CN105937396B - A kind of method for protecting support of ridge ridge section highly stress soft rock stress constructing tunnel Deformation control - Google Patents
A kind of method for protecting support of ridge ridge section highly stress soft rock stress constructing tunnel Deformation control Download PDFInfo
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- CN105937396B CN105937396B CN201610359277.2A CN201610359277A CN105937396B CN 105937396 B CN105937396 B CN 105937396B CN 201610359277 A CN201610359277 A CN 201610359277A CN 105937396 B CN105937396 B CN 105937396B
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
Abstract
A kind of method for protecting support of ridge ridge section of the present invention highly stress soft rock stress constructing tunnel Deformation control is arranged in an orderly manner, and working procedure is compact, significant effect.When excavating ridge ridge section highly stress soft rock stress tunnel, it can effectively reach control tunnel wall rock deformation using the method, so that the subsequent construction and operation security for ridge ridge section highly stress soft rock stress tunnel provide guarantee.
Description
[technical field]
The present invention relates to tunnel excavation technical field, more particularly, to a kind of ridge ridge section highly stress soft rock stress constructing tunnel
The method for protecting support of Deformation control.
[background technique]
Well known, the tunnel in ridge under the conditions of ridge section highly stress soft rock stress is in the construction process by high-ground stress and weakness
Uncontrollable deformation easily occurs for the collective effect of country rock, the support system in tunnel.Ridge ridge section refers to buries locating for tunnel
Deep maximum, crustal stress highest, country rock is extremely broken, and deflection is maximum, difficulty of construction location abnormal big.Occur this kind of to be difficult to control
The deformation of system will lead to the failure of tunnel support system destruction, phenomena such as concrete block is fallen, steel arch-shelf distorts occurs.Thereupon
Large deformation, will lead to tunnel clearance invade limit in addition tunnel cave, seriously jeopardize personnel and equipment safety, influence construction speed,
Cause sharply increasing for construction cost.Deformation control after high crustal stress section constructing tunnel is whether engineering is successfully crucial.
It is controlled and is deformed by supporting construction, destroy structure not, and be unable to boundary and invade limit, it is ensured that run limit after the completion of tunnel
It meets the requirements.Other outer contours that limit refers to the inner outline intrusion tunnel of Tunnel are invaded on boundary, are not allow to send out
Raw.
Previous high ground stress soft rock stress tunnel, especially under conditions of greater level geotechnic stress and weak surrounding rock,
Large deformation usually occurs for the abutment wall position in tunnel, and the deformation control method taken is mostly long to increase steel arch-shelf model, increase anchor pole
It spends, add anchor cable, increase the supporting measures such as set arch to reduce the deformation in tunnel.Since these measures do not form effective support system
System, although can play a role to Deformation control, effect is undesirable in many cases, and still more appearance boundary is invaded
Limit problem needs to continue primary or even repeatedly changes preliminary bracing to solve.Construction cost is both increased in this way, is delayed
Construction time, while also great risk is brought to constructing tunnel.
[summary of the invention]
In order to overcome the shortcomings in the background art, the present invention provides a kind of ridge ridge section highly stress soft rock stress constructing tunnels
The method for protecting support of Deformation control, the method can effectively control electrode high-ground stress constructing tunnel deform after excavating, and be tunnel
Subsequent construction and operation security provide guarantee.
For achieving the above object, the present invention adopts the following technical scheme:
A kind of method for protecting support of ridge ridge section highly stress soft rock stress constructing tunnel Deformation control, its step are as follows:
A. it when ridge section tunnel excavation suffers from highly stress soft rock stress when ridge, first excavates and forms step work surface, be subsequent
Construction provides job platform；
B. after the completion of tunnel top bar excavation, carry out the vertical arch of top bar work surface, be drilled with anchor pole, hang steel mesh and
The first layer preliminary bracing of gunite concrete is arranged；
C. when the preliminary bracing of top bar first layer after setting completed, carry out tunnel in step two sides mistake away from excavation, middle step
Step work surface is vertical after the completion of excavation, in progress encircles, is drilled with anchor pole, hangs steel mesh and the first layer initial stage branch of gunite concrete
Shield setting；
D. after the completion of step first layer preliminary bracing in tunnel, carry out, the vertical arch of middle step work surface, be drilled with anchor pole,
Hang the second layer supporting setting of steel mesh and gunite concrete；
E. it on tunnel, after the completion of middle step second layer supporting, carries out tunnel and gets out of a predicament or an embarrassing situation two sides mistake away from excavation, get out of a predicament or an embarrassing situation
After the completion of excavation, carry out tunnel get out of a predicament or an embarrassing situation first layer preliminary bracing and second layer supporting vertical arch, be drilled with anchor pole, hang steel mesh
It is arranged with gunite concrete；
F. after the completion of second layer supporting is got out of a predicament or an embarrassing situation in tunnel, tunnel inverted arch excavation is carried out.After the completion of inverted arch excavates, construction
First layer preliminary bracing, second layer supporting and inverted arch truss at inverted arch position are set；
G. after the completion of tunnel inverted arch first layer preliminary bracing and second layer supporting, tunnel inverted arch position third layer branch is carried out
The setting of the double layer bar and gunite concrete of shield；
H. after the completion of tunnel inverted arch third layer supporting, the double of the 4th layer of tunnel inverted arch position supporting inverted arch lining cutting are carried out
The setting of layer steel mesh and casting concrete；
I. after the completion of the 4th layer of supporting inverted arch lining cutting of tunnel inverted arch, the setting of tunnel inverted arch fill concrete is carried out；
J. after the completion of the filling of tunnel inverted arch, the double layer bar and gunite concrete of the supporting of tunnel arch wall third layer are carried out
Setting；
K. after the completion of tunnel arch wall third layer supporting, the setting of tunnel long anchor pole, anchor cable and radial grouting is carried out；
L. after the completion of the long anchor pole in tunnel, anchor cable and radial grouting, basal plane processing is carried out, tunnel water proofing system is carried out and sets
It sets；
M. it after the completion of tunnel water proofing system, carries out the double layer bar of the 4th layer of supporting arch wall lining cutting of tunnel arch wall and pours
Infuse the setting of concrete；
N. step A~M is repeated, until ridge ridge section highly complete by stress soft rock stress tunnel excavation.
A kind of method for protecting support of ridge ridge section highly stress soft rock stress tunnel deformation control, the tunnel in step A is applied
Work work surface is divided into the step of upper, middle and lower three, and length of bench is 3 ~ 5m, height 4.0m.
The method for protecting support of a kind of ridge ridge section highly stress soft rock stress tunnel deformation control, in the step B ~ F
First and second layer of preliminary bracing is set as stand in constructing tunnel work surface encircleing, hanging steel mesh, being drilled with anchor pole and injection coagulation
Soil, first and second layer of preliminary bracing loopful steelframe are H175 fashioned iron, 0.7m/ Pin, two layers of first branch steelframe interlaced arrangement.Loopful injection
C30 concrete, thickness first layer 33cm, second layer 25cm；Arch wall sets 8 reinforced mesh of φ, grid spacing 20cm × 20cm；Every Pin
Steelframe sets 12 22 grouting rock bolts of Φ and carries out lock foot, long 3m.
The method for protecting support of a kind of ridge ridge section highly stress soft rock stress tunnel deformation control, in step H, J
Inverted arch and arch wall third layer supporting are set as being laid with double layer bar and gunite concrete in constructing tunnel work surface.Third layer
Supporting main reinforcement uses 22 screw-thread steel of Φ, longitudinal pitch 20cm；Distributing reinforcement uses 14 screw-thread steel of Φ, circumferential spacing 25cm, and stirrup is adopted
With 8 round steel of φ, spacing 25cm.Third layer supporting concrete thickness is 40cm, reinforcing bar interlamellar spacing 26.2cm.Inverted arch reinforcing bar and inverted arch
When truss has conflict, appropriate adjustment inverted arch bar spacing and layer away from.
The method for protecting support of a kind of ridge ridge section highly stress soft rock stress tunnel deformation control, in step I, L
The 4th layer of supporting of inverted arch and arch wall is set as being laid with double layer bar and casting concrete in constructing tunnel work surface, the 4th layer
Support lining Structural Lining reinforcing bar main reinforcement uses 22 screw-thread steel of Φ, longitudinal pitch 20cm；Distributing reinforcement uses 14 screw-thread steel of Φ, circumferential
Spacing 25cm, stirrup use 8 round steel of φ, spacing 25cm.Arch wall lining concrete with a thickness of 70cm, reinforcing bar interlamellar spacing 56.2cm,
Inverted arch reinforcing bar has with inverted arch truss when conflicting, appropriate adjustment bar spacing and layer away from.
By adopting the above-described technical solution, the invention has the following beneficial effects:
A kind of ridge ridge section of the present invention method for protecting support that highly stress soft rock stress tunnel deformation controls is arranged in an orderly manner, and is applied
Work process is compact, significant effect.When excavating ridge ridge section highly stress soft rock stress tunnel, can effectively be reached using the method
To control tunnel wall rock deformation, so that the subsequent construction and operation security for ridge ridge section highly stress soft rock stress tunnel provide guarantor
Card.
[Detailed description of the invention]
Fig. 1 is schematic elevation view of the invention；
Fig. 2 is vertical section schematic diagram of the present invention；
In figure: 1, tunnel；2, highly stress soft rock stress；3, first layer preliminary bracing；4, second layer supporting；5, third layer branch
Shield；6, the 4th layer of support lining structure；7, inverted arch is filled；8, long anchor pole；9, anchor cable；10, inverted arch truss.
[specific embodiment]
The present invention can be explained in more detail by the following examples, the open purpose of the present invention is intended to protect the present invention
All changes and improvements in range, the invention is not limited to the following examples；
The method for protecting support that highly stress soft rock stress tunnel deformation controls of the ridge ridge section in conjunction with described in attached drawing, the method energy
Enough to use excavating ridge ridge section when highly large deformation occurs for stress soft rock stress tunnel, the step of the method, is as follows:
A, it when excavation suffers from highly stress soft rock stress 2 when the ridge tunnel Ji Duan 1, first excavates and forms step work surface, after being
Continuous construction provides job platform；
B, after the completion of 1 top bar of tunnel excavation, carry out the vertical arch of top bar work surface, be drilled with anchor pole, hang steel mesh and
The first layer preliminary bracing 3 of gunite concrete is arranged；
C, when top bar first layer preliminary bracing 3 after setting completed, carry out in tunnel 1 that step two sides mistake is away from excavation, middle
Step work surface is vertical after the completion of rank is excavated, in progress encircles, is drilled with anchor pole, hangs steel mesh and the first layer initial stage of gunite concrete
Supporting 3 is arranged；
D, it after the completion of step first layer preliminary bracing 3 in tunnel 1, carries out, the vertical arch of middle step work surface, be drilled with anchor
Bar, the setting of second layer supporting 4 for hanging steel mesh and gunite concrete；
E, it on tunnel 1, after the completion of middle step second layer supporting 4, carries out tunnel 1 and gets out of a predicament or an embarrassing situation two sides mistake away from excavation, leave office
After the completion of rank is excavated, carry out tunnel 1 get out of a predicament or an embarrassing situation first layer preliminary bracing 3 and second layer supporting 4 vertical arch, be drilled with anchor pole, hang
Steel mesh and gunite concrete setting；
F, it after the completion of second layer supporting 4 is got out of a predicament or an embarrassing situation in tunnel 1, carries out 1 inverted arch of tunnel and excavates.After the completion of inverted arch excavates, apply
First layer preliminary bracing 3, second layer supporting 4 and inverted arch truss 10 at inverted arch position is arranged in work；
G, after the completion of 1 inverted arch first layer preliminary bracing 3 of tunnel and second layer supporting 4,1 inverted arch position third of tunnel is carried out
The setting of the double layer bar and gunite concrete of layer supporting 5；
H, after the completion of 1 inverted arch third layer supporting 5 of tunnel, the 6 inverted arch lining cutting of supporting of the 4th layer of 1 inverted arch position of tunnel is carried out
The setting of double layer bar and casting concrete；
I, it after the completion of the 4th layer of 6 inverted arch lining cutting of supporting of 1 inverted arch of tunnel, carries out 1 inverted arch of tunnel and fills setting for 7 concrete
It sets；
J, after the completion of 1 inverted arch of tunnel filling 7, double layer bar and the injection for carrying out 1 arch wall third layer supporting 5 of tunnel are mixed
Coagulate the setting of soil；
K, after the completion of 1 arch wall third layer supporting 5 of tunnel, setting for the long anchor pole 8 in tunnel 1, anchor cable 9 and radial grouting is carried out
It sets；
L, after the completion of the long anchor pole 8 in tunnel 1, anchor cable 9 and radial grouting, basal plane processing is carried out, carries out tunnel water proofing system
Setting；
M, after the completion of 1 water-proof system of tunnel, the double layer bar of the 4th layer of 6 arch wall lining cutting of supporting of 1 arch wall of tunnel is carried out
With the setting of casting concrete；
N, step A~M is repeated, until highly 2 tunnel 1 of stress soft rock stress excavates completion to ridge ridge section.
Not stating part in the above content carefully is the prior art, therefore does not run business into particular one and state.
Claims (4)
1. a kind of method for protecting support of ridge ridge section highly stress soft rock stress constructing tunnel Deformation control, it is characterised in that: including following
Step:
A, it when ridge section tunnel excavation suffers from highly stress soft rock stress when ridge, first excavates and forms step work surface, be subsequent construction
Job platform is provided；
B, after the completion of tunnel top bar excavation, the vertical arch of top bar work surface is carried out, anchor pole is drilled with, hangs steel mesh and spray mixed
Coagulate the first layer preliminary bracing setting of soil；
C, when the preliminary bracing of top bar first layer after setting completed, carry out tunnel in step two sides mistake away from excavation, middle bench excavation
After the completion, the vertical arch of step work surface in progress, be drilled with anchor pole, hang steel mesh and the first layer preliminary bracing of gunite concrete is set
It sets；
D, it after the completion of step first layer preliminary bracing in tunnel, carries out, the vertical arch of middle step work surface, is drilled with anchor pole, hangs
The second layer supporting of steel mesh and gunite concrete is arranged；
E, it on tunnel, after the completion of middle step second layer supporting, carries out tunnel and gets out of a predicament or an embarrassing situation two sides mistake away from excavation, get out of a predicament or an embarrassing situation and excavated
Cheng Hou, carry out tunnel get out of a predicament or an embarrassing situation first layer preliminary bracing and second layer supporting vertical arch, be drilled with anchor pole, hang steel mesh and injection
Concrete setting；
F, after the completion of second layer supporting is got out of a predicament or an embarrassing situation in tunnel, tunnel inverted arch excavation is carried out, after the completion of inverted arch excavates, construction setting is faced upward
Encircle first layer preliminary bracing, second layer supporting and the inverted arch truss at position；
G, after the completion of tunnel inverted arch first layer preliminary bracing and second layer supporting, the third layer supporting of tunnel inverted arch position is carried out
The setting of double layer bar and gunite concrete；
H, after the completion of tunnel inverted arch third layer supporting, the double steel bar of the 4th layer of supporting inverted arch lining cutting in tunnel inverted arch position is carried out
The setting of net and casting concrete；
I, after the completion of the 4th layer of supporting inverted arch lining cutting of tunnel inverted arch, the setting of tunnel inverted arch fill concrete is carried out；
J, after the completion of the filling of tunnel inverted arch, the double layer bar of tunnel arch wall third layer supporting and setting for gunite concrete are carried out
It sets；
K, after the completion of tunnel arch wall third layer supporting, the setting of tunnel long anchor pole, anchor cable and radial grouting is carried out；
L, after the completion of the long anchor pole in tunnel, anchor cable and radial grouting, basal plane processing is carried out, carries out the setting of tunnel water proofing system；
M, after the completion of tunnel water proofing system, double layer bar and the casting for carrying out the 4th layer of supporting arch wall lining cutting of tunnel arch wall are mixed
Coagulate the setting of soil；
N, step A~M is repeated, until ridge ridge section highly complete by stress soft rock stress tunnel excavation；
First and second layer of preliminary bracing in the step B ~ F is set as stand in constructing tunnel work surface encircleing, hanging reinforcing bar
Net is drilled with anchor pole and gunite concrete, and first and second layer of preliminary bracing loopful steelframe is H175 fashioned iron, 0.7m/ Pin, branch at the beginning of two layers
Steelframe interlaced arrangement, loopful spray C30 concrete, thickness first layer 33cm, second layer 25cm；Arch wall sets 8 reinforced mesh of φ, net
Compartment is away from 20cm × 20cm；Every Pin steelframe sets 12 22 grouting rock bolts of Φ and carries out lock foot, long 3m.
2. a kind of method for protecting support of ridge ridge section according to claim 1 highly stress soft rock stress constructing tunnel Deformation control,
It is characterized by: the constructing tunnel work surface in step A is divided into the step of upper, middle and lower three, length of bench is 3 ~ 5m, height
4.0m。
3. a kind of method for protecting support of ridge ridge section according to claim 1 highly stress soft rock stress constructing tunnel Deformation control,
It is characterized by: inverted arch and arch wall third layer supporting in step H, J, are set as being laid in constructing tunnel work surface double-deck
Steel mesh and gunite concrete, third layer supporting main reinforcement use 22 screw-thread steel of Φ, longitudinal pitch 20cm；Distributing reinforcement uses 14 spiral shell of Φ
Line steel, circumferential spacing 25cm, stirrup use 8 round steel of φ, spacing 25cm, and third layer supporting concrete thickness is 40cm, steel bar layer
Spacing 26.2cm, inverted arch reinforcing bar has with inverted arch truss when conflicting, appropriate adjustment inverted arch bar spacing and layer away from.
4. a kind of method for protecting support of ridge ridge section according to claim 1 highly stress soft rock stress constructing tunnel Deformation control,
It is characterized by: the 4th layer of supporting of inverted arch and arch wall in step I, L, is set as being laid in constructing tunnel work surface double-deck
Steel mesh and casting concrete, the 4th layer of support lining Structural Lining reinforcing bar main reinforcement use 22 screw-thread steel of Φ, longitudinal pitch 20cm；
Distributing reinforcement uses 14 screw-thread steel of Φ, circumferential spacing 25cm, and stirrup uses 8 round steel of φ, spacing 25cm, arch wall lining concrete thickness
Degree is 70cm, reinforcing bar interlamellar spacing 56.2cm, and inverted arch reinforcing bar has with inverted arch truss when conflicting, appropriate adjustment bar spacing and layer away from.
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| CN106481343B (en) * | 2016-11-14 | 2018-07-03 | 西安科技大学 | A kind of Soft Rock Tunnel Excavation and preliminary bracing method |
| CN106761845B (en) * | 2016-12-16 | 2019-03-26 | 长安大学 | A kind of lock foot technique of large-deformation tunnel in soft rock steelframe |
| CN108518230A (en) * | 2018-03-19 | 2018-09-11 | 中铁隧道局集团有限公司 | A kind of highly stress soft rock stress Tunnel Second Lining deformation control method and structure |
| CN108894801B (en) * | 2018-07-04 | 2019-11-29 | 中铁十一局集团第五工程有限公司 | The impervious structure of high-pressure water-rich solution cavity of tunnel section supporting and construction method |
| CN109826632B (en) * | 2019-03-26 | 2020-06-16 | 西南交通大学 | Large deformation control method for weak broken carbonaceous shale single-line tunnel |
| CN110145329B (en) * | 2019-06-05 | 2020-08-11 | 中国矿业大学(北京) | Deep soft rock circular roadway supporting method |
| CN110318793A (en) * | 2019-07-12 | 2019-10-11 | 中铁十二局集团有限公司 | Soft rock large deformation section tunnel inverted arch handles the construction method of long anchor pole |
| CN110714770A (en) * | 2019-10-29 | 2020-01-21 | 中铁隧道集团二处有限公司 | Support method for releasing high ground stress of hard horizontal surrounding rock through buffer layer |
| CN111594182A (en) * | 2020-05-14 | 2020-08-28 | 北京交通大学 | Large deformation control method for large buried depth soft rock tunnel |
| CN113047849B (en) * | 2021-05-20 | 2024-03-01 | 宜春学院 | Construction method for lining support of soft rock biased tunnel |
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