraying concrete on the primary spraying concrete spraying layer of the left hole body 17 to form a post-spraying concrete spraying layer, and completing the primary supporting process of the left hole body 17;
when the right hole body 20 is subjected to primary support, firstly spraying concrete on the right inner wall of the right hole body 20 formed by excavation to form a primary spraying concrete spraying layer, and hanging a reinforcing mesh on the inner side of the primary spraying concrete spraying layer; and then, installing a side bracket 5 at the bottom of the right lower bolster, spraying concrete on the primary spraying concrete spraying layer of the right hole body 20 to form a post-spraying concrete spraying layer, and completing the primary supporting process of the right hole body 20.
When concrete is sprayed on the inner wall of the left pilot tunnel 1-1 formed by excavation and a primary sprayed concrete spraying layer of the left pilot tunnel 1-1 is formed, concrete is sprayed on the top of the left pilot tunnel 1-1 and the inner walls of the left side and the right side, so that the left pilot tunnel 1-1 can be quickly closed after excavation, and the construction safety and the tunnel body stability are improved; correspondingly, when concrete is sprayed on the inner wall of the right pilot tunnel 1-2 formed by excavation and a primary sprayed concrete spraying layer of the right pilot tunnel 1-2 is formed, concrete is sprayed on the top of the right pilot tunnel 1-2 and the inner walls of the left side and the right side, so that the right pilot tunnel 1-2 can be quickly sealed after excavation, and the construction safety and the tunnel stability are improved.
In this embodiment, the thickness of the left concrete sealing layer and the right concrete sealing layer is 10cm, so that the stability of the hole substrate can be effectively ensured.
In this embodiment, in the process of excavating the left pilot tunnel 1-1 and the right pilot tunnel 1-2, the main structure on the peripheral side of the tunnel body at the upper part of the tunnel is performed synchronously with the excavation.
In this embodiment, the tunnel anchor net spraying support structure further includes a plurality of anchor rod support structures disposed from back to front along a longitudinal extension direction of the tunnel, each of the anchor rod support structures includes a plurality of primary support anchor rods disposed on an arch wall of the tunnel body 1 at an upper portion of the tunnel along a tunnel excavation contour line, and a plurality of the primary support anchor rods are disposed on a same tunnel cross section; the primary support anchor rods in the front and rear adjacent two primary support anchor rod support structures are distributed in a staggered mode.
In the step 102, in the process of excavating the right pilot tunnel 1-2, the anchor bolt supporting structure is also required to be constructed on the arch wall of the upper tunnel body 1 of the excavated and formed tunnel from back to front.
In this embodiment, after the installation of the upper steel arch 4 and the intermediate wall 8 is completed, the anchor bolt supporting structure is constructed on the arch wall of the tunnel upper hole body 1 formed by excavation from back to front.
The foregoing description is only a preferred embodiment of the present invention, and is not intended to limit the present invention, and any simple modification, variation and equivalent structural changes made to the above embodiment according to the technical substance of the present invention still fall within the scope of the technical solution of the present invention.

Claims (10)

1. The utility model provides a pass through broken area tunnel preliminary bracing of fault and median septum and strengthen support device which characterized in that: the method comprises a full-section supporting system for carrying out full-section supporting on a tunnel hole of a constructed tunnel and an intermediate wall temporary supporting structure arranged on the inner side of the full-section supporting system, wherein the full-section supporting system and the intermediate wall temporary supporting structure are both arranged along the longitudinal extending direction of the tunnel; the tunnel hole is divided into a tunnel upper hole body (1) and a tunnel lower hole body positioned below the tunnel upper hole body (1), the tunnel upper hole body (1) comprises a left pilot hole (1-1) and a right pilot hole (1-2) positioned on the right side of the left pilot hole (1-1), the intermediate wall temporary support structure is positioned in the tunnel upper hole body (1), and the intermediate wall temporary support structure is positioned between the left pilot hole (1-1) and the right pilot hole (1-2);
the full-section supporting system comprises a full-section supporting structure and a full-section supporting connecting structure, wherein the full-section supporting structure is arranged from back to front along the longitudinal extension direction of a tunnel and is used for carrying out full-section supporting on the tunnel hole, the full-section supporting connecting structure is used for fixedly connecting the full-section supporting structures into a whole, the structures of the full-section supporting structures are identical, and the shape of the full-section supporting structure is identical to the cross section shape of the tunnel hole; each full-section supporting structure comprises an arch wall steel arch supporting the arch wall of the tunnel hole and a tunnel inverted arch support (2) arranged at the bottom of the inner side of the tunnel hole, the tunnel inverted arch supports (2) are positioned right below the arch wall steel arch and are both positioned on the same tunnel cross section, the left end of each tunnel inverted arch support (2) is fixedly connected with the left bottom of the arch wall steel arch, the right end of each tunnel inverted arch support (2) is fixedly connected with the right bottom of the corresponding arch wall steel arch, and each tunnel inverted arch support (2) and each arch wall steel arch form a closed full-section support; the arch wall steel arch comprises an upper steel arch (4) positioned in an upper tunnel body (1) of the tunnel and two side supports (5) symmetrically arranged below the bottoms of the left side and the right side of the upper steel arch (4), and the two side supports (5) are positioned in the lower tunnel body;
The bottoms of the left side and the right side of the tunnel upper hole body (1) are respectively provided with a side lower bolster (6), and the two side lower bolsters (6) are symmetrically distributed and both are distributed along the longitudinal extension direction of the tunnel; the bottoms of the left side and the right side of the upper steel arch (4) in each full-section supporting structure are respectively supported on two side lower cushion beams (6), and two side brackets (5) are respectively fixed at the bottoms of the two side lower cushion beams (6); the upper steel arch (4) and the two side brackets (5) in each full-section supporting structure are fastened and connected through a side lower bolster (6);
the full-section support connecting structure comprises a plurality of first longitudinal connecting pieces (7), wherein the first longitudinal connecting pieces (7) are distributed along the longitudinal extension direction of the tunnel and are uniformly distributed in the tunnel upper hole body (1), and the first longitudinal connecting pieces (7) are distributed along the excavation contour line of the tunnel upper hole body (1) from left to right; the upper steel arch (4) of each full-section supporting structure is fixedly connected with a plurality of first longitudinal connecting pieces (7);
the temporary supporting structure of the intermediate wall comprises a middle lower bolster (10), a plurality of intermediate walls (8) which are arranged from back to front along the longitudinal extension direction of the tunnel and an intermediate wall longitudinal connecting structure which connects the plurality of intermediate walls (8) into a whole, wherein each intermediate wall (8) is positioned between a left pilot tunnel (1-1) and a right pilot tunnel (1-2), and the shape of the intermediate wall (8) is the same as the shape of the right excavation contour line of the left pilot tunnel (1-1); the middle wall longitudinal connecting structure comprises a plurality of second longitudinal connecting pieces (9) which are arranged from top to bottom, the plurality of second longitudinal connecting pieces (9) are all arranged along the longitudinal extending direction of the tunnel and are uniformly arranged in the upper cavity (1) of the tunnel, and each middle wall (8) is fixedly connected with the plurality of second longitudinal connecting pieces (9); the number of the intermediate walls (8) is the same as that of the full-section support connection structures, one intermediate wall (8) is arranged on the inner side of each full-section support connection structure, and each full-section support connection structure and the intermediate wall (8) arranged on the inner side of each full-section support connection structure are arranged on the same tunnel cross section; the middle partition walls (8) are arch-shaped brackets, the tops of the arch-shaped brackets are fixedly connected with the upper steel arches (4), the middle lower cushion beams (10) are distributed along the longitudinal extending direction of the tunnel, the bottoms of the middle partition walls (8) are supported on the middle lower cushion beams (10), and the middle lower cushion beams (10) are positioned at the bottoms of the tunnel upper hole bodies (1);
The two side lower cushion beams (6) are respectively a left lower cushion beam and a right lower cushion beam which are positioned at the bottoms of the left side and the right side of the tunnel upper portion hole body (1), the upper steel arch frame (4) is formed by connecting a left arch frame positioned in the left guide hole (1-1) and a right arch frame positioned in the right guide hole (1-2), the bottom end of the left arch frame is supported on the left lower cushion beam, and the upper end of the left arch frame is supported on the middle partition wall (8).
2. The through-fault zone tunnel primary support and partition reinforcement support device of claim 1, wherein: the bottoms of the left side and the right side of each arch wall steel arch frame are respectively provided with a lower locking anchor piece (15), the two lower locking anchor pieces (15) are both positioned in the rock body at the outer side of the tunnel hole, and the two lower locking anchor pieces are symmetrically arranged on the left side and the right side of the bottom of the tunnel lower hole body;
the bottoms of the left side and the right side of each upper steel arch (4) are provided with an upper locking pin anchoring piece (14), the two upper locking pin anchoring pieces (14) are positioned in the rock body outside the tunnel hole and are symmetrically distributed on the left side and the right side of the bottom of the tunnel upper hole body (1);
each arch wall steel arch frame is distributed on the same tunnel cross section with two lower locking pin anchoring pieces (15) and two upper locking pin anchoring pieces (14) which are arranged on the outer sides of the arch wall steel arch frames.
3. The through-fault zone tunnel primary support and partition reinforcement support device according to claim 1 or 2, wherein: the temporary inverted arch is arranged at the bottom of the tunnel body (1) at the upper part of the tunnel and is arranged along the longitudinal extending direction of the tunnel;
the temporary inverted arch comprises a plurality of temporary inverted arch brackets (22) which are arranged from back to front along the longitudinal extension direction of the tunnel and an inverted arch longitudinal connecting structure which is used for tightly connecting the temporary inverted arch brackets (22) into a whole, the inverted arch longitudinal connecting structure comprises a plurality of third longitudinal connecting pieces which are arranged from left to right along the length direction of the temporary inverted arch brackets (22), the third longitudinal connecting pieces are arranged along the longitudinal extension direction of the tunnel, and each third longitudinal connecting piece is tightly connected with the temporary inverted arch brackets (22); the temporary inverted arch supports (22) are arch supports arranged at the bottom of the inner side of the tunnel upper portion hole body (1), one temporary inverted arch support (22) is arranged right below each upper steel arch (4), each upper steel arch (4) and the temporary inverted arch support (22) located right below the upper steel arch are arranged on the same tunnel cross section, the two temporary inverted arch supports form a closed support frame, and the left end and the right end of each temporary inverted arch support (22) are respectively and fixedly connected with the lower parts of the left side and the right side of the upper steel arch (4) located right above the temporary inverted arch supports; the bottom of each intermediate wall (8) is supported on one temporary inverted arch support (22).
4. A through-fault zone tunnel primary support and barrier reinforcement support device according to claim 3, wherein: the temporary inverted arch brackets (22) are all supported on the non-excavated rock mass (28) at the lower part of the tunnel below the tunnel upper hole body (1); the temporary inverted arch further comprises an inverted arch concrete pouring structure (30) which is formed by pouring on the non-excavated rock mass (28) at the lower part of the tunnel, and the temporary inverted arch support (22) and the longitudinal connecting structure are both poured in the inverted arch concrete pouring structure (30).
5. The through-fault zone tunnel primary support and partition reinforcement support device according to claim 1 or 2, wherein: the tunnel anchor net spraying supporting structure is used for carrying out primary supporting on the arch wall of the tunnel hole;
the tunnel anchor net spraying and supporting structure comprises an arch wall anchor net spraying and supporting structure for carrying out primary supporting on the tunnel upper portion hole body (1) and two side wall anchor net spraying and supporting structures for respectively carrying out primary supporting on the side walls on the left side and the right side of the tunnel lower portion hole body, wherein the two side wall anchor net spraying and supporting structures are symmetrically arranged below the left side and the right side of the arch wall anchor net spraying and supporting structure, and the two side wall anchor net spraying and supporting structures are connected with the arch wall anchor net spraying and supporting structure into a whole;
The left arch frame and the first longitudinal connecting piece (7) positioned in the left pilot tunnel (1-1) form a left rigid supporting structure, and the right arch frame and the first longitudinal connecting piece (7) positioned in the right pilot tunnel (1-2) form a right rigid supporting structure;
the left rigid supporting structure, the right rigid supporting structure and side brackets (5) arranged on the left side and the right side in the tunnel lower portion tunnel body form a tunnel arch wall rigid supporting structure for supporting an arch wall of the tunnel; the tunnel anchor net spraying supporting structure and the tunnel arch wall rigid supporting structure are fixedly connected into a whole, and the tunnel anchor net spraying supporting structure and the tunnel arch wall rigid supporting structure form an arch wall primary supporting structure of the tunnel hole.
6. The through-fault zone tunnel primary support and partition reinforcement support device of claim 5, wherein: the left rigid supporting structure and the right rigid supporting structure form an upper tunnel body arch wall rigid supporting structure for supporting an arch wall of the upper tunnel body (1); the arch wall anchor net spraying supporting structure and the upper hole body arch wall rigid supporting structure form a tunnel primary supporting structure of the tunnel upper hole body (1).
7. The through-fault zone tunnel primary support and partition reinforcement support device according to claim 1 or 2, wherein: the tunnel bottom hole body comprises a tunnel bottom hole body and a tunnel bottom hole body (16) positioned below the tunnel bottom hole body, the excavation width of the tunnel bottom hole body (16) is gradually reduced from top to bottom, and the upper excavation width of the tunnel bottom hole body is smaller than the distance between the bottoms of the left side wall and the right side wall of the tunnel hole; the tunnel lower hole body is divided into a left hole body (17), a left middle hole body (18), a right middle hole body (19) and a right hole body (20) from left to right, wherein the left hole body (17) and the right hole body (20) are symmetrically distributed left to right, and the cross sections of the left middle hole body (18) and the right middle hole body (19) are rectangular and are symmetrically distributed left to right; the two side brackets (5) are respectively positioned in the left hole body (17) and the right hole body (20);
The left end of the tunnel inverted arch support (2) stretches into the left hole body (17), and the right end of the tunnel inverted arch support (2) stretches into the right hole body (20).
8. The through-fault zone tunnel primary support and partition reinforcement support device according to claim 1 or 2, wherein: the top of the middle partition wall (8) is fixedly connected with the upper steel arch (4) through a bracket connecting bolt; the number of the first longitudinal connecting pieces (7) positioned on the left side of the intermediate wall temporary support structure and the number of the first longitudinal connecting pieces (7) positioned on the right side of the intermediate wall temporary support structure in the full-section support connecting structure are not less than three.
9. The through-fault zone tunnel primary support and partition reinforcement support device according to claim 1 or 2, wherein: the top of the middle lower bolster (10) is positioned at the left side of the central axis of the tunnel hole, and the bottom of the middle lower bolster (10) is positioned at the right side of the central axis of the tunnel hole;
the side lower bolster (6) and the middle lower bolster (10) are both I-steel arranged along the longitudinal extending direction of the tunnel.
10. The through-fault zone tunnel primary support and partition reinforcement support device according to claim 1 or 2, wherein: the side lower bolster (6) and the middle lower bolster (10) have the same structure and are longitudinal lower bolsters, the longitudinal lower bolsters are formed by splicing a plurality of lower bolster sections (11) which are arranged forwards from back to back along the longitudinal extension direction of a tunnel, and the front and back adjacent lower bolster sections (11) are connected through longitudinal connecting bolts (12); the length of the lower bolster section (11) is the same as the distance between two adjacent full-section support structures, and the connecting position between the front and rear adjacent two lower bolster sections (11) is located between the two adjacent full-section support structures.
CN201810781603.8A 2018-07-15 2018-07-15 Primary support and middle partition wall reinforcing support device for tunnel penetrating fault fracture zone Active CN108678771B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201810781603.8A CN108678771B (en) 2018-07-15 2018-07-15 Primary support and middle partition wall reinforcing support device for tunnel penetrating fault fracture zone

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201810781603.8A CN108678771B (en) 2018-07-15 2018-07-15 Primary support and middle partition wall reinforcing support device for tunnel penetrating fault fracture zone

Publications (2)

Publication Number Publication Date
CN108678771A CN108678771A (en) 2018-10-19
CN108678771B true CN108678771B (en) 2023-06-23

Family

ID=63814304

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201810781603.8A Active CN108678771B (en) 2018-07-15 2018-07-15 Primary support and middle partition wall reinforcing support device for tunnel penetrating fault fracture zone

Country Status (1)

Country Link
CN (1) CN108678771B (en)

Families Citing this family (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN109578007B (en) * 2018-11-26 2019-10-11 中铁二十局集团有限公司 Pass through that high angle is inverse to rush rich water richness sand tomography tunnel excavation and drainage and construction method
CN109555528B (en) * 2018-11-26 2019-10-11 中铁二十局集团有限公司 Pass through that high angle is inverse to rush rich water richness sand tomography tunnel excavation and method for protecting support
CN110671132B (en) * 2019-10-31 2024-02-27 中铁二十局集团有限公司 Deep loess tunnel deformation control construction structure and method based on sleeve arch
CN110821500B (en) * 2019-11-19 2021-01-08 中铁二十局集团有限公司 Large-section tunnel excavation and support construction method for penetrating through earth-rock boundary stratum
CN110821502A (en) * 2019-11-29 2020-02-21 中铁隧道局集团有限公司 Novel construction method for entrance section of weak surrounding rock large-span mountain tunnel
CN110924959B (en) * 2019-12-10 2021-09-03 中铁二十局集团第二工程有限公司 Construction method of water-rich weak surrounding rock tunnel penetrating fault fracture zone
CN112228076B (en) * 2020-08-27 2022-10-18 中铁十局集团有限公司 Fast excavation construction method for hard rock large-span tunnel
CN114060060A (en) * 2021-11-16 2022-02-18 中铁十八局集团有限公司 Narrow-wing type advanced small guide pipe and group pipe effect collapse prevention construction process thereof
CN117627724B (en) * 2023-11-17 2024-08-30 深圳市特区铁工建设集团有限公司 Large-section tunnel mine method construction method and system based on monitoring analysis

Citations (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH0949397A (en) * 1995-08-09 1997-02-18 Ohbayashi Corp Upper-half advance full-face construction method

Family Cites Families (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US5462391A (en) * 1994-01-24 1995-10-31 Scott Investment Partners Mine roof support cribbing system
JP5055249B2 (en) * 2008-11-21 2012-10-24 西日本高速道路株式会社 Multiple tunnel construction method and multiple tunnel structure
CN102505708B (en) * 2011-10-21 2014-05-07 中冶建工集团有限公司 Construction method of tunnel at oversized cross section open cut area in track traffic
CN102628368B (en) * 2012-04-26 2014-07-09 李信斌 Tunnel self-advancing support shed
CN104832181B (en) * 2015-05-14 2016-11-30 中铁十九局集团第一工程有限公司 Dovetail type section constructing tunnel technique
CN105180888B (en) * 2015-10-23 2017-12-15 中铁二十局集团有限公司 High-ground stress Support System in Soft Rock Tunnels excavates deformation allowance and determines method
CN207229131U (en) * 2017-08-07 2018-04-13 中交一航局第三工程有限公司 A kind of precipitous broken formation tunnel portal section supporting construction
CN208456616U (en) * 2018-07-15 2019-02-01 中铁二十局集团有限公司 Pass through fault belt Tunnel and median septum strengthening supporting system

Patent Citations (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH0949397A (en) * 1995-08-09 1997-02-18 Ohbayashi Corp Upper-half advance full-face construction method

Also Published As

Publication number Publication date
CN108678771A (en) 2018-10-19

Similar Documents

Publication Publication Date Title
CN108678771B (en) Primary support and middle partition wall reinforcing support device for tunnel penetrating fault fracture zone
CN108843332B (en) Pass through fault belt large cross-section tunnel excavation and method for protecting support
CN108915720B (en) A kind of large cross-section tunnel passes through fault belt construction method
CN108979667B (en) Penetrating ground crushed zone tunnel top bar interval wall construction method
CN103114856B (en) Construction method for in-situ broadening and remolding of existing double-arched tunnel
CN101769154A (en) Excavation supporting method for tunnel construction
CN108868834B (en) Temporary support device for tunnel arch wall primary support intrusion limit arch changing construction
CN108561156A (en) Separate tunnel changes arch supporting construction and its construction method
CN109057801B (en) Construction method for excavating and supporting double-side-wall pilot tunnel composite step type large-section tunnel
CN113944479B (en) Poor geological tunnel three-fork construction method
CN112727501B (en) Temporary supporting structure of transverse passage and construction method of transverse passage
CN208456616U (en) Pass through fault belt Tunnel and median septum strengthening supporting system
CN116446450A (en) Subway station and accessory connection structure and construction method
CN116517592A (en) Large-section horsehead door supporting structure of subway tunnel and construction method thereof
CN116044418A (en) Soft rock tunnel excavation reinforcement deformation control construction method
CN111022084B (en) Single arch truss of primary support for excavating large-section loess tunnel and method
CN115126490A (en) Small-clear-distance triple-arch progressive station tunnel construction method
CN208456614U (en) Pass through fault belt Tunnel system
CN112901213A (en) Underground roof construction method based on pipe curtain support
CN115306449B (en) Hole pile method side guide hole buckling arch steel frame and back one-time backfilling construction method
CN113202516B (en) Frame structure and manufacturing method thereof
CN216305957U (en) Construction structure for restraining sinking amount of primary support of tunnel based on step method excavation
CN214499083U (en) Complicated stratum tunnel supporting system
JP3243682U (en) Subway large span tunnel main structure
CN220539645U (en) Reinforcing bar type expansion arch foot suitable for large tunnel section

Legal Events

Date Code Title Description
PB01 Publication
PB01 Publication
SE01 Entry into force of request for substantive examination
SE01 Entry into force of request for substantive examination
GR01 Patent grant
GR01 Patent grant