CN106223349A - A kind of prevention and controls of mountain highway tunnel portal side slope sloughing risk - Google Patents
A kind of prevention and controls of mountain highway tunnel portal side slope sloughing risk Download PDFInfo
- Publication number
- CN106223349A CN106223349A CN201610611549.3A CN201610611549A CN106223349A CN 106223349 A CN106223349 A CN 106223349A CN 201610611549 A CN201610611549 A CN 201610611549A CN 106223349 A CN106223349 A CN 106223349A
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- Prior art keywords
- tunnel
- side slope
- open cut
- risk
- sloughing
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention discloses the prevention and controls of a kind of mountain highway tunnel portal side slope sloughing risk, including: S1: outside prolongation open cut tunnel to side slope sloughing risk zones, and carry out the note dual slurry reinforcing of open cut tunnel foundation bottom；S2: increase by one layer 10～20cm thick foam carpet outside open cut tunnel, for buffering the backfill cubic metre of earth and stone impact to open cut tunnel；S3: synchronize the backfill cubic metre of earth and stone in open cut tunnel both sides, the fight back cubic meter of stone that bankets in hole is high more than 1 Bei Dong footpath, and covers the sliding surface lower cut of side slope sloughing；S4: if at aforesaid sliding surface other sliding surface present above, cutouts slipping block the most again, symmetry is filled out at open cut tunnel both sides and Dong Ding, and covered lower cut more than the height 1m of other sliding surface.The present invention is directed to tunnel portal side slope sloughing risk, utilize the compound mode of " consolidated subsoil+prolongations open cut tunnel+synchronizations backfills the cubic metre of earth and stone+cutouts slipping block and fill ", control side slope slump risk, have low cost, occupation of land less, working security high.
Description
Technical field
The invention belongs to construction method field, be specifically related to the preventing and treating of a kind of mountain highway tunnel portal side slope sloughing risk
Method.
Background technology
China last century 80～the many mountain highway tunnels built the nineties use and shorten length of tunnel, form hole road
Moat side slope scheme, reaches the purpose of saving fund, but also form the phenomenon of tunnel portal side slope sloughing risk.Prior art
In, have the prevention and controls of more side slope sloughing risk, as anchor pole or anchor cable reinforce, friction pile props up shelves, excavate slipping block unloading adds
Gu and extend open cut tunnel etc..But owing to side slope slump relates to some complicated factors, existing method applied mechanically by simple machinery can not
Well solve problem, be easily caused the generation of second accident.Situation about having cut out especially for slipping block bottom, directly enters
Row unloading or bolt anchorage are easy to, because mechanical vibration cause slope instability, produce security incident.
Summary of the invention
It is an object of the invention to solve existing mountain highway shortening tunnel portal side slope and there is the problem of sloughing risk, directly
Connect and use mechanics methods analyst mountain highway tunnel portal side slope sloughing risk, and a kind of safer stable mountain highway tunnel is provided
The prevention and controls of road Tunnel slope sloughing risk.
The technical solution adopted in the present invention is as follows:
The prevention and controls of mountain highway tunnel portal side slope sloughing risk, comprises the following steps:
S1: outside prolongation open cut tunnel to side slope sloughing risk zones, and carry out the note dual slurry reinforcing of open cut tunnel foundation bottom；
S2: increase by one layer 10～20cm thick foam carpet outside open cut tunnel, for buffering the backfill cubic metre of earth and stone to open cut tunnel
Impact；
S3: synchronize the backfill cubic metre of earth and stone in open cut tunnel both sides, the fight back cubic meter of stone that bankets in hole is high more than 1 Bei Dong footpath, and it is sliding to cover side slope
The sliding surface lower cut collapsed；
S4: if at aforesaid sliding surface other sliding surface present above, cutouts slipping block the most again, symmetry is filled out bright
Both sides, hole and Dong Ding, and cover lower cut more than the height 1m of other sliding surface.
S1～S4 of the present invention is system all linked with one another, all can not be default between each step.The method first passes through S1,
Extend to open cut tunnel outside side slope sloughing risk zones, prevent in work progress, because slope instability is to workmen or car
Cause damage, and the open cut tunnel extended can be further used as being subsequently formed the basis of mechanical balance system.Further, logical
Cross S2 and lay foam carpet, ready for the follow-up backfill cubic metre of earth and stone, otherwise in backfilling process, easily open cut tunnel top is caused
Damage, buries potential risk.Then, by S3, at open cut tunnel two the synchronization backfill cubic metre of earth and stone to design height, it makes top be formed
Mechanical balance system.The reason of side slope slump is mechanics unstability, does not has enough power to support massif and extends out, and by backfill
The cubic metre of earth and stone covers the sliding surface lower cut of side slope sloughing, on the one hand defines the reverse support force extending out massif, controls mountain
The further slump of body；On the other hand, slide surface is defined integument, even if massif occurs landslide further, as its
Lower cut is covered by the soil body, reduces potential energy in slipping and, to dynamic transformation of energy, prevents it from directly pounding to open cut tunnel.Further
, by S4, if there is also other slide surfaces above the most controlled slide surface, extending open cut tunnel due to bottom and setting has been filled out
Soil, does not haves serious landslide accident, therefore can fill out its symmetry in open cut tunnel both sides and hole with slipping block above cutouts
Top, covers the lower cut in the face that slides above the most in the manner aforesaid.This step is by sliding for the top that originally can cause landslide hazard
Move block and be converted into the pressure of suppression residue slipping block, form mechanical balance system, control Tunnel slope sloughing risk.
As preferably, before open cut tunnel both sides synchronize the backfill cubic metre of earth and stone, build, away from side slope sloughing side, the gear that bankets at open cut tunnel
Wall, to banketing, the earthwork is supported, to reduce the occupation of land of earthwork landfill.
As preferably, after completing step S4, check and extend open cut tunnel backfill upper slope stability, unstable position is used again
Crab-bolt or bolt anchorage.
As preferably, in dual slurry reinforcing process, dual liquid type serosity is configured to: cement mortar weight ratio=cement: water=1:
0.5～0.8；Waterglass slurry weight ratio=waterglass: water=1:3～1；Grouting volume ratio=cement mortar: waterglass serosity=
1:1；Grouting pressure is set as 0.10～0.2Mpa, grouting amount according to practical situation till filling.Through overtesting, this biliquid
Open cut tunnel can effectively be reinforced by type serosity, improves stability.
The method of the present invention can optimize for following mountain highway tunnel portal side slope operating mode to be disposed: tunnel portal
Side slope on top has slipping block to cut out, and slipping block lower cut-out distance hole slope only has 1～1.5m, the massif in this tunnel
In also there is another adjacent reverse tunnel.The method of the present invention is particularly suited for this operating mode.
As preferably, tunnel portal side slope danger stone before extending open cut tunnel construction, should be removed.
The present invention is directed to tunnel portal side slope sloughing risk, situation about having cut out especially for slipping block bottom, utilize
The compound mode of " consolidated subsoil+prolongation open cut tunnel+synchronization backfill cubic metre of earth and stone+cutouts slipping block fills ", controls side slope sliding
Collapse risk.And slipping block symmetry is filled out at open cut tunnel both sides and Dong Ding, be waste fill place again can be as remaining slipping block
Balanced body, not influence ecological environment, achieve many things at one stroke.The present invention also have low cost, take up an area less, working security high.
Accompanying drawing explanation
Fig. 1 is to shorten tunnel portal side slope for mountain highway to extend open cut tunnel scheme schematic diagram.
Detailed description of the invention
With detailed description of the invention the present invention it is further elaborated below in conjunction with the accompanying drawings and illustrates.In the present invention, each is implemented
The technical characteristic of mode, on the premise of not colliding with each other, all can carry out respective combination.
As it is shown in figure 1,1～1.5m high side slope has slipping block to cut out on certain tunnel portal top, have two slide surfaces, bag
Including slide surface 1 and slide surface 2, wherein, the wide about 1m of top slipping block otch deep 2～3m, bottom slipping block otch is prominent and oozes
Leaking, slipping block is about the high about 10m of 15m wide about 6～10m, volume about 500～1000m3, tunnel traffic about 17000/day is super
Cross design discharge 15000/day, tunnel portal top sliding block serious threat driving and personal security.Punishment must be from
Mechanical analysis sets about designing the prevention and controls of mountain highway tunnel portal side slope sloughing risk.
After finding Slope Sliding face, carry out interim punishment first against this tunnel: (1) is range of nodes before and after this tunnel
Closing tunnel passes through, and organizes adjacent tunnel opposing traffic；In this highway cross point scope tissue Vehicle By-pass；(2) sliding is closed
Block upper cut-out；(3) risk assessment of tissue slipping block works and implements renovation program for reinforcement.
During disposing early stage, provide four renovation program for reinforcement evaluations for this operating mode: (1) crab-bolt reinforces sliding
Block scheme: in view of slipping block bottom cuts out, hidden hole drilling hole percussive may excite slipping block to slide, and there is construction safety wind
Danger, and anchoring effect is bad, reinforce after anchorage engineering quality be difficult to ensure that, the program is improper；(2) friction pile props up shelves side
Case: in view of slipping block lower cut-out distance hole slope only has 1～1.5m, do not have balanced body, antiskid pile foundation before friction pile
Hole blast working may excite slipping block to slide, and there is construction safety risk, and anti-slippery effect guarantee is difficult to put in place, the program
Improper；(3) excavate slipping block unloading consolidation scheme: the program may affect the equilibrium system at adjacent tunnel top, increase tunnel
Road lining cutting stress, is likely to result in tunnel-liner cracking；And the follow-up stability of Tunnel slope；Additionally mountain road is the least, again
Repair the roads, the link influence ecological environment such as Dumping Sites, do not meet the requirement of beautiful China；(4) open cut tunnel scheme is extended: extend open cut tunnel to limit
Hill wash collapses outside risk zones, and carries out fill construction above open cut tunnel, and restore balance system again.Final selection extends open cut tunnel
Scheme is as the disposal method of side slope in the present embodiment.
The Specific construction operation of the program is described in detail below.
(1) remove tunnel portal side slope danger stone, arrange special messenger's warning, it is ensured that extend open cut tunnel construction safety；
(2) according to prolonging open cut tunnel scheme and corresponding landform, open cut tunnel 30m need to be extended, therefore excavate the long road surface of hole 30m, go forward side by side
Row open cut tunnel foundation bottom note dual slurry is reinforced, and wherein dual liquid type serosity is configured to: 1. cement mortar weight ratio=cement: water=1:
0.5～0.8；2. waterglass slurry weight ratio=waterglass: water=1:3～1；3. grouting volume ratio=cement mortar: waterglass is starched
Liquid=1:1；Grouting pressure is usually set to 0.10～0.2Mpa, and grouting amount, reaches to add according to practical situation till filling
Gu the purpose on open cut tunnel basis；
(3) carry out open cut tunnel inverted arch by design requirement, and carry out maintenance by specification；
(4) carry out open cut tunnel other parts by design requirement, and carry out maintenance by specification；
(5) outside open cut tunnel, increase one layer 10～20cm thick foam carpet, play the buffering backfill cubic metre of earth and stone to open cut tunnel
Percussion；
(6) it is positioned on tunnel portal top 1～1.5m in view of bottom slipping block otch, synchronizes in open cut tunnel both sides after carrying out open cut tunnel
The backfill cubic metre of earth and stone, hole fight back bankets the cubic meter of stone more than 1 Bei Dong footpath height, covering slide surface 1.The then balance of the open cut tunnel top backfill cubic metre of earth and stone
Formula is as follows:
P1cosα1+P2cosα2+ T=W (1)
In formula (1), mutual holding power between P1, P2 embankment block or granule；W embankment gravity；T open cut tunnel
Top embankment pressure (pressure T is the least in embankment).
Fig. 1 and formula (1) show: banket and mutually support masterpiece between block or granule in this way beneficially top, performance hole
With, reduce open cut tunnel pressure, create the equilibrium system of side slope Slipping interface of rock 1 simultaneously, eliminate the hidden of side slope Slipping interface of rock 1
Suffer from.
(7) build, according to design requirement, the barricade that bankets on the left of side slope；
(8) slipping block on cutouts top again, symmetry is filled out at open cut tunnel both sides and Dong Ding, covers side slope Slipping interface of rock 2
More than the height 1m of undercut, creates the equilibrium system of side slope Slipping interface of rock 2, eliminates side slope Slipping interface of rock 2
Hidden danger；
(9) check and extend open cut tunnel backfill upper slope stability, then with crab-bolt or bolt anchorage；
(10) draining and the greening work of the periphery such as Tunnel slope and open cut tunnel backfill are carried out；
(11) carry out open cut tunnel and road surface, coupling part, recover normally to be open to traffic.
Embodiment described above is the one preferably scheme of the present invention, and so it is not intended to limiting the invention.Have
Close the those of ordinary skill of technical field, without departing from the spirit and scope of the present invention, it is also possible to make various change
Change and modification.The technical scheme that the most all modes taking equivalent or equivalent transformation are obtained, all falls within the guarantor of the present invention
In the range of protecting.
Claims (6)
1. the prevention and controls of a mountain highway tunnel portal side slope sloughing risk, it is characterised in that including:
S1: outside prolongation open cut tunnel to side slope sloughing risk zones, and carry out the note dual slurry reinforcing of open cut tunnel foundation bottom；
S2: increase by one layer 10～20cm thick foam carpet outside open cut tunnel, for buffering the backfill cubic metre of earth and stone impact to open cut tunnel；
S3: synchronize the backfill cubic metre of earth and stone in open cut tunnel both sides, the fight back cubic meter of stone that bankets in hole is high more than 1 Bei Dong footpath, and covers side slope sloughing
Sliding surface lower cut；
S4: if at aforesaid sliding surface other sliding surface present above, cutouts slipping block the most again, symmetry is filled out at open cut tunnel two
Side and Dong Ding, and cover lower cut more than the height 1m of other sliding surface.
2. the prevention and controls of mountain highway tunnel portal side slope sloughing risk as claimed in claim 1, it is characterised in that open cut tunnel
Before both sides synchronize the backfill cubic metre of earth and stone, build, away from side slope sloughing side, the barricade that bankets at open cut tunnel.
3. the prevention and controls of mountain highway tunnel portal side slope sloughing risk as claimed in claim 1, it is characterised in that complete
After step S4, check and extend open cut tunnel backfill upper slope stability, to unstable position again with crab-bolt or bolt anchorage.
4. the prevention and controls of mountain highway tunnel portal side slope sloughing risk as claimed in claim 1, it is characterised in that biliquid
In slurry reinforcing process, dual liquid type serosity is configured to: cement mortar weight ratio=cement: water=1:
0.5～0.8；Waterglass slurry weight ratio=waterglass: water=1:3～1；Grouting volume ratio=cement mortar: waterglass is starched
Liquid=1:1；Grouting pressure is set as 0.10～0.2Mpa, grouting amount according to practical situation till filling.
5. the prevention and controls of mountain highway tunnel portal side slope sloughing risk as claimed in claim 1, it is characterised in that wait to locate
The mountain highway tunnel portal side slope operating mode put is as follows: the side slope on tunnel portal top has slipping block to cut out, and slipping block bottom
Otch distance hole slope only has 1～1.5m, also has another adjacent reverse tunnel in the massif in this tunnel.
6. the prevention and controls of mountain highway tunnel portal side slope sloughing risk as claimed in claim 1, it is characterised in that extend
Tunnel portal side slope danger stone should be removed before open cut tunnel construction.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610611549.3A CN106223349A (en) | 2016-07-27 | 2016-07-27 | A kind of prevention and controls of mountain highway tunnel portal side slope sloughing risk |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610611549.3A CN106223349A (en) | 2016-07-27 | 2016-07-27 | A kind of prevention and controls of mountain highway tunnel portal side slope sloughing risk |
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| CN106223349A true CN106223349A (en) | 2016-12-14 |
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| CN201610611549.3A Pending CN106223349A (en) | 2016-07-27 | 2016-07-27 | A kind of prevention and controls of mountain highway tunnel portal side slope sloughing risk |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106941901A (en) * | 2017-02-28 | 2017-07-14 | 南阳师范学院 | Cold drought-hit area gentle slope type tunnel portal plant Li planting and establishing methods |
| CN107239645A (en) * | 2017-08-10 | 2017-10-10 | 西南交通大学 | Without backfill arch open cut tunnel structure probability Reliability design method under rock-fall impact |
| CN113494311A (en) * | 2021-07-08 | 2021-10-12 | 中煤科工集团北京土地整治与生态修复科技研究院有限公司 | Backfill method for mining pit on well |
| CN115262596A (en) * | 2022-09-29 | 2022-11-01 | 湖南省交通规划勘察设计院有限公司 | Treatment method suitable for tunnel portal landslide section connected with bridge and tunnel |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004036105A (en) * | 2002-06-28 | 2004-02-05 | Ueno:Kk | Earth retaining frame concrete box |
| CN101153493A (en) * | 2006-09-29 | 2008-04-02 | 中国科学院地质与地球物理研究所 | Compound structure of short beam-anchor stock for preventing and controlling collapse of side slope superficial lamella |
| CN202830943U (en) * | 2012-08-27 | 2013-03-27 | 中国建筑第六工程局有限公司 | Stable structure for preventing and controlling freeze-thaw collapse of side slope in cold region |
| CN203066088U (en) * | 2013-01-08 | 2013-07-17 | 尹子瑜 | Mountain slope protection structure |
-
2016
- 2016-07-27 CN CN201610611549.3A patent/CN106223349A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004036105A (en) * | 2002-06-28 | 2004-02-05 | Ueno:Kk | Earth retaining frame concrete box |
| CN101153493A (en) * | 2006-09-29 | 2008-04-02 | 中国科学院地质与地球物理研究所 | Compound structure of short beam-anchor stock for preventing and controlling collapse of side slope superficial lamella |
| CN202830943U (en) * | 2012-08-27 | 2013-03-27 | 中国建筑第六工程局有限公司 | Stable structure for preventing and controlling freeze-thaw collapse of side slope in cold region |
| CN203066088U (en) * | 2013-01-08 | 2013-07-17 | 尹子瑜 | Mountain slope protection structure |
Non-Patent Citations (2)
| Title |
|---|
| 井洪涛: "隧道洞口边仰坡顺层滑坍处理方法", 《山西建筑》 * |
| 董书宁等: "《安全高效煤矿地质保障技术及应用 》", 31 August 2007 * |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106941901A (en) * | 2017-02-28 | 2017-07-14 | 南阳师范学院 | Cold drought-hit area gentle slope type tunnel portal plant Li planting and establishing methods |
| CN107239645A (en) * | 2017-08-10 | 2017-10-10 | 西南交通大学 | Without backfill arch open cut tunnel structure probability Reliability design method under rock-fall impact |
| CN113494311A (en) * | 2021-07-08 | 2021-10-12 | 中煤科工集团北京土地整治与生态修复科技研究院有限公司 | Backfill method for mining pit on well |
| CN115262596A (en) * | 2022-09-29 | 2022-11-01 | 湖南省交通规划勘察设计院有限公司 | Treatment method suitable for tunnel portal landslide section connected with bridge and tunnel |
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