CN108678771A - Pass through fault belt Tunnel and median septum strengthening supporting system - Google Patents
Pass through fault belt Tunnel and median septum strengthening supporting system Download PDFInfo
- Publication number
- CN108678771A CN108678771A CN201810781603.8A CN201810781603A CN108678771A CN 108678771 A CN108678771 A CN 108678771A CN 201810781603 A CN201810781603 A CN 201810781603A CN 108678771 A CN108678771 A CN 108678771A
- Authority
- CN
- China
- Prior art keywords
- tunnel
- arch
- hole body
- mid
- laid
- 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.)
- Granted
Links
- 230000008093 supporting effect Effects 0.000 title claims abstract description 88
- 238000005728 strengthening Methods 0.000 title claims abstract description 25
- 238000010276 construction Methods 0.000 claims abstract description 97
- 230000005641 tunneling Effects 0.000 claims abstract description 83
- 229910000831 Steel Inorganic materials 0.000 claims description 141
- 239000010959 steel Substances 0.000 claims description 141
- 239000004567 concrete Substances 0.000 claims description 60
- 238000009412 basement excavation Methods 0.000 claims description 38
- 238000004873 anchoring Methods 0.000 claims description 30
- 239000011435 rock Substances 0.000 claims description 29
- 238000000465 moulding Methods 0.000 claims description 28
- 239000011378 shotcrete Substances 0.000 claims description 18
- 239000000203 mixture Substances 0.000 claims description 12
- 238000005192 partition Methods 0.000 claims description 4
- 238000001727 in vivo Methods 0.000 claims 1
- 238000013461 design Methods 0.000 abstract description 6
- 230000000694 effects Effects 0.000 abstract description 4
- 238000000034 method Methods 0.000 description 40
- 239000010410 layer Substances 0.000 description 30
- 230000003014 reinforcing effect Effects 0.000 description 22
- 210000005239 tubule Anatomy 0.000 description 12
- 230000002787 reinforcement Effects 0.000 description 8
- 238000010586 diagram Methods 0.000 description 7
- 238000009434 installation Methods 0.000 description 7
- 239000007788 liquid Substances 0.000 description 5
- 238000012544 monitoring process Methods 0.000 description 5
- 239000002689 soil Substances 0.000 description 5
- 239000000725 suspension Substances 0.000 description 5
- 239000000758 substrate Substances 0.000 description 4
- 238000013459 approach Methods 0.000 description 3
- 230000015271 coagulation Effects 0.000 description 3
- 238000005345 coagulation Methods 0.000 description 3
- 239000004744 fabric Substances 0.000 description 3
- 210000003205 muscle Anatomy 0.000 description 3
- 239000007787 solid Substances 0.000 description 3
- 230000006641 stabilisation Effects 0.000 description 3
- 238000011105 stabilization Methods 0.000 description 3
- 239000002131 composite material Substances 0.000 description 2
- 238000005553 drilling Methods 0.000 description 2
- 230000002708 enhancing effect Effects 0.000 description 2
- 230000036244 malformation Effects 0.000 description 2
- 238000012545 processing Methods 0.000 description 2
- 238000007363 ring formation reaction Methods 0.000 description 2
- 238000007569 slipcasting Methods 0.000 description 2
- 238000003325 tomography Methods 0.000 description 2
- 102000016938 Catalase Human genes 0.000 description 1
- 108010053835 Catalase Proteins 0.000 description 1
- 241000537371 Fraxinus caroliniana Species 0.000 description 1
- 235000010891 Ptelea trifoliata Nutrition 0.000 description 1
- 239000011083 cement mortar Substances 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 125000004122 cyclic group Chemical group 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000012407 engineering method Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000004746 geotextile Substances 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
- 239000002436 steel type Substances 0.000 description 1
- 239000002344 surface layer Substances 0.000 description 1
- 230000001360 synchronised effect Effects 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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 one kind passing through fault belt Tunnel and median septum strengthening supporting system, including tunneling boring support system and mid-board temporary support structures, mid-board temporary support structures are located at the left side pilot tunnel in the body of tunnel top hole and between the pilot tunnels of right side；The left and right sides bottom of tunnel top hole body is respectively arranged with one of side lower template beam, and mid-board temporary support structures include one of middle part lower template beam, multiple mid-boards and mid-board longitudinal connection structure.Structure of the invention reasonable design, easy construction and using effect are good, tunneling boring support system and mid-board temporary support structures are supported by lower template beam and are connected as one to form structurally stable globality support system, and at the same time mid-board temporary support structures are arranged only in the body of tunnel top hole can be effectively ensured the stability of vault, easy construction simultaneously can effectively reduce construction cost, be avoided that preliminary bracing arch sinks and the stability of preliminary bracing is effectively ensured.
Description
Technical field
The invention belongs to technical field of tunnel construction, more particularly, to one kind pass through fault belt Tunnel and
Median septum strengthening supporting system.
Background technology
As highway transport volume increasing and the development of infrastructure project, one-tunnel two-tracks multilane highway large cross-section tunnel are more next
It is more common.Large cross-section tunnel construction is constructed compared to single line narrow-bore tunnel, is easier to cause the big face of vault in digging process
Product is sunk.Especially large cross-section tunnel often has vault rate of deformation after excavating fast in passing through fault belt work progress,
The features such as deflection is excessive in short time, abutment wall wall caving, arch torsional deformation invade limit, lead to tunnel collapse under serious conditions, this
In the case of kind, according to conventional construction method and support system, such as benching tunnelling method, three benching tunnelling methods, two side-wall pilot tunnel, CD methods, CRD
Method etc., on the one hand very control deformation, another aspect work progress is complicated, and complicated engineering method causes the process construction time long, encloses
Rock exposes for a long time, be easy to cause country rock large area and invades the situations such as limit, gunite concrete peeling chip off-falling, steelframe torsional deformation, into one
Step increases risk of caving in, and safe mass can not ensure simultaneously, also seriously restricts the duration.Fault belt refers to two disk phase of tomography
It to movement, mutually squeezes, makes neighbouring catalase, formed and the substantially parallel crushed zone of fault plane, abbreviation fracture belt.
Invention content
In view of the above-mentioned deficiencies in the prior art, the technical problem to be solved by the present invention is that providing one kind passing through tomography
Crushed zone Tunnel and median septum strengthening supporting system, reasonable in design, easy construction and using effect is good, entirely
Section support system and mid-board temporary support structures are supported by lower template beam and are connected as one to form stabilized structure
Globality support system, and at the same time only in the body of tunnel top hole be arranged mid-board temporary support structures arch can be effectively ensured
The stability on top, easy construction simultaneously can effectively reduce construction cost, be avoided that preliminary bracing arch sinks and initial stage is effectively ensured
The stability of supporting.
In order to solve the above technical problems, the technical solution adopted by the present invention is：One kind passing through fault belt tunnel initial-stage
Supporting and median septum strengthening supporting system, it is characterised in that：Include that tunneling boring supporting is carried out to the Tunnel of institute's construction tunnel
Tunneling boring support system and the mid-board temporary support structures being laid on the inside of the tunneling boring support system, the tunneling boring branch
Along tunnel, longitudinal extension is laid for watch box system and the mid-board temporary support structures；The Tunnel is divided into tunnel
Top hole body and the tunnel lower part hole body below the body of tunnel top hole, tunnel top hole body includes left side pilot tunnel and position
Right side pilot tunnel on the right side of the pilot tunnel of left side, the mid-board temporary support structures are located in the body of tunnel top hole, the mid-board
Temporary support structures are between left side pilot tunnel and right side pilot tunnel；
The tunneling boring support system includes that more Pin are laid along tunnel longitudinal extension and from the front to the back to the tunnel
Hole carry out tunneling boring supporting tunneling boring support construction and be fastenedly connected multiple tunneling boring support constructions be integrated it is complete
Section supports connection structure, and the structure all same and its shape of tunneling boring support construction described in more Pin are cross-section with the Tunnel
Face shape is identical；Tunneling boring support construction described in per Pin includes the arch wall steel that a Pin carries out the arch wall of the Tunnel supporting
Arch and a tunnel inverted arch holder for being laid in the Tunnel inside bottom, the tunnel inverted arch holder are located at the arch wall
The underface of steel arch-shelf and the two is respectively positioned on same tunnel cross section, the left end of the tunnel inverted arch holder and the arch wall steel
The left bottom of arch is fastenedly connected, and the right end of the tunnel inverted arch holder and the bottom right side fastening of the arch wall steel arch-shelf connect
It connects, the tunnel inverted arch holder forms a closed tunneling boring holder with the arch wall steel arch-shelf；The arch wall steel arch-shelf packet
It includes top steel arch-shelf that a Pin is located in the body of tunnel top hole and two symmetrical is laid at left and right sides of the steel arch-shelf of top under bottom
The side bracket of side, two side brackets are respectively positioned in the body of tunnel lower part hole；
The left and right sides bottom of tunnel top hole body is respectively arranged with one of side lower template beam, under side described in twice
Bearing beam is laid along tunnel longitudinal extension in symmetrical laying and the two；Top described in tunneling boring support construction described in per Pin
The left and right sides bottom of steel arch-shelf is respectively supported on side lower template beam described in twice, and two side brackets are individually fixed in
Lower template beam bottom in side described in twice；Top steel arch-shelf and two side branch described in tunneling boring support construction described in per Pin
It is fastenedly connected by one of side lower template beam between frame；
Tunneling boring support connection structure includes multiple tracks first longitudinal direction connector, and first longitudinal direction connector is equal described in multiple tracks
It is laid along tunnel longitudinal extension and it is laid in the body of tunnel top hole, first longitudinal direction connector is along tunnel described in multiple tracks
The excavation contour line of top hole body is laid from left to right；Top steel arch-shelf per tunneling boring support construction described in Pin with it is more
First longitudinal direction connector described in road is fastenedly connected；
The mid-board temporary support structures include together middle part lower template beam, it is multiple along tunnel longitudinal extension by backward
The mid-board of preceding laying and the mid-board longitudinal connection structure for being connected as one multiple mid-boards, each mid-board
It is respectively positioned between left side pilot tunnel and right side pilot tunnel, the shape of the mid-board and the right side excavation contour line shape phase of left side pilot tunnel
Together；The mid-board longitudinal connection structure includes the second longitudinal direction connector that multiple tracks is from top to bottom laid, and second is vertical described in multiple tracks
Laid to connector along tunnel longitudinal extension and it be laid in the body of tunnel top hole, each mid-board with
Second longitudinal direction connector described in multiple tracks is fastenedly connected；The quantity of the quantity of the mid-board and tunneling boring support connection structure
It is identical, it is respectively provided with there are one the mid-board on the inside of tunneling boring support connection structure described in every Pin, tunneling boring supports described in every Pin
Connection structure is laid in the mid-board set by its inside on same tunnel cross section；The mid-board is top and top
The arch support that steel arch-shelf is fastenedly connected, the middle part lower template beam are laid along tunnel longitudinal extension, it is multiple it is described in
Partition wall bottom is supported on the lower template beam of middle part, and the middle part lower template beam is located at the tunnel top bottoms Dong Ti；
Side lower template beam described in twice is respectively to be located at the left side lower template beam of bottom and the right side at left and right sides of the body of tunnel top hole
Side lower template beam, the top steel arch-shelf are connected by the left side arch in the pilot tunnel of left side and the right side arch in the pilot tunnel of right side
It connects, the bottom end of the left side arch is supported on the left side lower template beam and the upper end is supported on mid-board.
It is above-mentioned to pass through fault belt Tunnel and median septum strengthening supporting system, it is characterized in that：Described in per Pin
The left and right sides bottom of arch wall steel arch-shelf is respectively provided with there are one lower lock foot anchoring piece, and two lower lock foot anchoring pieces are respectively positioned on institute
It states on the outside of Tunnel in rock mass and the two is symmetrically laid at left and right sides of the tunnel lower part bottoms Dong Ti；
It is respectively provided with that there are one foot anchoring piece of locking, two lockings per the left and right sides bottom of top steel arch-shelf described in Pin
Foot anchoring piece is respectively positioned on the outside of the Tunnel in rock mass and the two is symmetrically laid at left and right sides of the bottoms Dong Ti of tunnel top；
Per arch wall steel arch-shelf described in Pin with set by its outside two lower lock foot anchoring pieces and two it is described on
Lock foot anchoring piece is laid on same tunnel cross section.
It is above-mentioned to pass through fault belt Tunnel and median septum strengthening supporting system, it is characterized in that：Further include cloth
Interim inverted arch set on the tunnel top bottoms Dong Ti, the interim inverted arch are laid along tunnel longitudinal extension；
The interim inverted arch includes multiple interim inverted arch holders laid from the front to the back along tunnel longitudinal extension and will
Multiple interim inverted arch holders are fastenedly connected the inverted arch longitudinal connection structure being integrated, and the inverted arch longitudinal connection structure includes
The third longitudinal connecting member that multiple tracks is laid from left to right along the length direction of interim inverted arch holder, third longitudinal connecting member edge
Tunnel longitudinal extension is laid, and third longitudinal connecting member is fastenedly connected with multiple interim inverted arch holders described in per pass；
The interim inverted arch holder is the arch support for being laid in side bottom in the body of tunnel top hole, and top steel arch-shelf described in every Pin is just
Lower section is respectively provided with there are one the interim inverted arch holder, per Pin described in top steel arch-shelf with the interim inverted arch immediately below it
Holder is laid on same tunnel cross section and the two forms a closed supporting rack, a left side for each interim inverted arch holder
Left and right sides lower part of the right both ends respectively with the top steel arch-shelf right over it is fastenedly connected；Each mid-board bottom
It is supported on an interim inverted arch holder.
It is above-mentioned to pass through fault belt Tunnel and median septum strengthening supporting system, it is characterized in that：It is multiple described
It does not excavate on rock mass the tunnel lower part that interim inverted arch holder is superposed below the body of tunnel top hole；The interim inverted arch is also
Include not excavating the inverted arch concrete pouring structure of pouring molding on rock mass in tunnel lower part, the interim inverted arch holder and described
Longitudinal connection structure is poured in inverted arch concrete pouring structure.
It is above-mentioned to pass through fault belt Tunnel and median septum strengthening supporting system, it is characterized in that：Further include pair
The arch wall of the Tunnel carries out the tunnel anchorage lattice girder and shotcrete support structure of preliminary bracing；
The tunnel anchorage lattice girder and shotcrete support structure includes the arch wall bolt-mesh-spurting supporting that preliminary bracing is carried out to tunnel top hole body
Structure and two abutment wall bolt-mesh-spurting supporting knots for carrying out preliminary bracing to the left and right sides abutment wall of tunnel lower part hole body respectively
Structure, two abutment wall bolt-mesh-spurting supporting symmetrical configurations are laid in below the left and right sides of the arch wall bolt-mesh-spurting supporting structure,
Two abutment wall bolt-mesh-spurting supporting structures are connected as one with the arch wall bolt-mesh-spurting supporting structure；
The left side arch and the first longitudinal direction connector composition left side rigid protection structure in the pilot tunnel of left side, it is described
Right side arch and the first longitudinal direction connector composition right side rigid protection structure in the pilot tunnel of right side；
The left side rigid protection structure, the right side rigid protection structure with in the body of the tunnel lower part hole left and right two
The side bracket group that side is installed in pairs the Tunnel arch wall carry out supporting tunnel arch wall rigid protection structure；The tunnel
Road bolt-mesh-spurting supporting structure is connected as one with the tunnel arch wall rigid protection fastening structure and the two forms the Tunnel
Arch wall preliminary bracing structure.
It is above-mentioned to pass through fault belt Tunnel and median septum strengthening supporting system, it is characterized in that：The left side
Rigid protection structure and the right side rigid protection structure composition carry out the arch wall of tunnel top hole body the top hole body of supporting
Arch wall rigid protection structure；The arch wall bolt-mesh-spurting supporting structure and top hole body arch wall rigid protection structure composition tunnel
The Tunnel structure of top hole body.
It is above-mentioned to pass through fault belt Tunnel and median septum strengthening supporting system, it is characterized in that：The tunnel
Lower part hole body includes hole body and the tunnel bottom hole body below hole body under the tunnel, tunnel bottom hole body under tunnel
Excavation width be from top to bottom gradually reduced and upper part excavation width is less than at left and right sides of the Tunnel between abutment wall bottom
Away from；Hole body is divided into hole body and right side hole body in left side hole body, left hole body, the right side, the left side hole from left to right under the tunnel
The cross section of hole body is rectangle in body and the symmetrical laying of right side hole body, the left hole body and the right side and the two is in left and right
It is symmetrical to lay；Two side brackets are located in left side hole body and right side hole body；
The left end of the tunnel inverted arch holder stretches in the body of left side hole, and the right end of the tunnel inverted arch holder stretches to the right side
In the body of side hole.
It is above-mentioned to pass through fault belt Tunnel and median septum strengthening supporting system, it is characterized in that：The interval
Bolt is connected between wall top portion and top steel arch-shelf by holder to be fastenedly connected；It is located at institute in the tunneling boring support connection structure
State the first longitudinal direction connector on the left of mid-board temporary support structures and on the right side of the mid-board temporary support structures
The quantity of one longitudinal connecting member is no less than three.
It is above-mentioned to pass through fault belt Tunnel and median septum strengthening supporting system, it is characterized in that：The middle part
The top of lower template beam is located on the left of the central axis of the Tunnel, and the bottom of the middle part lower template beam is located at the Tunnel
On the right side of central axis；
The side lower template beam and middle part lower template beam are an I-steel laid along tunnel longitudinal extension.
It is above-mentioned to pass through fault belt Tunnel and median septum strengthening supporting system, it is characterized in that：The side
Lower template beam is identical with the structure of middle part lower template beam and both for longitudinal lower template beam, and the longitudinal direction lower template beam is indulged by multiple along tunnel
The underlay girder segment laid from the front to the back to extending direction is spliced, logical between the front and back two neighboring underlay girder segment
Longitudinally connected bolt is crossed to be attached；Between tunneling boring support construction described in the length of the underlay girder segment and adjacent two Pin
Spacing is identical, and the link position between the front and back two neighboring underlay girder segment is located at tunneling boring support knot described in adjacent two Pin
Between structure.
Compared with the prior art, the present invention has the following advantages：
1, reasonable in design and processing and fabricating and easy construction, input construction cost are relatively low.
2, used tunneling boring support system reasonable design and using effect is good, more Pin tunneling borings support constructions pass through complete
Section support connection structure, which is fastenedly connected, to be integrated, and arch wall steel arch-shelf passes through twice side lower template beam point in tunneling boring support construction
For the top steel arch-shelf in the body of tunnel top hole and the side bracket in the body of tunnel lower part hole, make tunnel top hole body
Preliminary bracing do not influenced by preliminary bracing construction in the body of tunnel lower part hole, and the preliminary bracing process of tunnel top hole body
It is carried out before tunnel lower part hole body excavation, Tunnel not yet full-face tunneling at this time, thus preliminary bracing in the body of tunnel top hole
The support of structure consolidates performance and is further guaranteed, and the preliminary bracing process of tunnel top hole body is easier to carry out, together
When supporting it is stronger, be more advantageous to safety for tunnel engineering.
3, mid-board support only is performed in upper half section, the workload for reducing the installation of lower half section, removing mid-board；Together
When, tunnel upper half section uses interval wall approach, upper half section is only divided into two parts by mid-board so that in left and right sides pilot tunnel
There is sufficient space, convenient for construction.
4, top steel arch-shelf and mid-board bottom are supported on longitudinal lower template beam, same in the body digging process of tunnel top hole
Step lays longitudinal lower template beam, avoids the arch caused by basement weak in breaking surrounding rock and sinks, ensure that preliminary bracing
Stability；Meanwhile section arch springing sets lock foot anchor tube and slip casting above and below tunnel, can be further reduced due to basement weak
Caused arch sinks.Also, longitudinal lower template beam itself can also enhance the non-deformability of tunnel top hole body foundation pit.
5, used interim inverted arch is reasonable in design, easy construction and can provide a solid, firm branch support group
Plinth, interim inverted arch include the interim inverted arch holder being correspondingly arranged with top steel arch-shelf, all interim inverted arch holders are connected as one
It the third longitudinal connection structure of body and is supported in tunnel lower part and does not excavate inverted arch concrete pouring structure on rock mass, interim inverted arch
Holder makes the Tunnel features simple structure of tunnel top hole body with top steel arch-shelf forming closed supporting construction, quickly seals
Close cyclization, third longitudinal connection structure and interim inverted arch holder are poured in inverted arch concrete pouring structure, structural integrity
By force, it is firm to support.
6, tunneling boring support system connects that form structure steady with mid-board temporary support structures by longitudinal connection structure
Solid globality support system, the longitudinal stability of steelframe support can be effectively ensured, further enhance the entirety of preliminary bracing
Stability.
7, easy construction and supporting are convenient, supporting effect is good, effectively prevent fault belt country rock loosely-packed pressure
Caused preliminary bracing cracking sinks and invades secondary lining headroom, steelframe torsional deformation, gunite concrete chip off-falling etc. serious
Safe mass hidden danger, has ensured construction safety.
In conclusion structure of the invention reasonable design, easy construction and using effect are good, tunneling boring support system and interval
Wall temporary support structures are supported by lower template beam and are connected as one to form structurally stable globality support system, and
And the stability of vault, easy construction can be effectively ensured in setting mid-board temporary support structures only in the body of tunnel top hole simultaneously
And construction cost can be effectively reduced, it is avoided that preliminary bracing arch sinks and the stability of preliminary bracing is effectively ensured.
Below by drawings and examples, technical scheme of the present invention will be described in further detail.
Description of the drawings
Fig. 1 is the supporting status diagram of the present invention.
Fig. 2 is the supporting status diagram of top hole body arch wall rigid protection structure and interim inverted arch of the present invention.
Fig. 3 is the supporting status diagram of tunneling boring support system of the present invention.
Fig. 4 is structural schematic diagram of the present invention along tunnel longitudinal extension.
Fig. 5 is the longitudinally connected schematic diagram of side lower template beam of the present invention.
Fig. 6 is the planar structure schematic diagram of the interim inverted arch of the present invention.
Fig. 7 is using the excavated section schematic diagram of institute's construction tunnel of the present invention.
Reference sign:
1-tunnel top hole body；1-1-left side pilot tunnel；1-2-right side pilot tunnel；
2-tunnel inverted arch holders；3-large cross-section tunnel holes；4-top steel arch-shelfs；
5-side brackets；6-side lower template beams；7-first longitudinal direction connectors；8-mid-boards；9-second longitudinal directions connect
Part；10-middle part lower template beams；
11-underlay girder segments；12-longitudinally connected bolts；13-connection backing plates；
14-locking foot anchoring pieces；15-times lock foot anchoring pieces；16-tunnel bottom hole bodies；17-left side hole bodies；18—
Left hole body；Hole body in the 19-right sides；
20-right side hole bodies；21-Tunnel Second Linings；22-interim inverted arch holders；24-advanced tubules；28-tunnels
Rock mass is not excavated in road lower part；
30-inverted arch concrete pouring structures；31-tunnel inverted arch；32-longitudinally connected shaped steel；33-longitudinally connected steel
Muscle.
Specific implementation mode
As shown in Figure 1, Figure 2, shown in Fig. 3 and Fig. 4, the present invention includes carrying out tunneling boring supporting to the Tunnel of institute's construction tunnel
Tunneling boring support system and the mid-board temporary support structures being laid on the inside of the tunneling boring support system, the tunneling boring branch
Along tunnel, longitudinal extension is laid for watch box system and the mid-board temporary support structures；The Tunnel is divided into tunnel
Top hole body 1 and the tunnel lower part hole body below tunnel top hole body 1, tunnel top hole body 1 include left side pilot tunnel
The 1-1 and right side pilot tunnel 1-2 on the right side of the pilot tunnel 1-1 of left side, the mid-board temporary support structures are located at tunnel top hole body 1
Interior, the mid-board temporary support structures are located between left side pilot tunnel 1-1 and right side pilot tunnel 1-2；
The tunneling boring support system includes that more Pin are laid along tunnel longitudinal extension and from the front to the back to the tunnel
Hole carry out tunneling boring supporting tunneling boring support construction and be fastenedly connected multiple tunneling boring support constructions be integrated it is complete
Section supports connection structure, and the structure all same and its shape of tunneling boring support construction described in more Pin are cross-section with the Tunnel
Face shape is identical；Tunneling boring support construction described in per Pin includes the arch wall steel that a Pin carries out the arch wall of the Tunnel supporting
Arch and a tunnel inverted arch holder 2 for being laid in the Tunnel inside bottom, the tunnel inverted arch holder 2 are located at the arch
The underface of wall steel arch-shelf and the two is respectively positioned on same tunnel cross section, left end and the arch of the tunnel inverted arch holder 2
The left bottom of wall steel arch-shelf is fastenedly connected, the bottom right side of the right end and the arch wall steel arch-shelf of the tunnel inverted arch holder 2
It is fastenedly connected, the tunnel inverted arch holder 2 forms a closed tunneling boring holder with the arch wall steel arch-shelf；The arch wall steel
Arch includes that the top steel arch-shelf 4 that a Pin is located in tunnel top hole body 1 and two are symmetrically laid in top steel arch-shelf 4 or so two
Side bracket 5 below side bottom, two side brackets 5 are respectively positioned in the body of tunnel lower part hole；
The left and right sides bottom of tunnel top hole body 1 is respectively arranged with one of side lower template beam 6, side described in twice
Lower template beam 6 is laid along tunnel longitudinal extension in symmetrical laying and the two；Described in tunneling boring support construction described in per Pin
The left and right sides bottom of top steel arch-shelf 4 is respectively supported on side lower template beam 6 described in twice, and two side brackets 5 are divided
It is not fixed on lower template beam 6 bottom in side described in twice；Per top steel arch-shelf 4 described in tunneling boring support construction described in Pin and two
It is fastenedly connected by one of side lower template beam 6 between the side bracket 5；
Tunneling boring support connection structure includes multiple tracks first longitudinal direction connector 7, first longitudinal direction connector 7 described in multiple tracks
It is laid along tunnel longitudinal extension and it is laid in tunnel top hole body 1,7 edge of first longitudinal direction connector described in multiple tracks
The excavation contour line of tunnel top hole body 1 is laid from left to right；The top steel arch-shelf 4 of tunneling boring support construction described in per Pin
It is fastenedly connected with first longitudinal direction connector 7 described in multiple tracks；
The mid-board temporary support structures include together middle part lower template beam 10, it is multiple along tunnel longitudinal extension by rear
The mid-board 8 laid forward and the mid-board longitudinal connection structure for being connected as one multiple mid-boards 8, it is each it is described in
Partition wall 8 is respectively positioned between the pilot tunnel 1-1 and right side pilot tunnel 1-2 of left side, the right side of the shape and left side pilot tunnel 1-1 of the mid-board 8
Outline excavation wire shaped is identical；The mid-board longitudinal connection structure includes the second longitudinal direction connector that multiple tracks is from top to bottom laid
9, second longitudinal direction connector 9 described in multiple tracks is laid along tunnel longitudinal extension and it is laid in tunnel top hole body 1,
Each mid-board 8 is fastenedly connected with second longitudinal direction connector 9 described in multiple tracks；The quantity of the mid-board 8 with it is described complete
Section supports the quantity of connection structure identical, per tunneling boring support connection structure described in Pin on the inside of be respectively provided with that there are one the intervals
Wall 8 is laid in same tunnel cross section per tunneling boring support connection structure described in Pin with the mid-board 8 set by its inside
On；The mid-board 8 is the arch support that top is fastenedly connected with top steel arch-shelf 4, and the middle part lower template beam 10 is vertical along tunnel
It is laid to extending direction, multiple 8 bottoms of the mid-board are supported on the lower template beam 10 of middle part, the middle part lower template beam 10
Positioned at 1 bottom of tunnel top hole body；
Side lower template beam 6 described in twice be respectively positioned at 1 left and right sides bottom of tunnel top hole body left side lower template beam and
Right side lower template beam, the top steel arch-shelf 4 by the pilot tunnel 1-1 of left side left side arch and in the pilot tunnel 1-2 of right side
Right side arch is formed by connecting, and the bottom end of the left side arch is supported on the left side lower template beam and the upper end is supported in mid-board
On 8.
In the present embodiment, institute's construction tunnel is large cross-section tunnel, and the Tunnel is large cross-section tunnel hole 3.It constructs big
The supporting construction of bore tunnel is composite lining structure, and the composite lining structure includes the first branch structure in tunnel and is located at institute
State the Tunnel Second Lining 21 on the inside of the first branch structure in tunnel.The country rock of institute's construction tunnel is IV grade of country rock or V grade of country rock, country rock
Stability is poor.In the present embodiment,
The large cross-section tunnel refers to tunnel cross section product ＞ 50m2Tunnel.In the present embodiment, the large cross-section tunnel
Excavation width be not less than 8m not less than 10m and its tunnel height.Wherein, excavation width refers to considering secondary lining, tunnel
The maximum excavation width of outline excavation after preliminary bracing structure and deformation allowance, thus excavation width is tunnel excavation contour line
Maximum width.Tunnel height is the maximum height of tunnel excavation contour line, i.e. height in the middle part of tunnel excavation contour line.
In the present embodiment, it is respectively provided with that there are one lower lock foot anchoring pieces per the left and right sides bottom of arch wall steel arch-shelf described in Pin
15, two lower lock foot anchoring pieces 15 are respectively positioned on the outside of the Tunnel in rock mass and the two is symmetrically laid under the tunnel
At left and right sides of the body bottom of portion hole；
It is respectively provided with that there are one locking foot anchoring pieces 14 per the left and right sides bottom of top steel arch-shelf 4 described in Pin, described in two
Locking foot anchoring piece 14 is respectively positioned on the outside of the Tunnel in rock mass and the two is symmetrically laid in 1 bottom of tunnel top hole body or so
Both sides.
Tunnel top hole body 1 is carried out in digging process, to avoid in breaking surrounding rock due in tunnel top hole body 1
Arch caused by basement weak (i.e. top steel arch-shelf 4) sinks, and ensures 1 inner tunnel preliminary bracing structure of tunnel top hole body
Stability is respectively provided with per the left and right sides bottom of top steel arch-shelf 4 described in Pin there are one locking foot anchoring piece 14, two it is described on
Lock foot anchoring piece 14 is respectively positioned on the outside of the Tunnel in rock mass and the two is symmetrically laid in 1 bottom of tunnel top hole body or so two
Side.
Correspondingly, tunnel lower part hole body is carried out in digging process, to avoid in breaking surrounding rock since substrate is soft
Arch (i.e. arch wall steel arch-shelf) caused by weak sinks, and the left and right sides bottom of arch wall steel arch-shelf described in every Pin is respectively provided with there are one under
Foot anchoring piece 15 is locked, two lower lock foot anchoring pieces 15 are respectively positioned on the outside of the Tunnel in rock mass and the two is symmetrically laid in
At left and right sides of the tunnel lower part bottoms Dong Ti.
In the present embodiment, per arch wall steel arch-shelf described in Pin with two lower lock foot anchoring pieces 15 set by its outside
It is laid on same tunnel cross section, thus anchors more direct, strong with two locking foot anchoring pieces 14.
In addition, since the left and right ends of the top steel arch-shelf 4 are supported on side lower template beam 6, it in this way can be further
The anti-sinking ability for enhancing arch can effectively avoid the top steel arch-shelf 4 caused by basement weak in breaking surrounding rock from sinking,
The stability of the Tunnel structure in tunnel top hole body 1 can effectively be enhanced.
As shown in fig. 7, in the present embodiment, tunnel lower part hole body includes hole body and being located at the tunnel Xia Dong under tunnel
Tunnel bottom hole body 16 below body, the excavation width of tunnel bottom hole body 16 is from top to bottom gradually reduced and upper part is opened
Dig the spacing that width is less than abutment wall bottom at left and right sides of the Tunnel；Hole body is divided into left side hole body from left to right under the tunnel
17, hole body 19 and right side hole body 20,20 symmetrical cloth of left side hole body 17 and right side hole body in left hole body 18, the right side
If the cross section of hole body 19 is rectangle and the symmetrical laying of the two in the left hole body 18 and the right side；Two sides
Portion's holder 5 is located in left side hole body 17 and right side hole body 20.
During practice of construction, when being constructed to constructed large cross-section tunnel using the present invention, include the following steps：
Step 1: tunnel top hole body excavates：Tunnel top hole body 1 is excavated, process is as follows：
Step 101, left side pilot drive：Left side pilot tunnel 1-1 is excavated from the front to the back along tunnel longitudinal extension；
In the left side pilot tunnel 1-1 digging process, excavating in molding left side pilot tunnel 1-1 to the left side from the front to the back
Lower template beam, the mid-board temporary support structures and the left side rigid protection structure are constructed respectively, and make the left side
Lower template beam, the mid-board temporary support structures and the left side rigid protection fastening structure are connected as one；
Step 102, right side pilot drive：In left side pilot tunnel 1-1 digging process described in step 101, longitudinally prolong along tunnel
It stretches direction synchronization from the front to the back to excavate right side pilot tunnel 1-2, obtains and excavate molding tunnel top hole body 1；
In the right side pilot tunnel 1-2 digging process, excavating in molding right side pilot tunnel 1-2 to the right side from the front to the back
Lower template beam and the right side rigid protection structure are constructed respectively, and are made under the right side rigid protection structure and the right side
Bearing beam is connected as one with left side rigid protection fastening structure described in step 101, in the right side rigid protection structure
The right side arch connect composition top steel arch-shelf with the left side arch in left side rigid protection structure described in step 101
4, refer to Fig. 4；
When being excavated to right side pilot tunnel 1-2, the face of the right side pilot tunnel 1-2 is located at the area of left side pilot tunnel 1-1
On rear side of face；
Step 2: tunnel lower part hole body excavates：Tunnel lower part hole body is excavated, process is as follows：
Step 201, left and right sides hole body excavate in advance：Along tunnel longitudinal extension from the front to the back to left side hole body 17 and the right side
Side hole body 20 is excavated respectively；In digging process, the face of left side hole body 17 and right side hole body 20 is respectively positioned on step
On rear side of the face on right side pilot tunnel 1-2 described in 102；
In 17 digging process of left side hole body, installation side bracket in molding left side hole body 17 is being excavated from the front to the back
5, and 5 top of installed side bracket is made to be fixed on left side lower template beam bottom described in step 101；
In 20 digging process of right side hole body, installation side bracket in molding right side hole body 20 is being excavated from the front to the back
5, and 5 top of installed side bracket is made to be fixed on right side lower template beam bottom described in step 102；
Described in the side bracket 5 and step 102 installed in the body of left side hole described in this step 17 and right side hole body 20
The connection of top steel arch-shelf 4 forms the arch wall steel arch-shelf；
Hole body follow-up is excavated in step 202, left and right：Hole body 19 in left hole body 18 and the right side is excavated respectively, is obtained
Excavate molding tunnel lower part hole body；
In the left hole body 18 and the right side in 19 digging process of hole body, mid-board described in step 101 is faced from the front to the back
When supporting construction removed；
Step 3: tunnel bottom is excavated：It carries out in left and right in hole body follow-up digging process, being longitudinally extended along tunnel in step 202
Tunnel bottom hole body 16 is from the front to the back excavated in direction, obtains and excavates the molding Tunnel；It is described in digging process
The face of left side hole body 17 and right side hole body 20 is respectively positioned on front side of the face of tunnel bottom hole body 16；
In 16 digging process of tunnel bottom hole body, 16 bottom of molding tunnel bottom hole body peace is being excavated from the front to the back
Tunnel inverted arch holder 2 is filled, and is made described in install tunnel inverted arch holder 2 connect with arch wall steel arch-shelf described in step 201 and to be formed
Tunneling boring support construction obtains the tunneling boring support system of construction molding, refers to Fig. 3.
In the present embodiment, in step 102 to right side pilot tunnel 1-2 carry out digging process in, also need from the front to the back excavate at
The left and right sides bottom of the tunnel top hole body 1 of type point sets locking foot anchoring piece 14；
It is carried out in the leading digging process of left and right sides hole body in step 201, also needs excavating molding left side hole from the front to the back
The bottom right side of 17 left bottom of body and right side hole body 20 sets lower lock foot anchoring piece 15 respectively.
In the present embodiment, the locking foot anchoring piece 14 and lower lock foot anchoring piece 15 are lock foot anchor tube, locking foot anchoring
Part 14 is set on the arch springing of tunnel top hole body 1, and lower lock foot anchoring piece 15 is set on the arch springing of the Tunnel.
The left and right ends of 1 internal upper part steel arch-shelf 4 of tunnel top hole body are supported on side lower template beam 6, in described
8 bottom of partition wall is supported on the lower template beam 10 of middle part, at the same be all made of on the arch springing of section above and below tunnel set lock foot anchor tube into
The measure of row grouting and reinforcing, thus the stability of Tunnel can be effectively ensured.In the present embodiment, the lock foot anchor tube
A diameter of φ 50mm and its length 5m.When practice of construction, the size of the lock foot anchor tube can be carried out corresponding according to specific needs
Adjustment.
To ensure the longitudinally connected stability of the tunneling boring support system, it is located in the tunneling boring support connection structure
First longitudinal direction connector 7 on the left of the mid-board temporary support structures and on the right side of the mid-board temporary support structures
The quantity of first longitudinal direction connector 7 is no less than three.Also, the quantity of the second longitudinal direction connector 9 is not less than twice.
Longitudinally connected for reinforced steel steelframe, in the present embodiment, 4 vault of top steel arch-shelf is close to 8 fulcrum of mid-board
The left and right sides circumferential direction at place be at least arranged 3 described in first longitudinal direction connector 7, the circumferential spacing of the first longitudinal direction connector 7
For 0.5m；Second longitudinal direction connector 9 described in twice, the second longitudinal direction connection are at least set below fulcrum on the mid-board 8
The circumferential spacing of part 9 is 1m.Between remaining position of top steel arch-shelf 4 described in more Pin and multiple mid-boards 8 remaining
It can also be attached using longitudinal reinforcement between position.
In the present embodiment, the left end of the tunnel inverted arch holder 2 stretches in left side hole body 17, the tunnel inverted arch holder
2 right end stretches in right side hole body 20；
The excavation width of tunnel top hole body 1 from top to bottom gradually increases, the excavation width of hole body under the tunnel
From top to bottom it is gradually reduced.Thus, body 1 bottom in tunnel top hole is the maximum excavation width position of the Tunnel.
To ensure excavation construction safety, the excavated section of left and right sides hole body, the top of left side hole body 17 are effectively reduced
Excavation width is not more than 3m.In the present embodiment, the top excavation width of left side hole body 17 is 2.5m.It, can when practice of construction
According to specific needs, the top excavation width of left side hole body 17 is adjusted accordingly.
To enhance supporting stability, the arch wall steel arch-shelf, tunnel inverted arch holder 2 and mid-board 8 are that shape steel bracket is equal
For shape steel bracket.Also, the arch wall steel arch-shelf, tunnel inverted arch holder 2 and mid-board 8 are bent by an I-steel.
When practice of construction, the excavation contour line on 8 edge of mid-board described in multiple tracks is laid from left to right.Two sides
Holder 5 is located in left side hole body 17 and right side hole body 20.
In the present embodiment, tunneling boring support construction described in more Pin is in uniformly distributed.
When practice of construction, the spacing between tunneling boring support construction described in adjacent two Pin is 0.6m~1.2m.
In the present embodiment, spacing between tunneling boring support construction described in adjacent two Pin is opened with institute's construction large cross-section tunnel
It is identical that digging follows bad drilling depth.Spacing between tunneling boring support construction described in adjacent two Pin is 0.6m or 1.2m.
As shown in Fig. 2, the top of the middle part lower template beam 10 is located on the left of the central axis of the Tunnel, the middle part
The bottom of lower template beam 10 is located on the right side of the central axis of the Tunnel；
The side lower template beam 6 is identical with the structure of middle part lower template beam 10 and both for longitudinal lower template beam, the longitudinal direction
Lower template beam is spliced by multiple underlay girder segments 11 laid from the front to the back along tunnel longitudinal extension, front and back two neighboring
It is attached by longitudinally connected bolt 12 between the underlay girder segment 11；The length of the underlay girder segment 11 with it is adjacent
Spacing between tunneling boring support construction described in two Pin is identical, the connection position between the front and back two neighboring underlay girder segment 11
Setting between tunneling boring support construction described in adjacent two Pin.
In the present embodiment, the arch wall steel arch-shelf, tunnel inverted arch holder 2 and mid-board 8 are bent by I 25 shaped steel,
Support strength thus can be effectively improved.Also, the top steel arch-shelf 4 and 8 bottom of mid-board are supported in longitudinal underlay
Liang Shang.
To improve support strength, the side lower template beam 6 and middle part lower template beam 10 are one along the tunnel side of being longitudinally extended
To the I-steel of laying.
In the present embodiment, the side lower template beam 6 and middle part lower template beam 10 are I 20 shaped steel.
When practice of construction, can according to specific needs, to the arch wall steel arch-shelf, tunnel inverted arch holder 2 and mid-board 8 and
Shaped steel type and size used by side lower template beam 6 and middle part lower template beam 10 adjust accordingly respectively.
In the present embodiment, the link position between the front and back two neighboring underlay girder segment 11 is located at described in adjacent two Pin
Middle part between tunneling boring support construction.
As shown in figure 5, the rear and front end of each underlay girder segment 11 is both provided with connection backing plate 13, the connection gasket
Multiple bolt mounting holes installed for longitudinally connected bolt 12 are provided on plate 13, the connection backing plate 13 is in underlay girder segment 11
Vertical runs, two connection backing plates 13 in the longitudinal direction lower template beam between the front and back two neighboring underlay girder segment 11
It is fastenedly connected and is integrated by longitudinally connected bolt 12 in parallel laying and the two, actual installation and dismounting are very easy.
In the present embodiment, the connection backing plate 13 is the first billet.Also, the thickness of first billet is
16mm。
It is removed for ease of later stage process, the front and back two neighboring underlay girder segment 11 is connected in counter-lateral quadrents lower template beam 6
The longitudinally connected bolt 12 connect is respectively positioned on the inside of side lower template beam 6.Thus, when counter-lateral quadrents lower template beam 6 is fixed, only even
Longitudinally connected bolt 12 is respectively arranged in 13 inside of connection pad plate up and down.
And it is enhancing connection reliability, the front and back two neighboring underlay girder segment 11 connects in centering subordinate bearing beam 10
The longitudinally connected bolt 12 connect includes being located at the left side connection bolt in 10 left side of middle part lower template beam and positioned at 10 right side of middle part lower template beam
The right side of side connects bolt.
Bolt is connected in the present embodiment, between 8 top of the mid-board and top steel arch-shelf 4 by holder to be fastenedly connected,
Thus the later stage removes very easy.Meanwhile to ensure connection reliability and support stability, 8 top of the mid-board and top
Pad is equipped with the second billet between steel arch-shelf 4, and the bolt for holder connection bolt installation is provided on second billet
Mounting hole.
For ensure the later stage remove it is easy, the holder connection bolt and 12 outside of longitudinally connected bolt by geotextiles or
Woven cloth is wrapped up.
Meanwhile to ensure connection reliability, between the top steel arch-shelf 4 and first longitudinal direction connector 7 and mid-board 8
Welding manner is all made of between second longitudinal direction connector 9 to be fastenedly connected, weld seam is full, ensures to be connected firmly.
As shown in the above, the upper half section of the Tunnel uses interval wall approach, left side pilot tunnel 1-1 and right side pilot tunnel
1-2 is all made of full face tunneling method, and left side pilot tunnel 1-1 is excavated in advance, right side pilot tunnel 1-2 lag left side pilot tunnel 1-1 excavate and
It lags 25m to excavate, i.e., left side pilot tunnel 1-1 again excavates right side pilot tunnel 1-2 after excavating 25m；Tunnel lower part hole body by
4 parts of left-to-right point carry out excavation construction, and last tunneling bottom hole body 16 obtains and excavates the molding Tunnel.Institute
During stating Tunnel excavation construction, the preliminary bracing construction of the Tunnel is synchronously completed, the initial stage of the Tunnel is obtained
Supporting construction, while constructing from the front to the back to branch inverted arch at the beginning of tunnel, and make tunnel just branch inverted arch and the Tunnel just
Phase supporting construction is closed in time forms the tunnel just branch structure；At the same time, Tunnel Second Lining 21 is carried out from the front to the back
Construction can effectively ensure that tunnel trunk is stablized, refer to Fig. 4 in this way.
In the present embodiment, the invention also includes the tunnel bolt-mesh-spurting supportings that preliminary bracing is carried out to the arch wall of the Tunnel
Structure.
The left side arch and the composition of the first longitudinal direction connector 7 left side rigid protection structure in the pilot tunnel 1-1 of left side,
The right side arch and the composition of the first longitudinal direction connector 7 right side rigid protection structure in the pilot tunnel 1-2 of right side.
The left side rigid protection structure, the right side rigid protection structure and the left and right sides in the body of tunnel lower part hole
5 groups of the side bracket installed in pairs the Tunnel arch wall carry out supporting tunnel arch wall rigid protection structure；The tunnel
Road bolt-mesh-spurting supporting structure is connected as one with the tunnel arch wall rigid protection fastening structure and the two forms the Tunnel
Arch wall preliminary bracing structure.
It is carried out in the leading digging process of left and right sides hole body in step 201, synchronizes the arch wall initial stage to construction molding
Supporting construction carries out deformation monitoring.
When carrying out hole body follow-up excavation in left and right in step 202, according to the deformation monitoring of the arch wall preliminary bracing structure
As a result, from the front to the back to the left hole body 18 below the arch wall preliminary bracing structure of stabilization and hole body in the right side
19 are excavated respectively.
Thus, it, need to be according to the arch wall initial stage branch when being removed to the mid-board temporary support structures in step 202
The deformation monitoring result of protection structure；After arch wall preliminary bracing malformation stabilization, the hole body in left hole body 18 and the right side
In 19 digging process, interim steelframe (i.e. mid-board 8) is removed by Pin, while centering subordinate bearing beam 10 is removed from the front to the back,
It needs to avoid cyclic advance excessive in demolishing process, causes once to remove more Pin mid-boards 8.Therefore, left hole described in step 202
In body 18 and the right side in 19 digging process of hole body, the deformation monitoring of the arch wall preliminary bracing structure need to be reinforced, interval is removed by Pin
Wall bracing members (i.e. mid-board 8), it is ensured that remove safety.
In the present embodiment, when being excavated to tunnel bottom hole body 16, excavates be no more than 3m every time, be closed in time after excavation
Inverted arch just props up (to be installed tunnel inverted arch holder 2 and installed tunnel inverted arch holder 2 is made to connect shape with the arch wall steel arch-shelf in time
At the tunneling boring support construction), and inverted arch concrete is perfused, ensure that the construction of tunnel inverted arch 31 is closely followed, avoids safe step pitch super
It marks excessive.
As shown in the above, due to basement weak after fault belt geology tunnel excavation, low bearing capacity, to inhibit big
Span excavation causes vault sinking, the present invention to be excavated using upper half section interval wall approach, and in tunnel top hole, 1 middle part of body is set
Set the mid-board 8 of arc-shaped；Also, the left and right sides pilot tunnel of tunnel top hole body 1 is carried out in digging process, substrate two is being excavated
Side longitudinally laying side lower template beam 6, and excavate substrate in the middle part of longitudinally laying in the middle part of lower template beam 10, by 4 He of top steel arch-shelf
Mid-board 8 is all fallen on longitudinal lower template beam, and sets lock foot anchor respectively at the upper and lower section both sides arch springing of Tunnel
Manage simultaneously slip casting；Meanwhile all top steel arch-shelfs 4 in tunnel top hole body 1 are longitudinally connected is integrated, and tunnel top hole body
All mid-boards 8 in 1 are longitudinally connected to be integrated, and is formed and is consolidated support system, is particularly suitable for penetrating ground fracture belt
Large cross-section tunnel is constructed.
In the present embodiment, the tunnel anchorage lattice girder and shotcrete support structure includes carrying out initial stage branch to the arch wall of tunnel top hole body 1
The arch wall bolt-mesh-spurting supporting structure of shield and two carry out preliminary bracing to the left and right sides abutment wall of tunnel lower part hole body respectively
Abutment wall bolt-mesh-spurting supporting structure, two abutment wall bolt-mesh-spurting supporting symmetrical configurations are laid in the arch wall bolt-mesh-spurting supporting knot
Below the left and right sides of structure, two abutment wall bolt-mesh-spurting supporting structures are connected as one with the arch wall bolt-mesh-spurting supporting structure
Body.
The left side rigid protection structure and the right side rigid protection structure composition to the arch wall of tunnel top hole body 1 into
The top hole body arch wall rigid protection structure of row supporting；The arch wall bolt-mesh-spurting supporting structure and top hole body arch wall rigidity
Supporting construction forms the Tunnel structure of tunnel top hole body 1.The Tunnel knot of tunnel top hole body 1
The stability of structure is most important.
To ensure construction safety, after the completion of the Tunnel structure construction for waiting for tunnel top hole body 1, also need pair
The Tunnel structure of tunnel top hole body 1 carries out deformation monitoring, waits for the Tunnel knot in tunnel top hole body 1
After structure stabilization, then tunnel lower part hole body is excavated.
When practice of construction, as geology difference cause the Tunnel malformation amount in tunnel top hole body 1 increase and
It does not deform and invades in limited time, need to interim inverted arch be set in 1 inside bottom of tunnel top hole body；Tunnel in tunnel top hole body 1
Road preliminary bracing structure, which deforms, invades in limited time, then needs to change the Tunnel structure in tunnel top hole body 1
Arch.
In the present embodiment, as shown in figs. 1,2 and 6, for safety, the invention also includes be laid in tunnel top hole
The interim inverted arch of 1 bottom of body, the interim inverted arch are laid along tunnel longitudinal extension.
The interim inverted arch is laid along tunnel longitudinal extension；The interim inverted arch includes multiple being longitudinally extended along tunnel
What interim inverted arch holder 22 that direction is laid from the front to the back and be fastenedly connected multiple interim inverted arch holders 22 was integrated faces upward
Encircle longitudinal connection structure, the inverted arch longitudinal connection structure include multiple tracks along interim inverted arch holder 22 length direction from left to right
The third longitudinal connecting member of laying, the third longitudinal connecting member are laid along tunnel longitudinal extension, and third described in per pass is vertical
It is fastenedly connected to connector with multiple interim inverted arch holders 22；The interim inverted arch holder 22 is to be laid in tunnel top
The arch support of 1 inside bottom of hole body, is respectively provided with that there are one the interim inverted arch branch per the underface of top steel arch-shelf 4 described in Pin
Frame 22 is laid in same tunnel cross section per top steel arch-shelf 4 described in Pin with the interim inverted arch holder 22 immediately below it
Upper and the two forms a closed supporting rack, the left and right ends of each interim inverted arch holder 22 respectively with positioned at its just on
The left and right sides lower part of the top steel arch-shelf 4 of side is fastenedly connected；Each 8 bottom of the mid-board be supported in one it is described interim
On inverted arch holder 22.
In the present embodiment, multiple interim inverted arch holders 22 are superposed on the tunnel of 1 lower section of tunnel top hole body
It does not excavate on rock mass 28 lower part；The interim inverted arch further include do not excavated in tunnel lower part pouring molding on rock mass 28 inverted arch it is mixed
Solidifying soil pouring structure 30, the interim inverted arch holder 22 and the longitudinal connection structure are poured in inverted arch concrete pouring structure
In 30.Thus, the globality of the interim inverted arch is strong, stabilized structure, can provide interim inverted arch holder 22 solid base, with right
Top steel arch-shelf 4 carries out firm support.
In the present embodiment, the interim inverted arch holder 22 is the arch support that the left and right sides is gradually bent upwards.Thus, institute
It is antiarch shape to state interim inverted arch holder 22.Compared to linear holder, the interim inverted arch holder 22 of antiarch shape by bottom collapse with
Support can effectively improve the supporting power of 4 external gusset rock of top steel arch-shelf, and firm support can be carried out to top steel arch-shelf 4, together
When to be formed by closed supporting rack globality stronger, and be more convenient for being reliably connected with 4 lower part of top steel arch-shelf.
Firm to support, the bottom shape of tunnel top hole body 1 is identical as the shape of interim inverted arch holder 22, thus
The bottom of tunnel top hole body 1 is antiarch shape, and the structure of such institute's molding tunnel top hole body 1 is more firm.Practice of construction, it is described
The bottom of tunnel top hole body 1 may be plane.
In the present embodiment, the shape of the transverse shape of the inverted arch concrete pouring structure 30 and interim inverted arch holder 22
It is identical.The cross section of the inverted arch concrete pouring structure 30 is antiarch shape.
Firm for simple processing and support, the interim inverted arch holder 22 is shape steel bracket.It is further in the present embodiment
Enhance the connection reliability of interim inverted arch holder 22 and inverted arch concrete pouring structure 30, and interim inverted arch holder 22 of being more convenient for
Easy, steady installation, the interim inverted arch holder 22 is bent by an I-steel.
It is described interim for the connection reliability for ensuring between interim inverted arch holder 22 and top steel arch-shelf 4 in the present embodiment
Plug is filled with billet 29, the billet 29 and interim inverted arch holder between the both ends and top steel arch-shelf 4 of inverted arch holder 22
22 and top steel arch-shelf 4 be welded and fixed and be integrated.
In the present embodiment, the upper surface phase of the upper surface of the inverted arch concrete pouring structure 30 and interim inverted arch holder 22
Concordantly, 23 bottom of gate type support frame is welded and fixed with interim inverted arch holder 22.
As shown in fig. 6, the third longitudinal connecting member is longitudinally connected shaped steel 32.To further enhance longitudinally connected shaped steel
32 with the connection reliability of inverted arch concrete pouring structure 30, further increase the globality of the interim inverted arch, and more just
In easy, the steady installation of longitudinally connected shaped steel 32, the longitudinally connected shaped steel 32 be channel steel and its notch upward.
Simplicity is removed for the later stage, and reduces steel using amount, saves construction cost, the longitudinal connection structure further includes multigroup
Longitudinally connected reinforcing bar 33, be laid with one group between longitudinally connected shaped steel 32 described in adjacent twice described in longitudinally connected reinforcing bar 33,
Longitudinally connected reinforcing bar 33 described in every group includes the longitudinally connected reinforcing bar 33 that multiple tracks is laid from left to right, the longitudinally connected reinforcing bar
33 lay along tunnel longitudinal extension, and longitudinally connected reinforcing bar 33 described in per pass is fastened with multiple interim inverted arch holders 22
Connection.
In the present embodiment, the interim inverted arch holder 22 is I22 shape steel brackets or I20 shape steel brackets, the interim inverted arch
Holder 22 is correspondingly arranged with top steel arch-shelf 4, and interim inverted arch holder 22 is fastenedly connected with top steel arch-shelf 4 and is integrated simultaneously shape
At closed supporting rack, the interim inverted arch of construction molding makes the arch wall that need to change arch section be closed cyclization, can effectively reduce tunnel
Top hole body 1 is further restrained and is sunk.
Spacing between longitudinally connected shaped steel 32 described in adjacent twice is 140cm~160cm, longitudinally connected steel described in every group
Spacing in muscle 33 between longitudinally connected reinforcing bar 33 described in adjacent twice is 40cm~60cm.In the present embodiment, the longitudinal direction connects
Direct type steel 32 be [100mm channel steels and its be welded as a whole with interim inverted arch holder 22, longitudinally connected reinforcing bar 33 be φ 22mm steel
Muscle, the spacing between longitudinally connected shaped steel 32 described in adjacent twice are 150cm, adjacent two in longitudinally connected reinforcing bar 33 described in every group
Spacing between longitudinally connected reinforcing bar 33 described in road is 50cm.It, can according to specific needs, to longitudinally connected shaped steel when practice of construction
Spacing between the size of 32 used channel steels, the diameter of longitudinally connected reinforcing bar 33, longitudinally connected shaped steel 32 described in adjacent twice
And the spacing in longitudinally connected reinforcing bar 33 described in every group between longitudinally connected reinforcing bar 33 described in adjacent twice carries out accordingly respectively
Adjustment.
When practice of construction, according to tunnel cross section size and wall rock geology condition, the interim inverted arch holder 22 uses I22
Shaped steel or I20 profile steel frames；It is stoppered and is welded using billet between the interim inverted arch holder 22 and top steel arch-shelf 4, fill in steel
Before backing plate, the Surface layer's concrete of top steel arch-shelf 4 need to be cut.
Right side pilot tunnel 1-2 is carried out in digging process in step 102, also needs excavating molding tunnel top from the front to the back
The interim inverted arch of 1 inside bottom of hole body construction；
In the present embodiment, when constructing to interim inverted arch, process is as follows：
Step A1, interim inverted arch rack construction：The underface of top steel arch-shelf 4 described in every Pin is faced described in being respectively provided with one
When inverted arch holder 22, and each interim inverted arch holder 22 is made to be fastenedly connected with the top steel arch-shelf 4 right over it
It is integrated；
Step A2, third longitudinal connection structure is constructed：Wait for that the underface that need to change all top steel arch-shelfs of arch section 4 is all provided with
It after setting interim inverted arch holder 22, constructs to the third longitudinal connection structure, and passes through the third longitudinal connection structure
Multiple interim inverted arch holders 22 are fastenedly connected and are integrated；
Step A3, inverted arch concreting：Concreting, poured coagulation are carried out to inverted arch concrete pouring structure 30
The strength grade of soil is not higher than C25.
The interim inverted arch is removed for ease of the later stage, the concrete strength of the inverted arch concrete pouring structure 30
Grade is C15 or C10, and when being poured to inverted arch concrete pouring structure 30, concrete need to fill make firm by ramming it is closely knit.
As shown in Figure 1, in the present embodiment, it is advanced small the invention also includes being reinforced to 1 arch of tunnel top hole body
Conduit grouting and reinforcing structure.
Before carrying out left side pilot drive in the present embodiment, in step 101, small in advance lead first is carried out to left side pilot tunnel 1-1
Pipe grouting and reinforcing；
Before carrying out right side pilot drive in step 102, per-fore pouring liquid with small pipe reinforcing first is carried out to right side pilot tunnel 1-2.
After carrying out per-fore pouring liquid with small pipe reinforcing respectively to the left side pilot tunnel 1-1 and right side pilot tunnel 1-2, formed to tunnel
The per-fore pouring liquid with small pipe ruggedized construction that body 1 arch in top hole is reinforced.
The per-fore pouring liquid with small pipe ruggedized construction is divided into multiple from the front to the back along the longitudinal extension of the Tunnel
Segment is reinforced, is mutually overlapped between the front and back two neighboring reinforcing segment, each length for reinforcing segment is 3m；Often
A reinforcing segment includes the more advanced tubules being laid in from left to right above 1 arch of tunnel top hole body
24, the length of the advanced tubule 24 is 3m~5m and a diameter of Φ 40mm~Φ 45mm.
In the present embodiment, the more advanced tubules 24 are in the ring of uniformly distributed adjacent two advanced tubules 24
It is 0.5m to spacing, the outer limb of advanced tubule 24 is 10 °~15 °, rear end and the top steel arch of the advanced tubule 24
Frame 4 welds.
The advanced tubule 24 is hot rolled seamless steel tube, and outer diameter is Φ 42mm, wall thickness 4mm, length 4m, pipe shaft apertured
The blossom type that diameter Φ 8mm and spacing are 15cm drills, and is not opened in tail portion (i.e. front end) 50cm length ranges of advanced tubule 24
If drilling, the tail portion of advanced tubule 24 is fabricated to sharp vertebra shape.When carrying out grouting and reinforcing using advanced tubule 24, injection water ash
Than being 1：1 single liquid cement mortar.
It is practical when carrying out advanced tubule construction, need in advance that circumferential direction is opened up and multiple small led for advanced on top steel arch-shelf 4
The through-hole that pipe 24 passes through regard top steel arch-shelf 4 as leading truck.
In the present embodiment, the tunnel anchorage lattice girder and shotcrete support structure includes that the first spray being injected on the inner wall of the Tunnel mixes
It coagulates soil jetted layers, one layer of bar-mat reinforcement being mounted on the Tunnel inner wall and is injected in the just pneumatically placed concrete jetted layers
Pneumatically placed concrete jetted layers afterwards, the bar-mat reinforcement are located on the outside of the tunneling boring support system, the tunnel arch wall rigid protection knot
Structure and the bar-mat reinforcement are both secured between the just pneumatically placed concrete jetted layers and the rear pneumatically placed concrete jetted layers.
It is split from the front to the back to dig molding left side pilot tunnel 1- when carrying out left side pilot drive in the present embodiment, in step 101
1 carries out preliminary bracing；
When carrying out preliminary bracing to left side pilot tunnel 1-1, the first gunite concrete on excavating molding left side pilot tunnel 1-1 inner walls
The first pneumatically placed concrete jetted layers of left side pilot tunnel 1-1 are formed, and bar-mat reinforcement is mounted on the inside of the just pneumatically placed concrete jetted layers, simultaneously
In left side one layer concrete of pilot tunnel 1-1 base injcctions and formed left side concrete enclosing layer；Later, to the left side lower template beam,
The mid-board temporary support structures and the left side rigid protection structure are constructed respectively, and in the institute of left side pilot tunnel 1-1
It states gunite concrete in just pneumatically placed concrete jetted layers and forms rear pneumatically placed concrete jetted layers, complete the preliminary bracing of left side pilot tunnel 1-1
Process；
It is split from the front to the back to dig molding right side pilot tunnel 1-2 progress initial stage branch when carrying out right side pilot drive in step 102
Shield；
When carrying out preliminary bracing to right side pilot tunnel 1-2, the first gunite concrete on excavating molding right side pilot tunnel 1-2 inner walls
The just pneumatically placed concrete jetted layers of right side pilot tunnel 1-2 are formed, and bar-mat reinforcement is mounted on the inside of the just pneumatically placed concrete jetted layers,
While in one layer concrete of right side pilot tunnel 1-2 base injcctions and forming right side concrete enclosing layer；Later, to the right side underlay
Beam and the right side rigid protection structure are constructed respectively, and in the just pneumatically placed concrete jetted layers of right side pilot tunnel 1-2
Gunite concrete forms rear pneumatically placed concrete jetted layers, completes the preliminary bracing process of right side pilot tunnel 1-2；
When being excavated respectively to left side hole body 17 and right side hole body 20 in step 201, split digging is molding from the front to the back
Left side hole body 17 and right side hole body 20 carry out preliminary bracing respectively；
When carrying out preliminary bracing to left side hole body 17, first coagulation is sprayed on excavating 17 inner left wall of molding left side hole body
Soil forms the first pneumatically placed concrete jetted layers of left side hole body 17, and mounts bar-mat reinforcement on the inside of the just pneumatically placed concrete jetted layers；It
Afterwards, it in left side lower template beam bottom mounting side portion holder 5, and is sprayed in the just pneumatically placed concrete jetted layers of left side hole body 17
It penetrates concrete and forms rear pneumatically placed concrete jetted layers, complete the preliminary bracing process of left side hole body 17；
When carrying out preliminary bracing to right side hole body 20, first coagulation is sprayed on excavating 20 right side inner wall of molding right side hole body
Soil forms just pneumatically placed concrete jetted layers, and mounts bar-mat reinforcement on the inside of the just pneumatically placed concrete jetted layers；Later, on the right side
Lower template beam bottom mounting side portion holder 5, and gunite concrete is formed in the just pneumatically placed concrete jetted layers of right side hole body 20
Pneumatically placed concrete jetted layers afterwards complete the preliminary bracing process of right side hole body 20.
Gunite concrete and the first pneumatically placed concrete of left side pilot tunnel 1-1 is formed on excavating molding left side pilot tunnel 1-1 inner walls
When jetted layers, equal gunite concrete at the top of the pilot tunnel 1-1 of left side and on the inner wall of the left and right sides can lead left side in this way after excavation
Hole 1-1 carries out quick closure, increases working security and hole body stability；Correspondingly, it is excavating in molding right side pilot tunnel 1-2
Gunite concrete and when forming the first pneumatically placed concrete jetted layers of right side pilot tunnel 1-2 on wall, at the top of the pilot tunnel 1-2 of right side and left and right two
Equal gunite concrete on the inner wall of side, in this way after excavation can to right side pilot tunnel 1-2 carry out quick closure, increase working security and
Hole body stability.
In the present embodiment, the thickness of the left side concrete enclosing layer and the right side concrete enclosing layer is 10cm,
It thus can effectively ensure the stability of hole body substrate.
In the present embodiment, in the left side pilot tunnel 1-1 and right side pilot tunnel 1-2 digging process, tunnel top hole body week
The agent structure of side is synchronized with excavation to be performed.
In the present embodiment, the tunnel anchorage lattice girder and shotcrete support structure further include it is multiple along tunnel longitudinal extension from the front to the back
The suspension roof support structure of laying, each suspension roof support structure are laid in along tunnel excavation contour line on tunnel including multiple
Preliminary bracing anchor pole on 1 arch wall of portion hole body, multiple preliminary bracing anchor poles are laid on the same tunnel cross section；Before
The preliminary bracing anchor pole in the two neighboring preliminary bracing suspension roof support structure is in that is laid staggeredly afterwards
Right side pilot tunnel 1-2 is carried out in digging process in step 102, also needs excavating molding tunnel top from the front to the back
It constructs on 1 arch wall of hole body the suspension roof support structure.
In the present embodiment, after the completion of waiting for that the top steel arch-shelf 4 and mid-board 8 are respectively mounted, then from the front to the back excavate at
It constructs on 1 arch wall of tunnel top hole body of type the suspension roof support structure.
The above is only presently preferred embodiments of the present invention, is not imposed any restrictions to the present invention, every according to the present invention
Technical spirit changes any simple modification, change and equivalent structure made by above example, still falls within skill of the present invention
In the protection domain of art scheme.
Claims (10)
1. one kind passing through fault belt Tunnel and median septum strengthening supporting system, it is characterised in that：Including to institute
The Tunnel of construction tunnel carries out the tunneling boring support system of tunneling boring supporting and is laid on the inside of the tunneling boring support system
Mid-board temporary support structures, the tunneling boring support system and the mid-board temporary support structures longitudinally prolong along tunnel
Direction is stretched to be laid；The Tunnel is divided into tunnel top hole body (1) and under the tunnel below tunnel top hole body (1)
Portion hole body, tunnel top hole body (1) include left side pilot tunnel (1-1) and the right side pilot tunnel on the right side of left side pilot tunnel (1-1)
(1-2), the mid-board temporary support structures are located in tunnel top hole body (1), and the mid-board temporary support structures are located at
Between left side pilot tunnel (1-1) and right side pilot tunnel (1-2)；
The tunneling boring support system include more Pin laid from the front to the back along tunnel longitudinal extension and to the Tunnel into
The tunneling boring support construction of row tunneling boring supporting and multiple tunneling boring support constructions are fastenedly connected the tunneling boring being integrated
Connection structure is supported, the structure all same of tunneling boring support construction and the cross section shape of its shape and the Tunnel described in more Pin
Shape is identical；Tunneling boring support construction described in per Pin includes the arch wall steel arch-shelf that a Pin carries out the arch wall of the Tunnel supporting
The tunnel inverted arch holder (2) for being laid in the Tunnel inside bottom with one, the tunnel inverted arch holder (2) are located at the arch
The underface of wall steel arch-shelf and the two is respectively positioned on same tunnel cross section, the left end of the tunnel inverted arch holder (2) with it is described
The left bottom of arch wall steel arch-shelf is fastenedly connected, the right side of the right end and the arch wall steel arch-shelf of the tunnel inverted arch holder (2)
Bottom is fastenedly connected, and the tunnel inverted arch holder (2) forms a closed tunneling boring holder with the arch wall steel arch-shelf；It is described
Arch wall steel arch-shelf includes that the top steel arch-shelf (4) that a Pin is located in tunnel top hole body (1) and two are symmetrically laid in upper steel
The side bracket (5) of bottom part down, two side brackets (5) are respectively positioned on tunnel lower part hole at left and right sides of arch (4)
In vivo；
The left and right sides bottom of tunnel top hole body (1) is respectively arranged with one of side lower template beam (6), side described in twice
Lower template beam (6) is laid along tunnel longitudinal extension in symmetrical laying and the two；Institute in tunneling boring support construction described in per Pin
The left and right sides bottom for stating top steel arch-shelf (4) is respectively supported on side lower template beam (6) described in twice, two side branch
Frame (5) is individually fixed in side lower template beam (6) bottom described in twice；Top steel arch described in tunneling boring support construction described in per Pin
It is fastenedly connected by one of side lower template beam (6) between frame (4) and two side brackets (5)；
Tunneling boring support connection structure includes multiple tracks first longitudinal direction connector (7), first longitudinal direction connector (7) described in multiple tracks
It is laid along tunnel longitudinal extension and it is laid in tunnel top hole body (1), first longitudinal direction connector described in multiple tracks
(7) excavation contour line along tunnel top hole body (1) is laid from left to right；The top of tunneling boring support construction described in per Pin
Steel arch-shelf (4) is fastenedly connected with first longitudinal direction connector (7) described in multiple tracks；
The mid-board temporary support structures include together middle part lower template beam (10), it is multiple along tunnel longitudinal extension by backward
The mid-board (8) of preceding laying and the mid-board longitudinal connection structure for being connected as one multiple mid-boards (8), it is each described
Mid-board (8) is respectively positioned between left side pilot tunnel (1-1) and right side pilot tunnel (1-2), shape and the left side pilot tunnel of the mid-board (8)
The right side excavation contour line shape of (1-1) is identical；The mid-board longitudinal connection structure includes that multiple tracks is from top to bottom laid
Two longitudinal connecting members (9), second longitudinal direction connector (9) described in multiple tracks is laid along tunnel longitudinal extension and it is laid in
In tunnel top hole body (1), each mid-board (8) is fastenedly connected with second longitudinal direction connector (9) described in multiple tracks；It is described
The quantity of mid-board (8) is identical as the tunneling boring support quantity of connection structure, and tunneling boring supports connection structure described in every Pin
Inside is respectively provided with there are one the mid-board (8), per Pin described in tunneling boring support connection structure with set by its inside in
Partition wall (8) is laid on same tunnel cross section；The mid-board (8) is the arch that top is fastenedly connected with top steel arch-shelf (4)
Shape holder, the middle part lower template beam (10) are laid along tunnel longitudinal extension, and multiple mid-board (8) bottoms are propped up
It supports on middle part lower template beam (10), the middle part lower template beam (10) is located at tunnel top hole body (1) bottom；
Side lower template beam (6) described in twice be respectively be located at tunnel top hole body (1) at left and right sides of bottom left side lower template beam and
Right side lower template beam, the top steel arch-shelf (4) is by the left side arch that is located in left side pilot tunnel (1-1) and is located at right side pilot tunnel (1-
2) the right side arch in is formed by connecting, and the bottom end of the left side arch is supported on the left side lower template beam and the upper end is supported in
On mid-board (8).
2. described in accordance with the claim 1 pass through fault belt Tunnel and median septum strengthening supporting system, spy
Sign is：It is respectively provided with that there are one lower lock foot anchoring pieces (15) per the left and right sides bottom of arch wall steel arch-shelf described in Pin, described in two
Lower lock foot anchoring piece (15) is respectively positioned on the outside of the Tunnel in rock mass and the two is symmetrically laid in tunnel lower part hole body bottom
At left and right sides of portion；
It is respectively provided with that there are one locking foot anchoring pieces (14) per the left and right sides bottom of top steel arch-shelf (4) described in Pin, described in two
Locking foot anchoring piece (14) is respectively positioned on the outside of the Tunnel in rock mass and the two is symmetrically laid in tunnel top hole body (1) bottom
The left and right sides；
Per arch wall steel arch-shelf described in Pin with set by its outside two lower lock foot anchoring pieces (15) and two it is described on
Lock foot anchoring piece (14) is laid on same tunnel cross section.
3. fault belt Tunnel and median septum strengthening supporting system are passed through according to as claimed in claim 1 or 2,
It is characterized in that：Further include the interim inverted arch for being laid in tunnel top hole body (1) bottom, the interim inverted arch is longitudinally extended along tunnel
It lays in direction；
The interim inverted arch includes multiple interim inverted arch holders (22) laid from the front to the back along tunnel longitudinal extension and will
Multiple interim inverted arch holders (22) are fastenedly connected the inverted arch longitudinal connection structure being integrated, the inverted arch longitudinal connection structure
Including the third longitudinal connecting member that multiple tracks is laid from left to right along the length direction of interim inverted arch holder (22), the third is longitudinal
Connector is laid along tunnel longitudinal extension, third longitudinal connecting member described in per pass with multiple interim inverted arch holders
(22) it is fastenedly connected；The interim inverted arch holder (22) is the arch support for being laid in tunnel top hole body (1) inside bottom, often
It is respectively provided with immediately below top steel arch-shelf (4) described in Pin there are one the interim inverted arch holder (22), top steel arch described in every Pin
Frame (4) is laid in the interim inverted arch holder (22) immediately below it on same tunnel cross section and the two forms an envelope
Enclosed supporting rack, the left and right ends of each interim inverted arch holder (22) respectively with the top steel arch-shelf right over it
(4) left and right sides lower part is fastenedly connected；Each mid-board (8) bottom is supported in an interim inverted arch holder
(22) on.
4. described in accordance with the claim 3 pass through fault belt Tunnel and median septum strengthening supporting system, spy
Sign is：It does not open the tunnel lower part that multiple interim inverted arch holders (22) are superposed below tunnel top hole body (1)
It digs on rock mass (28)；The interim inverted arch further includes not excavating the inverted arch concrete of pouring molding on rock mass (28) in tunnel lower part
Pouring structure (30), the interim inverted arch holder (22) and the longitudinal connection structure are poured in inverted arch concrete pouring structure
(30) in.
5. fault belt Tunnel and median septum strengthening supporting system are passed through according to as claimed in claim 1 or 2,
It is characterized in that：It further include the tunnel anchorage lattice girder and shotcrete support structure that preliminary bracing is carried out to the arch wall of the Tunnel；
The tunnel anchorage lattice girder and shotcrete support structure includes the arch wall bolt-mesh-spurting supporting knot that preliminary bracing is carried out to tunnel top hole body (1)
Structure and two abutment wall bolt-mesh-spurting supporting structures for carrying out preliminary bracing to the left and right sides abutment wall of tunnel lower part hole body respectively,
Two abutment wall bolt-mesh-spurting supporting symmetrical configurations are laid in below the left and right sides of the arch wall bolt-mesh-spurting supporting structure, two
The abutment wall bolt-mesh-spurting supporting structure is connected as one with the arch wall bolt-mesh-spurting supporting structure；
The left side arch and first longitudinal direction connector (7) the composition left side rigid protection structure in left side pilot tunnel (1-1),
The right side arch and first longitudinal direction connector (7) the composition right side rigid protection structure in right side pilot tunnel (1-2)；
The left side rigid protection structure, the right side rigid protection structure and the left and right sides in the body of tunnel lower part hole are pacified
The arch wall of the pairs of Tunnel of side bracket (5) group of dress carries out the tunnel arch wall rigid protection structure of supporting；The tunnel
Bolt-mesh-spurting supporting structure is connected as one with the tunnel arch wall rigid protection fastening structure and the two forms the Tunnel
Arch wall preliminary bracing structure.
6. fault belt Tunnel and median septum strengthening supporting system are passed through according to claim 5, it is special
Sign is：The arch wall of the left side rigid protection structure and the right side rigid protection structure composition to tunnel top hole body (1)
Carry out the top hole body arch wall rigid protection structure of supporting；The arch wall bolt-mesh-spurting supporting structure and the top hole body arch wall are rigid
Property supporting construction composition tunnel top hole body (1) Tunnel structure.
7. fault belt Tunnel and median septum strengthening supporting system are passed through according to as claimed in claim 1 or 2,
It is characterized in that：Tunnel lower part hole body includes hole body and the tunnel bottom hole body below hole body under the tunnel under tunnel
(16), the excavation width of tunnel bottom hole body (16) is from top to bottom gradually reduced and upper part excavation width is less than the tunnel
The spacing of abutment wall bottom at left and right sides of road hole；Hole body is divided into left side hole body (17), left hole body from left to right under the tunnel
(18), hole body (19) and right side hole body (20) in the right side, left side hole body (17) and right side hole body (20) symmetrical laying,
The cross section of hole body (19) is rectangle and the symmetrical laying of the two in the left hole body (18) and the right side；Two sides
Portion's holder (5) is located in left side hole body (17) and right side hole body (20)；
The left end of the tunnel inverted arch holder (2) stretches in left side hole body (17), and the right end of the tunnel inverted arch holder (2) is stretched
Enter to right side hole body (20).
8. fault belt Tunnel and median septum strengthening supporting system are passed through according to as claimed in claim 1 or 2,
It is characterized in that：At the top of the mid-board (8) with bolt connect by holder between top steel arch-shelf (4) be fastenedly connected；It is described complete
Section supports the first longitudinal direction connector (7) being located in connection structure on the left of the mid-board temporary support structures and positioned at described
The quantity of first longitudinal direction connector (7) on the right side of mid-board temporary support structures is no less than three.
9. fault belt Tunnel and median septum strengthening supporting system are passed through according to as claimed in claim 1 or 2,
It is characterized in that：The top of the middle part lower template beam (10) is located on the left of the central axis of the Tunnel, the middle part lower template beam
(10) bottom is located on the right side of the central axis of the Tunnel；
The side lower template beam (6) and middle part lower template beam (10) are an I-steel laid along tunnel longitudinal extension.
10. fault belt Tunnel and median septum strengthening supporting system are passed through according to as claimed in claim 1 or 2,
It is characterized in that：The side lower template beam (6) is identical with the structure of middle part lower template beam (10) and both for longitudinal lower template beam, institute
Longitudinal lower template beam is stated to be spliced by multiple underlay girder segments (11) laid from the front to the back along tunnel longitudinal extension, it is front and back
It is attached by longitudinally connected bolt (12) between the two neighboring underlay girder segment (11)；The underlay girder segment
(11) spacing between length and tunneling boring support construction described in adjacent two Pin is identical, the front and back two neighboring lower template beam section
Link position between section (11) is located between tunneling boring support construction described in adjacent two Pin.
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 true CN108678771A (en) | 2018-10-19 |
| CN108678771B 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) |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109555528A (en) * | 2018-11-26 | 2019-04-02 | 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 |
| CN109578007A (en) * | 2018-11-26 | 2019-04-05 | 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 |
| CN110671132A (en) * | 2019-10-31 | 2020-01-10 | 中铁二十局集团有限公司 | Deformation control construction structure and method for deep-buried loess tunnel based on arch sheathing |
| 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 |
| CN110821500A (en) * | 2019-11-19 | 2020-02-21 | 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 |
| CN110924959A (en) * | 2019-12-10 | 2020-03-27 | 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 |
| CN112228076A (en) * | 2020-08-27 | 2021-01-15 | 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 |
Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5462391A (en) * | 1994-01-24 | 1995-10-31 | Scott Investment Partners | Mine roof support cribbing system |
| JPH0949397A (en) * | 1995-08-09 | 1997-02-18 | Ohbayashi Corp | Upper-half advance full-face construction method |
| JP2010121404A (en) * | 2008-11-21 | 2010-06-03 | West Nippon Expressway Co Ltd | Construction method of multiple tunnel and structure of multiple tunnel |
| CN102505708A (en) * | 2011-10-21 | 2012-06-20 | 中冶建工集团有限公司 | Construction method of tunnel at oversized cross section open cut area in track traffic |
| US20150086272A1 (en) * | 2012-04-26 | 2015-03-26 | Xinbin Li | Self-moving tunnel support canopy |
| CN104832181A (en) * | 2015-05-14 | 2015-08-12 | 中铁十九局集团第一工程有限公司 | Dovetail section tunnel construction process |
| CN105180888A (en) * | 2015-10-23 | 2015-12-23 | 中铁二十局集团有限公司 | Method for determining deformation allowance of high-ground-stress soft surrounding rock tunnel in excavation |
| 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 |
-
2018
- 2018-07-15 CN CN201810781603.8A patent/CN108678771B/en active Active
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5462391A (en) * | 1994-01-24 | 1995-10-31 | Scott Investment Partners | Mine roof support cribbing system |
| JPH0949397A (en) * | 1995-08-09 | 1997-02-18 | Ohbayashi Corp | Upper-half advance full-face construction method |
| JP2010121404A (en) * | 2008-11-21 | 2010-06-03 | West Nippon Expressway Co Ltd | Construction method of multiple tunnel and structure of multiple tunnel |
| CN102505708A (en) * | 2011-10-21 | 2012-06-20 | 中冶建工集团有限公司 | Construction method of tunnel at oversized cross section open cut area in track traffic |
| US20150086272A1 (en) * | 2012-04-26 | 2015-03-26 | Xinbin Li | Self-moving tunnel support canopy |
| CN104832181A (en) * | 2015-05-14 | 2015-08-12 | 中铁十九局集团第一工程有限公司 | Dovetail section tunnel construction process |
| CN105180888A (en) * | 2015-10-23 | 2015-12-23 | 中铁二十局集团有限公司 | Method for determining deformation allowance of high-ground-stress soft surrounding rock tunnel in excavation |
| 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 |
Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109555528A (en) * | 2018-11-26 | 2019-04-02 | 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 |
| CN109578007A (en) * | 2018-11-26 | 2019-04-05 | 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 |
| 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 |
| CN110671132A (en) * | 2019-10-31 | 2020-01-10 | 中铁二十局集团有限公司 | Deformation control construction structure and method for deep-buried loess tunnel based on arch sheathing |
| 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 |
| CN110821500A (en) * | 2019-11-19 | 2020-02-21 | 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 |
| CN110924959A (en) * | 2019-12-10 | 2020-03-27 | 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 |
| 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 |
| CN112228076A (en) * | 2020-08-27 | 2021-01-15 | 中铁十局集团有限公司 | Fast excavation construction method for hard rock large-span tunnel |
| 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 |
Also Published As
| Publication number | Publication date |
|---|---|
| CN108678771B (en) | 2023-06-23 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108915720B (en) | A kind of large cross-section tunnel passes through fault belt construction method | |
| CN108843332B (en) | Pass through fault belt large cross-section tunnel excavation and method for protecting support | |
| CN108678771A (en) | Pass through fault belt Tunnel and median septum strengthening supporting system | |
| JP7125550B2 (en) | SUPPORT STRUCTURE AND CONSTRUCTION METHOD FOR TWO-STAGE HIGH-SPEED CLOSING TUNNEL WITH INVERTED ARCH | |
| CN108979667B (en) | Penetrating ground crushed zone tunnel top bar interval wall construction method | |
| CN106761810B (en) | A kind of large-deformation tunnel in soft rock supporting structure system and its construction method | |
| CN109209398B (en) | Pass through that high angle is inverse to rush rich water richness sand tomography tunnel excavation method | |
| CN209179761U (en) | Pass through that high angle is inverse to rush rich water richness sand tomography supporting and protecting system of tunnel | |
| CN109555528B (en) | Pass through that high angle is inverse to rush rich water richness sand tomography tunnel excavation and method for protecting support | |
| CN108915728B (en) | Tunnel arch wall preliminary bracing based on gantry type support invades limit and changes arch construction method | |
| CN103615273A (en) | Square steel confined concrete arch center wall back filling bolting-grouting support system and construction method | |
| CN104329095B (en) | A kind of existing tunnel Widening Construction method | |
| CN108412502B (en) | A kind of deep tunnel passes through upper-soft lower-hard ground construction method | |
| CN107905814B (en) | Large span loess tunnel top bar CD construction method | |
| CN208502796U (en) | Tunnel arch wall preliminary bracing invades limit and changes arch construction gantry type support construction | |
| CN110159298A (en) | A kind of first branch button arch construction method of Underground Subway Station | |
| CN108868834A (en) | Tunnel arch wall preliminary bracing invades limit and changes arch construction gib system | |
| CN110318772A (en) | Canal in Loess Area is greatly across the asymmetric bore tunnel supporting construction of small interval and construction method | |
| CN112963156A (en) | Composite reinforcing method and composite reinforcing structure for shallow tunnel in soil-rock composite stratum | |
| CN208456616U (en) | Pass through fault belt Tunnel and median septum strengthening supporting system | |
| CN108071402A (en) | The micro- step construction method of loess tunnel | |
| CN107387129A (en) | A kind of rapid constructing method for controlling the deformation of tunnel extrusion pressing type | |
| CN110439582A (en) | Unfavorable geology method of disposal, TBM, which support to tunnel when happening suddenly unfavorable geology at boots, at TBM support boots passes through method | |
| CN108951647A (en) | Construction method for supporting is excavated in hole in the hole of open trench tunnel | |
| CN209115125U (en) | Pass through that high angle is inverse to rush rich water richness sand tomography tunnel leading pre-supporting structure |
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 |