CN104963696B - The construction method of tunnel bottom arching - Google Patents
The construction method of tunnel bottom arching Download PDFInfo
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- CN104963696B CN104963696B CN201510450372.9A CN201510450372A CN104963696B CN 104963696 B CN104963696 B CN 104963696B CN 201510450372 A CN201510450372 A CN 201510450372A CN 104963696 B CN104963696 B CN 104963696B
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Abstract
Just can be in the construction method of the tunnel bottom arching of tunnel bottom formation inverted arch structure the invention discloses a kind of need not be excavated to tunnel bottom.This method comprises the following steps：A, tunnel arch, wall excavate and complete preliminary bracing, and preliminary bracing includes the more Pin steelframes being arranged in tunnel, set one group of lock foot anchoring stock or lock pin conduit respectively in the tunnel corresponding with every Pin steelframes bottom or so both walls pin；B, each lock foot anchoring stock or lock pin conduit are welded and fixed with respective corresponding steelframe respectively；C, by same tunnel cross sectional slip casting depth successively decrease successively from centre to both sides in the way of to below tunnel roadbed top surface Rock And Soil carry out multi-point slip casting, and the slurries of specified quantitative are injected into each point position so that the Rock And Soil after being reinforced by slurries forms reverse domes.This method need not be excavated to tunnel bottom, and constructing operation is easy, and progress is fast, safe.
Description
Technical field
The invention belongs to Tunnel Engineering field, and in particular to a kind of construction method of tunnel bottom arching.
Background technology
In the tunnel in the poor location of country rock, to solve the problems, such as the deformation of tunnel bottom protuberance and improving the supporting of tunnel top
The stress condition of structure, it will usually which inverted arch is set in tunnel bottom.Inverted arch is in reverse domes, is the main of tunnel structure
One of part, on the one hand it has by the strata pressure on tunnel top by tunnel side wall structure or by the load on road surface
Effect is delivered to underground, on the other hand can effectively resist the counter-force that tunnel understratum is transmitted, it is grand to overcome tunnel bottom
The problem of playing deformation.Inverted arch is arranged at below the road bed of tunnel bottom, using traditional construction method arching, it is necessary to roadbed
Face is excavated with lower part, inverted arch of then constructing, then carries out the filling between road bed and inverted arch, road of finally being constructed on road bed
Face.
Original technology is excavated to tunnel bottom sets the method for inverted arch following defect to be present：
1., tunnel inverted arch construction increase the excavated section in tunnel, excavation can disturb country rock, be unfavorable for adjoining rock stability.To
Lower excavation inverted arch, has not only disturbed the country rock of two side walls, two side wall country rocks is relaxed, and extrusion deformation occurs, and
And make the steelframe of the side wall supporting of tunnel two occur vacantly, causing steelframe and preliminary bracing to be sunk, hanging steelframe and spray concrete branch
Protective case body is converted into " negative energy " from " positive energy ", so as to induce serious deformation and landslide.
2., tunnel bottom excavate after inherently a kind of soft damage displacement method of mode for backfilling again, turn into one after displacement
The higher reinforced concrete of intensity or concrete invert, this does not make full use of the self-bearing ability of Rock And Soil, constructs uneconomical.
3., inverted arch be located at the bottom in tunnel, tunnel bottom is the construction road during constructing tunnel, and current pass through
Place, the easy ponding of inverted arch of excavation, ponding soak weak broken wall rock " the foot of a wall ", this be easy to induce soft rock large deformation,
Many tunnel deformations and landslide are related to inverted arch is excavated.
4., tunnel inverted arch excavate cut-out construction passage, influence in-cavity construction, poor operability, restrict construction speed.
The content of the invention
Tunnel bottom need not be excavated the technical problem to be solved in the present invention is to provide one kind just can be in tunnel bottom
Form the construction method of the tunnel bottom arching of inverted arch structure.
The technical solution adopted for the present invention to solve the technical problems is：The construction method of tunnel bottom arching, including with
Lower step：
A, tunnel arch, wall excavate and complete preliminary bracing, and preliminary bracing includes more Pin steelframes in the tunnel, with
One group of lock foot anchoring stock or lock pin conduit are set respectively in every corresponding tunnel in Pin steelframes bottom or so both walls pin；
B, each lock foot anchoring stock or lock pin conduit are welded and fixed with respective corresponding steelframe respectively；
C, by same tunnel cross sectional slip casting depth successively decrease successively from centre to both sides in the way of to tunnel roadbed
Rock And Soil below top surface carries out multi-point slip casting, and the slurries of specified quantitative are injected into each point position so that is reinforced by slurries
Rock And Soil afterwards forms reverse domes.
It is further that in a steps, two lock foot anchoring stocks or lock pin conduit are one group, and are arranged at left and right sides of tunnel
Lock foot anchoring stock or lock pin conduit in foundation is symmetrical two-by-two.
It is further that in a steps, the mode for setting lock pin conduit is：In tunnel or so, both walls pin needs to set lock
The position of pin conduit drills respectively, will be locked respectively in pin conduit patchhole after drilling, and carry out grouting and reinforcing using pin conduit is locked
The Rock And Soil of tunnel or so both walls foot position；Set lock foot anchoring stock mode be：Lock foot anchoring stock is directly crept into tunnel or so
After in the foundation of both sides, lock foot anchoring stock slip casting is utilized.Lock foot anchoring stock or lock pin conduit, which play, reinforces country rock and locking steelframe, constraint
The effect of tunnel deformation.
It is further that in a steps, horizontally lower 30 °~45° angle is set lock foot anchoring stock or lock the pin conduit, and
Do not intersect after in lock foot anchoring stock or lock pin conduit patchhole.
It is further that the lock foot anchoring stock is self-advancing type hollow grouting anchor, the lock pin conduit is that slip casting lock pin is small
Conduit.
It is further in step c, first multiple holes to be beaten downwards from tunnel roadbed top surface, respectively in each hole interpolation after punching
Enter slip casting ductule or self-advancing type hollow grouting anchor；Set on the perisporium of slip casting ductule or the self-advancing type hollow grouting anchor
There are multiple slurries overfolw holes, and under the slip casting ductule or self-advancing type hollow grouting anchor in the same cross section in tunnel
End forms upward arch；Then, specified quantitative is injected into Rock And Soil using slip casting ductule or self-advancing type hollow grouting anchor
Slurries.
It is further, in step c, the hollow slip casting anchor of slip casting ductule or self-advancing type in the same cross section in tunnel
Bar, the spacing between adjacent two is 50~150cm；The grouting amount of every slip casting ductule or self-advancing type hollow grouting anchor is
50~250Kg.
It is further that the length of the slip casting ductule is 2~4m, and the length of the self-advancing type hollow grouting anchor is
3~4.5m.
It is further that step c also includes the injection slurries into the Rock And Soil of the side wall bottom of tunnel two and reinforced, shape
Into the Extended chemotherapy of tunnel side wall bottom, and make the Rock And Soil together with lock foot anchoring stock or the conduit anchoring of lock pin and reverse arch
The Rock And Soil of structure links together.
It is further, in addition to Step d and step e；
D, before tunnel road surface construction, first in tunnel roadbed top surface and tunnel side wall lining cutting contact surface laying individual layer or bilayer
Bar-mat reinforcement, and bar-mat reinforcement is welded and fixed with slip casting ductule or self-advancing type hollow grouting anchor exposed end portion, then pour thickness
The concrete for 30~70cm is spent, forms reinforced concrete grade beam；
E, top surface of the beam is reserved close to the position of tunnel side wall concrete secondary lining and connects a batch reinforcing bar in reinforced concrete, makes to connect a batch reinforcing bar
Together with the lining cutting bar connecting in tunnel, closure arch ring is formed.
The beneficial effects of the invention are as follows：The stability of country rock is improved by steelframe and lock foot anchoring stock or lock pin conduit, just
In the construction of tunnel bottom；Reinforced by injecting slurries into the Rock And Soil below tunnel roadbed top surface, it is not necessary to tunnel
Road bottom is excavated, and is reduced tunnel excavation section, will not be disturbed country rock, take full advantage of the mechanical property of Rock And Soil, and makes tunnel
The Rock And Soil of road bottom is reinforced, and improves the bearing capacity of Rock And Soil；The slurries of specified quantitative are injected by ad hoc fashion,
Grouting amount is controllable, and causes the Rock And Soil after reinforcing to form reverse domes, avoids tunnel bottom protuberance deformation, also improves
The stress condition of tunnel top supporting construction.This method also has constructing operation simplicity, and feasibility is strong, in work progress and applies
Safety of structure after the completion of work is high, and construction speed is fast, the advantages such as engineering cost is low.
Brief description of the drawings
Fig. 1 is certain cross-sectional structure schematic diagram using the tunnel of this method construction；
The arrangement schematic diagram of slip casting ductule or self-advancing type hollow grouting anchor when Fig. 2 is tunnel bottom slip casting；
In figure mark for：Steelframe 1, lock foot anchoring stock or lock pin conduit 2.
Embodiment
The invention will be further described below in conjunction with the accompanying drawings.
With reference to shown in Fig. 1 and Fig. 2, the construction method of tunnel bottom arching, comprise the following steps：
A, tunnel arch, wall excavate and complete preliminary bracing, and preliminary bracing includes the more Pin steelframes 1 being arranged in tunnel,
One group of lock foot anchoring stock or lock pin conduit 2 are set respectively in the tunnel corresponding with every bottom of Pin steelframes 1 or so both walls pin；Set
When locking pin conduit 2, first need to set the position of lock pin conduit 2 to drill respectively in tunnel or so both walls pin, respectively will after drilling
Lock in the patchhole of pin conduit 2, and utilize the Rock And Soil for locking the progress grouting and reinforcing of pin conduit 2 tunnel or so both walls foot position；If
When putting lock foot anchoring stock 2, after lock foot anchoring stock 2 is directly crept into tunnel or so both walls pin, the slip casting of lock foot anchoring stock 2 is utilized；
Lock foot anchoring stock or lock pin conduit 2 are used as slip casting conductor, for injecting slurries into Rock And Soil with the foundation of Strengthening Tunnel both sides
Rock And Soil；Slurries is penetrated into by lock foot anchoring stock or lock pin conduit 2 by the pressure of grouting pump, be diffused into rock stratum hole or crack
In, in slurries filling Rock And Soil inner pore or crack, improve the physical and mechanical property of Rock And Soil；Lock foot anchoring stock or lock pin conduit
2 adaptation steelframes 1 are laid, and set location is located at the steelframe bottom of both sides tunnel foundation；
B, each lock foot anchoring stock or lock pin conduit 2 are welded and fixed with respective corresponding steelframe 1 respectively；In general, it will lock
Pin anchor pole or the exposed end of lock pin conduit 2 weld together with steelframe 1, lock steelframe 1, and so setting further enhances tunnel
Preliminary bracing in road；
C, in the way of slip casting depth is successively decreased successively from centre to both sides in same tunnel cross sectional, to tunnel roadbed
Rock And Soil below top surface carries out multi-point slip casting, and the slurries of specified quantitative are injected into each point position so that is reinforced by slurries
Rock And Soil afterwards forms reverse domes；With reference to shown in Fig. 2, multiple holes are first generally beaten downwards from tunnel roadbed top surface, it is multiple
Hole sets multiple rows of, the two rounds dislocation of arbitrary neighborhood generally to be arranged positioned at the Kong Weiyi of the same cross section in tunnel in tunnel
Arrangement, and the punching depth of each row is successively decreased successively from the middle part of tunnel cross sectional to both sides；Generally in every Pin steelframes 1 just
A round is made a call in lower section, that is, usually requires to carry out slip casting arching to the tunnel bottom immediately below every Pin steelframes 1；Respectively each after punching
Slip casting ductule or self-advancing type hollow grouting anchor, the week of slip casting ductule or the self-advancing type hollow grouting anchor are inserted in hole
Wall is provided with multiple slurries overfolw holes, and slip casting ductule or the hollow slip casting anchor of self-advancing type in the same cross section in tunnel
The lower end of bar forms upward arch, i.e., in arcs of recesses；Then, using slip casting ductule or self-advancing type hollow grouting anchor to rock
The slurries of injection specified quantitative, are reinforced to the Rock And Soil below tunnel roadbed top surface in the soil body；Slip casting ductule or self-advancing type
Slurries overfolw hole is not provided with the perisporium of hollow grouting anchor exposed junction, multiple slurries overfolw holes are generally in slip casting ductule or certainly
Enter on the anchoring section of formula hollow grouting anchor and be uniformly arranged；Preferably, slurries overfolw hole is in quincunx, i.e., along the circumferential ring of circular hole
Shape array is provided with the irregularly-shaped hole of at least three petal pore structures；Specifically, the long 30cm of the exposed junction of slip casting ductule, its anchoring section
15~20cm of upper interval sets a slurries overfolw hole；The long 30cm of exposed junction of self-advancing type hollow grouting anchor, on its anchoring section
It is spaced 60~80cm and one slurries overfolw hole is set；Typically by grouting pump to slip casting ductule or self-advancing type hollow grouting anchor
The slurries amount of middle slip casting, every slip casting ductule or the injection of self-advancing type hollow grouting anchor is generally can make any phase in tunnel
The slurries that adjacent two slip casting ductules or self-advancing type hollow grouting anchor are injected, which can intersect, to be defined, or that can make
The slurry that two slip casting ductules or self-advancing type hollow grouting anchor of arbitrary neighborhood in the same cross section in tunnel are injected
Liquid energy enough intersects and is defined；Preferably, the slip casting ductule in the step in the same cross section in tunnel or self-advancing type are hollow
Grouted anchor bar, the spacing between adjacent two are 50~150cm, every slip casting ductule or self-advancing type hollow grouting anchor note
Slurry amount is 50~250Kg；Specifically, the length of the slip casting ductule is 2~4m, the length of the self-advancing type hollow grouting anchor
Spend for 3~4.5m；Slip casting ductule is typically made of the steel pipe of the seamless steel floral tubes of φ 42x4mm or other models；In self-advancing type
Empty grouted anchor bar is generally 25~32mm of diameter phi, the pipe of all cornice injected holes；The slurries injected into rock mass are preferably
P.O42.5 cement；Wherein, multiple finger two or more；
D, before tunnel road surface construction, first in tunnel roadbed top surface and tunnel side wall lining cutting contact surface laying individual layer or bilayer
Bar-mat reinforcement, and bar-mat reinforcement is welded and fixed with slip casting ductule or self-advancing type hollow grouting anchor exposed end portion, then pour thickness
The concrete for 30~70cm is spent, forms reinforced concrete grade beam；Generally use C20 or C25 concrete are poured in the step；
E, top surface of the beam is reserved close to the position of tunnel side wall concrete secondary lining and connects a batch reinforcing bar in reinforced concrete, makes to connect a batch reinforcing bar
Together with the lining cutting bar connecting in tunnel；
F, road surface is laid in the upside of reinforced concrete grade beam.
Preferably, two lock foot anchoring stocks or lock pin conduit 2 are one group in a steps, and are arranged on tunnel or so both walls
Lock foot anchoring stock or lock pin conduit 2 in pin is symmetrical two-by-two, that is, the one group of lock foot anchoring stock or lock pin being arranged in left tunnel side wall pin
Conduit 2 and the one group of lock foot anchoring stock or lock pin conduit 2 that are arranged in tunnel right-side wall pin are symmetrical.Specifically, the lock foot anchoring stock 2
For self-advancing type hollow grouting anchor, the lock pin conduit 2 is that pin ductule is locked in slip casting.
In order that steelframe 1 can preferably limit tunnel vault sinking deformation, the lock foot anchoring stock described in a steps or
Locking pin conduit 2, horizontally lower 30 °~45° angle is set, and in lock foot anchoring stock or the patchhole of lock pin conduit 2 after do not intersect；Set
When putting, the lower end of lock foot anchoring stock or lock pin conduit 2 tilts insertion tunnel side wall directed downwardly, and lock foot anchoring stock or lock pin conduit 2 with
The angle of horizontal plane is 30 °~45 °.
In order to improve the integrally-built stability in tunnel, and the sinking of tunnel vault is further limited, the step c is also wrapped
Include the injection slurries into the Rock And Soil of the side wall bottom of tunnel two to be reinforced, form the Extended chemotherapy of tunnel side wall bottom, and
The Rock And Soil of the Rock And Soil together with being anchored with lock foot anchoring stock or lock pin conduit 2 and reverse domes is set to link together, such as
Shown in Fig. 1.
Claims (10)
1. the construction method of tunnel bottom arching, it is characterised in that comprise the following steps：
A, tunnel arch, wall excavate and complete preliminary bracing, and preliminary bracing includes more Pin steelframes (1) in the tunnel, with
One group of lock foot anchoring stock or lock pin conduit (2) are set respectively in every corresponding tunnel in Pin steelframe (1) bottom or so both walls pin；
B, each lock foot anchoring stock or lock pin conduit (2) are welded and fixed with respective corresponding steelframe (1) respectively；
C, by same tunnel cross sectional slip casting depth successively decrease successively from centre to both sides in the way of to tunnel roadbed top surface
Following Rock And Soil carries out multi-point slip casting, and the slurries of specified quantitative are injected into each point position so that after being reinforced by slurries
Rock And Soil forms reverse domes.
2. the construction method of tunnel bottom arching as claimed in claim 1, it is characterised in that：In a steps, two lock foot anchoring stocks
Or lock pin conduit (2) is one group, and the lock foot anchoring stock or lock pin conduit (2) that are arranged in tunnel or so both walls pin are right two-by-two
Claim.
3. the construction method of tunnel bottom arching as claimed in claim 1, it is characterised in that in a steps, lock pin conduit is set
(2) mode is：In tunnel or so, both walls pin needs to set the position of lock pin conduit (2) to drill respectively, respectively will after drilling
Lock in pin conduit (2) patchhole, and utilize the ground for locking pin conduit (2) progress grouting and reinforcing tunnel or so both walls foot position
Body；Set lock foot anchoring stock mode be：After lock foot anchoring stock is directly crept into tunnel or so both walls pin, noted using lock foot anchoring stock
Slurry.
4. the construction method of tunnel bottom arching as claimed in claim 3, it is characterised in that：In a steps, the lock foot anchoring stock
Or horizontally lower 30 °~45° angle is set lock pin conduit (2), and in lock foot anchoring stock or lock pin conduit (2) patchhole after do not hand over
Fork.
5. the construction method of the tunnel bottom arching as any one of Claims 1-4, it is characterised in that：The lock pin
Anchor pole is self-advancing type hollow grouting anchor, and the lock pin conduit is that pin ductule is locked in slip casting.
6. the construction method of tunnel bottom arching as claimed in claim 1, it is characterised in that：In step c, first from tunnel roadbed
Top surface beats downwards multiple holes, inserts slip casting ductule or self-advancing type hollow grouting anchor after punching in each hole respectively；The note
The perisporium of slurry ductule or self-advancing type hollow grouting anchor is provided with multiple slurries overfolw holes, and is located at the same cross section in tunnel
Interior slip casting ductule or the lower end of self-advancing type hollow grouting anchor form upward arch；Then, using slip casting ductule or
Self-advancing type hollow grouting anchor injects the slurries of specified quantitative into Rock And Soil.
7. the construction method of tunnel bottom arching as claimed in claim 6, it is characterised in that：It is same positioned at tunnel in step c
Slip casting ductule or self-advancing type hollow grouting anchor in cross section, the spacing between adjacent two is 50~150cm；Every note
The grouting amount for starching ductule or self-advancing type hollow grouting anchor is 50~250Kg.
8. the construction method of tunnel bottom arching as claimed in claims 6 or 7, it is characterised in that：The slip casting ductule
Length is 2~4m, and the length of the self-advancing type hollow grouting anchor is 3~4.5m.
9. the construction method of the tunnel bottom arching as described in claim 1,2,3,4,6 or 7, it is characterised in that：Step c is also
Reinforced including injecting slurries into the Rock And Soil of the side wall bottom of tunnel two, form the Extended chemotherapy of tunnel side wall bottom,
And Rock And Soil together with lock foot anchoring stock or lock pin conduit (2) anchoring and the Rock And Soils of reverse domes is set to be connected to one
Rise.
10. the construction method of tunnel bottom arching as claimed in claims 6 or 7, it is characterised in that：Also include Step d and e is walked
Suddenly；
D, before tunnel road surface construction, first in tunnel roadbed top surface and tunnel side wall lining cutting contact surface laying individual layer or double steel bar
Net, and bar-mat reinforcement is welded and fixed with slip casting ductule or self-advancing type hollow grouting anchor exposed end portion, then pouring thickness is
30~70cm concrete, form reinforced concrete grade beam；
E, top surface of the beam is reserved close to the position of tunnel side wall concrete secondary lining and connects a batch reinforcing bar in reinforced concrete, makes to connect batch reinforcing bar and tunnel
Lining cutting bar connecting in road together, forms closure arch ring.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201510450372.9A CN104963696B (en) | 2015-07-28 | 2015-07-28 | The construction method of tunnel bottom arching |
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| CN201510450372.9A CN104963696B (en) | 2015-07-28 | 2015-07-28 | The construction method of tunnel bottom arching |
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| CN104963696B true CN104963696B (en) | 2017-11-10 |
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Families Citing this family (6)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105781592A (en) * | 2015-12-24 | 2016-07-20 | 山东科技大学 | Reinforcing treatment technique for combined pile foundation groups of bottom slab of deep large underground chamber |
| CN105863677B (en) * | 2016-04-12 | 2018-11-13 | 中国电建集团成都勘测设计研究院有限公司 | The reinforcement means of Tunnel |
| CN106968140B (en) * | 2017-04-16 | 2019-03-15 | 中铁二院工程集团有限责任公司 | The construction method of structure is repaired in a kind of non-fragment orbit railway tunnel arch |
| CN107420121A (en) * | 2017-09-20 | 2017-12-01 | 中铁十四局集团有限公司 | A kind of interim steelframe locks pin construction method |
| CN107642370A (en) * | 2017-10-25 | 2018-01-30 | 中国水利水电第十工程局有限公司 | Tunnel inverted arch repairs secondary lining ruggedized construction and construction method |
| CN108386198A (en) * | 2018-02-01 | 2018-08-10 | 中国水利水电第十四工程局有限公司 | A kind of novel tunnel inverted arch basement weak country rock processing method |
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| CN203476347U (en) * | 2013-07-24 | 2014-03-12 | 中南大学 | Preliminary bracing device for collapsible loess tunnel |
| CN203626853U (en) * | 2013-12-16 | 2014-06-04 | 山西省交通规划勘察设计院 | Expansive rock area tunnel inverted arch reinforcement device |
| CN104100280B (en) * | 2014-07-07 | 2015-06-17 | 中冶交通工程技术有限公司 | Primary double-wing outrigger support structure and tunnel construction method thereof |
| CN105298516A (en) * | 2015-11-11 | 2016-02-03 | 中铁二院工程集团有限责任公司 | Combined supporting structure of steel pipe pile steel-bar-embedded tunnel composite lining used for soft foundation |
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