CN108533272A - A kind of minimum clear-distance tunnel goes out cavity construction method - Google Patents
A kind of minimum clear-distance tunnel goes out cavity construction method Download PDFInfo
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- CN108533272A CN108533272A CN201810278614.4A CN201810278614A CN108533272A CN 108533272 A CN108533272 A CN 108533272A CN 201810278614 A CN201810278614 A CN 201810278614A CN 108533272 A CN108533272 A CN 108533272A
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- 238000010276 construction Methods 0.000 title claims abstract description 58
- 239000011435 rock Substances 0.000 claims abstract description 38
- 238000000034 method Methods 0.000 claims description 33
- 238000005422 blasting Methods 0.000 claims description 24
- 229910000831 Steel Inorganic materials 0.000 claims description 22
- 239000010959 steel Substances 0.000 claims description 22
- 238000009412 basement excavation Methods 0.000 claims description 21
- 210000005239 tubule Anatomy 0.000 claims description 16
- 230000008569 process Effects 0.000 claims description 12
- 230000003014 reinforcing effect Effects 0.000 claims description 12
- 239000002002 slurry Substances 0.000 claims description 12
- 238000007569 slipcasting Methods 0.000 claims description 11
- 239000004568 cement Substances 0.000 claims description 9
- 125000004122 cyclic group Chemical group 0.000 claims description 8
- 238000013213 extrapolation Methods 0.000 claims description 5
- 238000012544 monitoring process Methods 0.000 claims description 5
- 239000002893 slag Substances 0.000 claims description 4
- 238000004880 explosion Methods 0.000 claims description 3
- 238000005520 cutting process Methods 0.000 claims description 2
- 238000006073 displacement reaction Methods 0.000 claims 1
- 238000010586 diagram Methods 0.000 description 9
- 238000004062 sedimentation Methods 0.000 description 6
- 238000005516 engineering process Methods 0.000 description 5
- 230000008901 benefit Effects 0.000 description 4
- 239000004567 concrete Substances 0.000 description 4
- 239000000463 material Substances 0.000 description 4
- 238000002347 injection Methods 0.000 description 3
- 239000007924 injection Substances 0.000 description 3
- 239000003818 cinder Substances 0.000 description 2
- 238000007599 discharging Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 230000008676 import Effects 0.000 description 2
- 230000035939 shock Effects 0.000 description 2
- 239000011378 shotcrete Substances 0.000 description 2
- 230000005641 tunneling Effects 0.000 description 2
- 238000013459 approach Methods 0.000 description 1
- 239000011083 cement mortar Substances 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 230000001934 delay Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 238000012407 engineering method Methods 0.000 description 1
- 239000010437 gem Substances 0.000 description 1
- 229910001751 gemstone Inorganic materials 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 239000000411 inducer Substances 0.000 description 1
- 238000005192 partition Methods 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 230000008439 repair process Effects 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 238000012546 transfer Methods 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
-
- 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
-
- 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
- E21D20/00—Setting anchoring-bolts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/006—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by making use of blasting methods
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Geology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Soil Sciences (AREA)
- Lining And Supports For Tunnels (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The present invention provides a kind of minimum clear-distance tunnels to go out cavity construction method, belongs to small-clear-distance tunnel and appears technical field of construction, includes the following steps：Left line top bar section is excavated, excavates that left line gets out of a predicament or an embarrassing situation left section and left line is got out of a predicament or an embarrassing situation right section respectively；Left line inverted arch and left line filled layer are applied, left line secondary lining is beaten in jump；The small pilot tunnel section of right line is excavated, the right section of right line top bar, the left section of right line top bar and right line top bar left hand edge section is digged respectively, applies right line top bar preliminary bracing；Small pilot tunnel preliminary bracing is removed, excavates that right line gets out of a predicament or an embarrassing situation left section and right line is got out of a predicament or an embarrassing situation right section, applies the preliminary bracing of right line lower face；Right line inverted arch and right line filled layer are applied, whole mould builds right line secondary lining.The present invention is unidirectionally appeared using leading hole, solves the problems, such as that the construction of outlet section steep cliff is inconvenient；Centering rock pillar is reinforced after left wide open digging, and the lining of left line two is beaten in jump, and right hole is appeared using advanced small pilot tunnel, and section digs, and reduces construction risk, ensures safety for tunnel engineering.
Description
Technical field
It appears technical field of construction the present invention relates to small-clear-distance tunnel, particularly, is related to a kind of minimum clear-distance tunnel and appears
Construction method.
Background technology
In the prior art, the considerations of being limited for layout of roads demand and landform, traffic route is inevitably adopted sometimes
Take small-clear-distance tunnel.The problem of traditional small-clear-distance tunnel influences each other there is structure safety and construction, it is necessary to take measures
It solves.
The old toft tunnel overall length about 393m of Guizhou Province Xingyi belt high speed, for the formula short tunnel that diverges.Its tunnel line spacing goes out
Mouthful section is minimized profile line clear distance 0.6m, is then drifted apart from as minimum clear distance, small interval, separate tunnel, between inducer line
Away from about 35m.It is Maling River Gorge after tunnel outlet, outlet section construction and excavation is inconvenient.
When conventional double-hole tunnel interval rock thickness is less than 2 meters, all using structure of twin-arch tunnel with composite middle partition wall.
The structure has following deficiency：(1) excavated volume is larger, and material input amount is big.The excavation for first carrying out small pilot tunnel, interval pillar is replaced
At intensity, the higher armored concrete of rigidity, the excavated volume of the cubic metre of earth and stone is increased, while also increasing the amount of pouring of concrete.(2) face
When support it is more, dismounting it is cumbersome.Due to first carrying out the excavation of small pilot tunnel, preliminary bracing is carried out to it, while to prevent mid-board
It is not destroyed, to carrying out unilateral plus cross-brace on the right side of middle drift；In addition, when carrying out the excavation of main hole side pilot tunnel, to prevent
Larger sedimentation convergence occurs for country rock, ensures construction safety, has also carried out applying for temporary support.Before applying two linings, these face
When support must all be removed.(3) waterproof problem of the multiple-arch tunnel in middle wall top portion is difficult to solve, and cannot be formed perfect anti-
Drainage system is easy leak, has seriously affected the applicability and durability in tunnel after building up.(4) construction period is longer, cost compared with
It is high.The construction of small pilot tunnel is carried out, supporting could carry out the construction in main hole after applying；The construction and dismounting of temporary support, increase
Construction workload delays the construction period.And tunnel exit end orographic condition is more severe, construction site difficulty is carried out, each material
The transfer (turning to outlet from import) of the input of material, the input of labour and big machinery, goods and materials is so that cost is very high.
Using traditional multiple-arch tunnel form, working procedure is more, and structure stress is complicated, long in time limit, and cost is high.
Number of patent application is that the patent of CN201410708082.5 discloses a kind of steep cliffs tunnel outlet engineering method, barrel
It is excavated using interval wall approach, and carries out gib and preliminary bracing.When face is away from outlet cavitation face 7-9m, in upper
Small pilot tunnel is appeared from inside to outside to hole, then digs barrel or more section to hole to both sides, this method is led in advance in excavation
When hole, Portal Section unstability is easily caused.
The patent that number of patent application is CN201210036640.9 discloses the wide open excavation of row after a kind of minimum clear-distance tunnel
Method beats shock relieve vent along close to mid-board side at gang drill first, and Cut Blasting is carried out simultaneously to 1-2m is deviateed far from mid-board side
Scarfing cinder.Then to rear row hole perimeter blasting scarfing cinder.Last centering dike carries out grouting and reinforcing.This method one side shock relieve vent reduces
Effect is limited, influence of the wide open digging of row to leading hole surrouding rock deformation after controlled blasting cannot reduce.
Invention content
Present invention aims at a kind of minimum clear-distance tunnels of offer to go out cavity construction method, to solve existing minimum clear-distance tunnel
It is more to go out cavity construction method working procedure, structure stress is complicated, long in time limit, the high technical problem of cost.
To achieve the above object, the present invention provides a kind of minimum clear-distance tunnels to go out cavity construction method, includes the following steps：
Step 1：Left line top bar section is excavated, left line top bar preliminary bracing is applied, left line top bar preliminary bracing is adopted
With Length discrepancy bolt anchorage, excavate that left line gets out of a predicament or an embarrassing situation left section and left line is got out of a predicament or an embarrassing situation right section respectively, left line is got out of a predicament or an embarrassing situation left section
It is staggered excavation with left line right section of getting out of a predicament or an embarrassing situation, the distance that is staggered about 5~15m applies left line and gets out of a predicament or an embarrassing situation preliminary bracing, middle thickness
To carry out grouting and reinforcing when 0.6~3.0m；
Step 2：Left line inverted arch and left line filled layer are applied, left line secondary lining is beaten in jump, and left line hole inverted arch and left line are filled out
It fills after the completion of layer, secondary lining trolley, which is moved to left line, to be exported, and the secondary lining of left line Portal Section is preferentially performed；
Step 3：The small pilot tunnel section of right line is excavated, small pilot tunnel preliminary bracing is applied；
Step 4：It is disconnected that the right section of right line top bar, the left section of right line top bar and right line top bar left hand edge are digged respectively
Face, applies right line top bar preliminary bracing, and right line top bar preliminary bracing uses Length discrepancy bolt anchorage；
Step 5：Small pilot tunnel preliminary bracing is removed, excavates that right line gets out of a predicament or an embarrassing situation left section and right line is got out of a predicament or an embarrassing situation right section respectively,
Apply the preliminary bracing of right line lower face；
Step 6：Right line inverted arch and right line filled layer are applied, whole mould builds right line secondary lining.
The left hole is appeared using double advanced conduit, and advanced conduit specification is diameter 42mm, thick 4mm, the heat of long 4.0m
Roll seamless steel pipe；Advanced conduit note proportioning is 1:0.7 non-shrinkage mud after the completion of mud jacking, is carried out in advanced catheter tip
It blocks.
Double advanced conduit includes platoon leader's advanced tubule and the short advanced tubule of a row, the outer limb of long advanced tubule
Degree is 30 ° -40 °, is applied per Pin, and circumferential spacing is 40 ㎝, and longitudinal pitch is 240 ㎝；Short advanced tubule extrapolation angle is
It 10 ° -15 °, is applied every Pin, alternately long advanced tubule arrangement, circumferential spacing is 40 ㎝, and longitudinal pitch is 120 ㎝.
The advanced conduit includes steel pipe, is provided with injected hole on steel pipe, and steel pipe tail portion is welded with hoop of putting more energy into, injected hole with
Distance between injected hole (15) is 10~20cm, and injected hole is set as blossom type, a diameter of 6~8mm of injected hole.
The wide open digging control process in a left side is, when left and right tunnel clear distance is 1.79m-1.48m, cyclic advance 2.4m,
It is excavated using two benching tunnelling methods, top bar height 6.8m；When left and right tunnel clear distance is 1.48m-1.17m, cyclic advance 1.8m,
It is excavated using two benching tunnelling methods, top bar height 6.8m；When left and right tunnel clear distance is 1.17m-0.88m, cyclic advance 1.2m,
It is excavated using three benching tunnelling methods, top bar height 3-4m, weak blast；When left and right tunnel clear distance is 0.88m-0.59m, cyclic advance
It for 0.6m, is excavated using three benching tunnelling methods, top bar height 3-4m, weak blast, outlet section uses active protecting net；Left hole outlet two
The lining of mould two need to be completed before You Dong appears, and left hole inverted arch needs advanced right hole.
The left and right line top bar preliminary bracing uses the method that long Short bolt combines, and trigonum uses at the top of middle rock pillar
The hollow grouting anchor of Length discrepancy (4-6m) carries out reinforcing
The grouting and reinforcing of the middle rock pillar uses φ for 42mm, and thickness is the slip casting ductule of 4mm, and slip casting ductule is circumferential
Spacing is 120cm, longitudinal pitch 60cm, and whole is in quincuncial arrangement, and slurries use 1:0.7 superfine cement single slurry, note
Slurry pressure is 1~1.5Mpa；Slip casting ductule is 45 ° with tunnel axial angle.
Increase advanced inspecting hole 6,3 radial direction advanced inspecting holes when leading tunnel outlet is away from hole 10m, 3 levels are visited in advance
Hole.
Face closure will be excavated before the steel arch-shelf of left line inverted arch and right line inverted arch using jetting cement by applying, steel arch-shelf with get out of a predicament or an embarrassing situation
Steelframe connection；It needs to clear up empty slag and ponding before applying left line inverted arch or right line inverted arch.
The wide 7.0m of small pilot tunnel, the high 4.5m, small pilot tunnel top is away from tunnel vault 2.7m, and left side is far from rock pillar in tunnel
Row hole top bar digs after being carried out again after 3.9m, small pilot drive 10-15m, and when right hole top bar digs, right line top bar is right
Section part uses Blasting Excavation, the right left section part of line top bar to use Presplitting Blasting Excavation, right line top bar left hand edge
Section is excavated using the cold digging method of machinery.
After first having dug two sections of two linings on left line hole, the left line secondary lining for making the last period and a latter section of left side are returned again to
Line secondary lining, stringent controlled blasting parameter in construction carry out monitoring of blasting vibration in blasting process, while in the construction process
Monitor on time ground settlement, in hole the sedimentation of hole top, tunnel convergence deformation and steelframe internal stress data.
The invention has the advantages that：
The present invention unidirectionally appears in leading hole, solves the problems, such as that the construction of outlet section steep cliff is inconvenient；Left and right hole top bar uses
The method that long Short bolt combines, rock pillar top Delta Region, provides load-carrying capacity of surrounding rock in reinforcing；After left wide open digging centering rock pillar into
Row is reinforced, using superfine cement single slurry, rock pillar in effectively reinforcing；Left hole, which is jumped, in advance makes a call to two linings, controls Portal Section surrouding rock deformation,
Influence of the right hole of row to leading left hole blasting vibration after avoiding；Right hole is gone afterwards using pilot heading excavation, and pilot heading can be effective
Reduce the disturbance to country rock, so that it is given full play to self-bearing capacity, while stress is partially descended to discharging in advance, it can be effective
Reduce the sedimentation convergence in country rock later stage；When right hole digs, using presplit blasting, controlled blasting vibration velocity；It is adopted close to middle rock pillar side
With the cold digging of machinery, centering rock pillar is avoided to cause larger damage
Other than objects, features and advantages described above, the present invention also has other objects, features and advantages.
Below with reference to figure, the present invention is described in further detail.
Description of the drawings
The attached drawing constituted part of this application is used to provide further understanding of the present invention, schematic reality of the invention
Example and its explanation are applied for explaining the present invention, is not constituted improper limitations of the present invention.In the accompanying drawings：
Fig. 1 is the lining construction Step design figure of the present invention, and figure (a) is left hole schematic diagram, and figure (b) is right hole schematic diagram；
Fig. 2 is that the middle rock pillar of the present invention reinforces schematic diagram, and figure (a) is left hole schematic diagram, and figure (b) is right hole schematic diagram；
Fig. 3 is the hollow grouting anchor and the more than schematic diagram of slip casting ductule of the present invention；
Fig. 4 is the lining cutting bilayer advanced tubule layout drawing of the present invention；
Fig. 5 is that the left line of the present invention is appeared on the stage stage face sectional view；
Fig. 6 is the construction section of the present invention away from figure；
Fig. 7 is the steel floral tube structural schematic diagram of the present invention；
Fig. 8 is the horizontal inspecting hole arrangement schematic diagram of the present invention.
Figure label：1 left line top bar preliminary bracing, 2 left lines are got out of a predicament or an embarrassing situation preliminary bracing, 21 left line inverted arch, 3 left lines fillings
Layer, 4 left line secondary linings, 5 small pilot tunnel preliminary bracings, 6 right line top bar preliminary bracings, 7 right line lower face preliminary bracings, 71 right sides
Line inverted arch, 8 right line filled layers, 9 right line secondary linings, 10 slip casting ductules, 11 hollow grouting anchors, 12 long advanced tubules,
13 short advanced tubules, 14 I-steel, 15 injected holes, 16 steel pipes, 17 put more energy into hoop, I left line top bar section, II 1 left lines are left office
Get out of a predicament or an embarrassing situation right section, the small pilot tunnel section of III right line, the right section of IV 1 right line top bars, IV 2 right lines of the left section of rank, II 2 left lines are appeared on the stage
Get out of a predicament or an embarrassing situation left section, V 2 right lines of the left section of rank, IV 3 right line top bar left hand edge sections, V 1 right lines are got out of a predicament or an embarrassing situation right section.
Specific implementation mode
The embodiment of the present invention is described in detail below in conjunction with attached drawing, but the present invention can be limited according to claim
Fixed and covering multitude of different ways is implemented.
A kind of minimum clear-distance tunnel goes out cavity construction method, and embodiment is said by the tunnelling process of practical application
It is bright.That implement is the construction old toft tunnel overall length about 393m of Guizhou Province Xingyi belt high speed, for the formula short tunnel that diverges.Its tunnel line
Spacing outlet section is minimized profile line clear distance 0.6m, is then drifted apart from as minimum clear distance, small interval, separate tunnel, import
Section line is spaced about 35m.During practice of construction, significant effect, the existing minimum clear-distance tunnel of solution, which goes out cavity construction method, to be applied
Work process is more, and structure stress is complicated, long in time limit, the high technical problem of cost, has good economic benefit.As shown in figures 1-8,
Working procedure includes the following steps：
Step 1：Left line top bar section I is excavated, left line top bar preliminary bracing 1 is applied, excavates left line respectively and get out of a predicament or an embarrassing situation
Left section II 1 and left line are got out of a predicament or an embarrassing situation right section II 2, and left line gets out of a predicament or an embarrassing situation left section II 1 and left line is got out of a predicament or an embarrassing situation, and right section II 2 is staggered out
It digs, the distance that is staggered about 5~15m applies left line and gets out of a predicament or an embarrassing situation preliminary bracing 2, slip casting is carried out when middle thickness is 0.6~3.0m and is added
Gu.
Step 2：Left line inverted arch 21 and left line filled layer 3 are applied, whole mould builds left line secondary lining 4.
Step 3：The small pilot tunnel section III of right line is excavated, small pilot tunnel preliminary bracing 5 is applied.
Step 4：It is left that the right section IV 1 of right line top bar, the left section IV 2 of right line top bar and right line top bar are digged respectively
Edge section IV 3 applies right line top bar preliminary bracing 6.
Step 5：Remove small pilot tunnel preliminary bracing 5, excavate respectively right line get out of a predicament or an embarrassing situation left section V 1 and right line get out of a predicament or an embarrassing situation it is right disconnected
Face V 2 applies right line lower face preliminary bracing 7.
Step 6：Right line inverted arch 7 and right line filled layer 8 are applied, whole mould builds right line secondary lining 9.
Extra small clear-distance tunnel appear construction be using to " middle rock pillar " consolidation process and using controlled blasting to left and right hole mistake
A kind of construction technology that position excavating load is combined.As left hole " up/down steps excavate, and unidirectionally appear "；Carry out " small pilot tunnel in right hole
In advance, rear section digs " construction and excavation technology
Up/down steps excavate, and for left hole, are excavated using benching tunneling method, are the parts 0.6~3.0m in middle thickness
Carry out grouting and reinforcing.It unidirectionally appears, top bar is appeared using the double-deck ductule advance support, and appropriate reduction top bar of appearing is closed on
Highly, weak blast, reduce hole to greatest extent and face upward slope influence, prevent slungshot from falling valley using active protecting net in outlet end.
Small pilot tunnel is leading, small area tunneling, applies supporting and forms small pilot tunnel.The excavation of small pilot tunnel can be effectively reduced to country rock
Disturbance, makes it give full play to self-bearing capacity, while partially descending stress to discharging in advance, can effectively reduce the country rock later stage
Sedimentation convergence, ensure construction safety.Construction operation in small pilot tunnel, the appropriate intensity for reinforcing rock pillar, to improve holding for rock pillar
Loading capability reduces disturbance of the subsequent construction to country rock, avoids causing roof fall, cave-in accident.Section digs, and small pilot tunnel is digged to just
Normal off face, applies Tunnel.After rock pillar reinforcing, using rock drill or hand excavation close to the rock mass of rock pillar side,
Blasting method excavation can be used far from rock pillar side, when excavation must be noted that the protection (using weak blast) to interval pillar.It opens
Supporting is carried out after digging in time, especially proximate to rock pillar side rock mass, temporary support can be increased when necessary or increase supporting intensity.
Technology safeguard measure
1) the left hole in leading hole is appeared using double advanced conduit, and advanced tubule specification is diameter 42mm, thick 4mm, 4.0m
Hot rolled seamless steel tube.Make sharp cone distal, tail portion welding in ductule front endReinforcing bar is put more energy into hoop, on tube wall every 10~
20cm blossom type jewel holes, a diameter of 6~8mm of eyelet, tail length is not less than 30cm as the only slurry section not drilled.
2) the double-deck advanced tubule injection angle is:Tiltedly advanced conduit extrapolation angle is 40o, is applied per Pin.It is horizontal advanced
Conduit extrapolation angle is 15o, applies, is alternately arranged every Pin.Advance support ductule end is welded with steel arch-shelf after the completion of injection
Get up.
3) slip casting.Advance support ductule ensures that pressure injection proportioning is 1:0.7 cement mortar.After the completion of mud jacking, noting in advance
Slurry ductule end is effectively blocked.Grouting pump, Grouting Pipe and the ductule of grouting methol take reliable connection.
4) left wide open digging control
5) both sides of getting out of a predicament or an embarrassing situation are staggered excavation, the distance that is staggered about 5~15m.
6) rock pillar uses φ for 42mm in reinforcing, and thickness is the slip casting ductule of 4mm, and ductule circumferential direction spacing is 120cm,
Longitudinal pitch is 60cm, and whole is in quincuncial arrangement, and slurries use 1:0.7 superfine cement single slurry, grouting pressure be 1~
1.5MPa。
7) grouting pipe that rock pillar is reinforced in is 45 ° with tunnel axial angle.
8) leading tunnel outlet away from hole 10m when increase advanced inspecting hole 6,3 advanced inspecting holes of radial direction, 3 levels are advanced
Inspecting hole.
9) use jetting cement that will excavate face closure before applying steel arch-shelf.
9) inverted arch construction ensures that steel arch-shelf is effectively connect with steelframe of getting out of a predicament or an embarrassing situation.
10) it needs to clear up empty slag and ponding before inverted arch performs.
11) right hole YK15+627-YK15+677 sections, specific section reference symbol enters Figure of description diagram, starts using advanced
Small pilot drive.
12) the advanced small wide 7.0m of pilot tunnel, high 4.5m, pilot heading top is away from tunnel vault 2.7m, and left side is far from tunnel Zhong Yan
Column 3.9m.
13) row hole top bar digs after being carried out again after the advanced small pilot drive 10-15m in row hole afterwards
14) when right hole top bar digs, the parts IV1 use Blasting Excavation, the parts IV2 that Presplitting Blasting Excavation, IV3 is used to adopt
It is excavated with the cold digging method of machinery.
15) when the lining of left hole two is excavated to ZK15+640, two lining of pause performs, and two lining trolleys are then moved on to hole, are performed
Portal Section ZK15+697~679 2 is served as a contrast, and is then back to ZK15+640 and is performed two linings.
16) when gunite concrete, ensure closely knit no cavity everywhere；
17) stringent controlled blasting parameter in constructing carries out monitoring of blasting vibration in the process, reduces disturbing for explosion centering dike
Dynamic and tunnel-liner influence；
18) ground settlement, the sedimentation of hole top, tunnel convergence deformation and steelframe internal stress in hole are monitored on time in the construction process
Deng data, to effectively avoid due to the raw construction risk of rear row hole construction, it is ensured that construction safety
The present invention is by using small-clear-distance tunnel construction form rather than multiple-arch tunnel form；Row hole is to leading hole after control
Surrouding rock deformation, the influence of support earth pressure, blasting vibration.
Leading hole is excavated using up/down steps, double advanced tubule supporting is unidirectionally appeared.
To carrying out rock pillar in grouting with small pipe on the right side of leading hole, slurries use superfine cement single slurry, grouting pressure 1.0
~1.5MPa.Grouting Pipe circumferential direction spacing and longitudinal pitch are respectively 0.8m and 0.6m, and grouting pipe uses 42 steel floral tube.
Pre-pouring grout construction technology and construction parameter are strictly controlled in work progress, especially middle dike grouting parameter, it is ensured that
Grouting quality；Stringent controlled blasting parameter in construction carries out monitoring of blasting vibration in the process, reduces the disturbance of explosion centering dike
With the influence of tunnel-liner；Step pitch is excavated in stringent control, and supporting is closely followed, and reduces country rock exposure duration；When gunite concrete, ensure
Closely knit no cavity everywhere；When inverted arch is constructed, it is ensured that steel arch-shelf is effectively connect with steelframe of getting out of a predicament or an embarrassing situation, and clears up empty slag and ponding.It applies
Face closure will be excavated using jetting cement before steel arch-shelf.When tunnel outlet, stringent control loop drilling depth and excavation height, supporting are closely followed
And stringent control sets up precision, prevents tunnel bias-pressure phenomenon.Monitor ground settlement, hole top in hole on time in the construction process
The data of sedimentation, tunnel convergence deformation and steelframe internal stress etc..
The foregoing is only a preferred embodiment of the present invention, is not intended to restrict the invention, for the skill of this field
For art personnel, the invention may be variously modified and varied.All within the spirits and principles of the present invention, any made by repair
Change, equivalent replacement, improvement etc., should all be included in the protection scope of the present invention.
Claims (10)
1. a kind of minimum clear-distance tunnel goes out cavity construction method, which is characterized in that include the following steps：
Step 1：Left line top bar section (I) is excavated, left line top bar preliminary bracing (1), left line top bar preliminary bracing are applied
(1) Length discrepancy bolt anchorage is used, excavates that left line gets out of a predicament or an embarrassing situation left section (II 1) and left line is got out of a predicament or an embarrassing situation right section (II 2), a left side respectively
Line gets out of a predicament or an embarrassing situation left section (II 1) and left line is got out of a predicament or an embarrassing situation right section (II 2) is staggered excavation, the distance that is staggered about 5~15m apply left line
It gets out of a predicament or an embarrassing situation preliminary bracing (2), middle thickness carries out grouting and reinforcing when being 0.6~3.0m；
Step 2：Left line inverted arch (21) and left line filled layer (3) are applied, left line secondary lining (4), left line hole inverted arch are beaten in jump
(21) and after the completion of left line filled layer (3), secondary lining trolley is moved into left line and is exported, the secondary of left line Portal Section is preferentially performed
Lining cutting (4)；
Step 3：The small pilot tunnel section (III) of right line is excavated, small pilot tunnel preliminary bracing (5) is applied；
Step 4：It is left that the right right section of line top bar (IV 1), the right left section of line top bar (IV 2) and right line top bar are digged respectively
Edge section (IV 3), applies right line top bar preliminary bracing (6), and right line top bar preliminary bracing (6) is added using Length discrepancy anchor pole
Gu；
Step 5：Remove small pilot tunnel preliminary bracing (5), excavate respectively right line get out of a predicament or an embarrassing situation left section (V 1) and right line get out of a predicament or an embarrassing situation it is right disconnected
Face (V 2) applies right line lower face preliminary bracing (7)；
Step 6：Right line inverted arch (7) and right line filled layer (8) are applied, whole mould builds right line secondary lining (9).
2. a kind of minimum clear-distance tunnel according to claim 1 goes out cavity construction method, which is characterized in that the left hole uses
Double advanced conduit is appeared, and advanced conduit specification is diameter 42mm, thick 4mm, the hot rolled seamless steel tube of long 4.0m；Advanced conduit note
Proportioning is 1:0.7 non-shrinkage mud after the completion of mud jacking, is blocked in advanced catheter tip.
3. a kind of minimum clear-distance tunnel according to claim 2 goes out cavity construction method, which is characterized in that described double advanced
Conduit includes platoon leader's advanced tubule (12) and the short advanced tubule of a row (13), and long advanced tubule (12) extrapolation angle is
It 30 ° -40 °, is applied per Pin, circumferential spacing is 40 ㎝, and longitudinal pitch is 240 ㎝；Short advanced tubule (13) extrapolation angle is
It 10 ° -15 °, is applied every Pin, alternately long advanced tubule (12) arrangement, circumferential spacing is 40 ㎝, and longitudinal pitch is 120 ㎝.
4. a kind of minimum clear-distance tunnel according to claim 2 goes out cavity construction method, which is characterized in that the advanced conduit
Including steel pipe (16), injected hole (15) is provided on steel pipe (16), steel pipe (16) tail portion is welded with hoop (17) of putting more energy into, injected hole
(15) between injected hole (15) at a distance from be 10~20cm, injected hole (15) is set as blossom type, injected hole (15) a diameter of 6~
8mm。
5. a kind of minimum clear-distance tunnel according to claim 1 goes out cavity construction method, which is characterized in that the wide open digging in a left side
Control process is that, when left and right tunnel clear distance is 1.79m-1.48m, cyclic advance 2.4m is excavated using two benching tunnelling methods, appeared on the stage
Rank height 6.8m；When left and right tunnel clear distance is 1.48m-1.17m, cyclic advance 1.8m is excavated using two benching tunnelling methods, is appeared on the stage
Rank height 6.8m；When left and right tunnel clear distance is 1.17m-0.88m, cyclic advance 1.2m is excavated using three benching tunnelling methods, is appeared on the stage
Rank height 3-4m, weak blast；When left and right tunnel clear distance is 0.88m-0.59m, cyclic advance 0.6m is opened using three benching tunnelling methods
It digs, top bar height 3-4m, weak blast, outlet section uses active protecting net；Two mould two of left hole outlet lining need to be before You Dong appears
It completes, left hole inverted arch needs advanced right hole.
6. a kind of minimum clear-distance tunnel according to claim 1 goes out cavity construction method, which is characterized in that the middle rock pillar
Grouting and reinforcing uses φ for 42mm, and thickness is the slip casting ductule (10) of 4mm, and slip casting ductule (10) circumferential direction spacing is 120cm,
Longitudinal pitch is 60cm, and whole is in quincuncial arrangement, and slurries use 1:0.7 superfine cement single slurry, grouting pressure be 1~
1.5Mpa；Slip casting ductule (10) is 45 ° with tunnel axial angle.
7. a kind of minimum clear-distance tunnel according to claim 1 goes out cavity construction method, which is characterized in that leading tunnel outlet
Increase advanced inspecting hole 6,3 advanced inspecting holes of radial direction, 3 level advanced inspecting holes when away from hole 10m.
8. a kind of minimum clear-distance tunnel according to claim 1 goes out cavity construction method, which is characterized in that apply left line inverted arch
(21) and before the steel arch-shelf of right line inverted arch (71) face closure will be excavated using jetting cement, steel arch-shelf is connect with the steelframe got out of a predicament or an embarrassing situation；
It needs to clear up empty slag and ponding before applying left line inverted arch (21) or right line inverted arch (71).
9. a kind of minimum clear-distance tunnel according to claim 1 goes out cavity construction method, which is characterized in that the small pilot tunnel is wide
7.0m, high 4.5m, away from tunnel vault 2.7m at the top of small pilot tunnel, left side is far from rock pillar 3.9m in tunnel, after small pilot drive 10-15m
Row hole top bar digs after carrying out again, and when right hole top bar digs, the right right section of line top bar (IV 1) is partly opened using explosion
It digs, the right left section of line top bar (IV 2) partly uses Presplitting Blasting Excavation, right line top bar left hand edge section (IV 3) to use
The cold digging method of machinery is excavated.
10. a kind of minimum clear-distance tunnel according to claim 1 goes out cavity construction method, which is characterized in that left line is got out of a predicament or an embarrassing situation
After appearing, 20m (about 2 mould) secondary lining (4) is performed into hole from left hole outlet immediately, returns again in the holes Zuo Dong and performs secondary lining
It builds (4), stringent controlled blasting parameter in construction, carries out monitoring of blasting vibration in blasting process, while in the construction process on time
The data of whole body displacement and the strain of preliminary bracing steelframe, first branch and the contact between country rock in monitoring ground settlement, hole.
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| CN201810278614.4A CN108533272B (en) | 2018-03-30 | 2018-03-30 | Exit construction method for tunnel with extremely small clear distance |
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| CN113216976A (en) * | 2021-04-09 | 2021-08-06 | 中交第一公路勘察设计研究院有限公司 | Tunnel HCD excavation method suitable for soft rock and gravel soil |
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| CN113482630B (en) * | 2021-08-06 | 2024-01-12 | 中铁二局第四工程有限公司 | Advanced pilot pit construction method applied to small-clear-distance double-hole tunnel |
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| CN114718582A (en) * | 2022-06-08 | 2022-07-08 | 中铁九局集团第七工程有限公司 | Construction method for small-clear-distance horizontal joint shale geological tunnel portal section |
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| CN117780362A (en) * | 2024-02-27 | 2024-03-29 | 中铁十七局集团第五工程有限公司 | Rock column replacement and reinforcement structure in ultra-small clear distance tunnel and construction method thereof |
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