CN207795261U - A kind of composite lining structure for permafrost tunnel - Google Patents
A kind of composite lining structure for permafrost tunnel Download PDFInfo
- Publication number
- CN207795261U CN207795261U CN201721408832.2U CN201721408832U CN207795261U CN 207795261 U CN207795261 U CN 207795261U CN 201721408832 U CN201721408832 U CN 201721408832U CN 207795261 U CN207795261 U CN 207795261U
- Authority
- CN
- China
- Prior art keywords
- lining
- tunnel
- layer
- construction
- permafrost
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Abstract
The utility model discloses a kind of composite lining structures suitable for permafrost tunnel, and using three layers of lining cutting, two layers of waterproof, two layers of heat preservation technology efficiently solve the technical barrier that high-grade long highway tunnel freeze-thaw damage is built in Permafrost Area.Its liner structure is：It is that once lining structure, water-proof heat-insulation layer, secondary liner structure and insulated fire layer, lining process include mainly successively under supporting construction：One time mould builds low-temperature high-early strength concrete；Construction of waterproof layer；Thermal insulation layer is constructed；Secondary lining armored concrete；Hole interior trim.This Lining Technique compares conventional tunnel Lining Technique, temperature change caused by interior human factor can be lined with by two is kept apart with permanent freezing layer, it ensure that lining cutting back side water can drain in time, avoid the generation of frost heave, simple using material, machinery, construction easy to operate avoids the generation of later stage qualitative problems of construction, reduce and tunnel safety accident probability occurs, while having ensured duration progress.
Description
Technical field
The utility model is related to the composite lining structures in V, the VI grade of tunnel frozen soil Wei Yan ﹚ high height above sea level Duo Dong Tu ﹙.
Background technology
Permafrost Area has weather severe cold, temperature difference per day big.The features such as rock weathering is serious, and rock fracture is developed.Cause
The antifreeze problem in this tunnel is that the maximum technical barrier in tunnel is built in Permafrost Area, and Major Diseases of the freeze injury as tunnel can
So that tunnel lining structure is cracked because of frost heave, peel off even unstability, icicle is hung on hole top, and abutment wall is hung ice and slipped, and road surface becomes glade, hole
Place's hot melt slump, these can generate safe driving and seriously affect, greatly increase the maintenance costs of operation management difficulty, cause
Prodigious economic loss even results in tunnel and scraps.
Invention content
The technical problems to be solved in the utility model is：The temperature strip for changing country rock is built in Permafrost Area tunnel
Part makes the frozen soil of lining cutting behind form the thawing cylinder of an alternate freezing and thawing, can generate the destructions such as frost heave, thaw collapse to lining cutting,
Because it is one of indispensable measure of prevention frost damage to reinforce permafrost region tunnel lining structure.The utility model provides a kind of compound
Formula liner structure, liner structure caused by overcome freeze thawing present in the scabrous permafrost tunnel of the prior art, frost heave
It wrecks.
The technical solution of the utility model is：
A kind of composite lining structure for permafrost tunnel, including the supporting construction in tunnel, under supporting construction
It is once lining structure, water-proof heat-insulation layer, secondary liner structure and insulated fire layer successively.
Water-proof heat-insulation layer is made of non-woven geotextile, splash guard, polyurethane thermal insulation board and non-woven geotextile four-layer structure.
Insulated fire layer is connected by expansion bolt with secondary liner structure, and expansion bolt one end is mounted on secondary lining knot
In structure, one end connects U-shaped connector, and U-shaped connector is fixed on keel both sides, and fibre reinforcement plate is fixed on keel, and fiber increases
By force thermal insulation board is filled in the cavity of the formation between plate and secondary liner structure.
The beneficial effects of the utility model：
A kind of composite lining technology for ever-frozen ground vcehicular tunnel of the utility model, using three layers of lining cutting, two layers
Waterproof, two layers of heat preservation technology efficiently solve the technology hardly possible that high-grade long highway tunnel freeze-thaw damage is built in Permafrost Area
Topic.This Lining Technique compares conventional tunnel Lining Technique, temperature change caused by interior human factor can be lined with by two with it is permanent
Frozen soil layer is kept apart, and be ensure that lining cutting back side water can drain in time, is avoided the generation of frost heave, simple using material, machinery, easily
Operation construction, avoids the generation of later stage qualitative problems of construction, saves fund input, is smoothly performed per procedure, reduces hair
Raw tunnel safety accident probability, while having ensured duration progress.
Description of the drawings：
Fig. 1 is the front view of the utility model.
Fig. 2 is the section structure diagram of the utility model liner structure.
Fig. 3 is insulated fire layer plane schematic diagram.
Fig. 4 is that insulated fire layer installs I-I sectional views.
Specific implementation mode
Specific embodiment of the present invention：Composite lining structure：It is once lining structure 2 successively under supporting construction 1, anti-
Water insulating layer 3, secondary liner structure 4 and insulated fire layer 5.
Water-proof heat-insulation layer 3 is by non-woven geotextile 3-1, splash guard 3-2, polyurethane thermal insulation board 3-3 and non-woven geotextile 3-1 tetra-
Layer structure composition.
Insulated fire layer 5 is connected by expansion bolt 5-7 and secondary liner structure 4, and the one end expansion bolt 5-7 is mounted on two
In secondary liner structure 4, one end connects U-shaped connector 5-3, and U-shaped connector 5-3 is fixed on the both sides keel 5-4, fibre reinforcement plate
5-2 is fixed on keel 5-4, and thermal insulation board 5- is filled in the cavity of the formation between fibre reinforcement plate 5-2 and secondary liner structure 4
1。
Construction method：It is first used with pipe pipe canopy leading pre-supporting, i.e., before permafrost tunnel construction first：Save long 3m,
6m, circumferential spacing 40cm, 1~3 degree of outer limb；Injection 1：1 cement mortar, 0.5~1MPa of grouting pressure.Then tunnel uses CRD
Method is excavated.Composite lining technique includes the following steps：
Step 1: half section excavation and preliminary bracing on pilot tunnel： 1）It excavates：It is dug using backhoe for frozen soil layer when excavation
Pick machine coordinates quartering hammer to excavate, and before backacter excavation, first abolishes loosening frozen soil layer using quartering hammer, then dig using backhoe
Pick machine excavates.
2）Preliminary bracing:After excavation, upper half section preliminary bracing is carried out immediately, that is, pilot tunnel shaped steel 1-2 is installed.Upper and lower section
Boundary sets 2 lock foot anchoring stocks, hangs reinforced mesh 1-3, sprays the low-temperature high-early strength steel fiber reinforced concrete 1-1 of 30cm thickness.It adopts
Folk prescription concrete cement dosage can be effectively reduced with low-temperature high-early strength steel fiber reinforced concrete, while reducing the heat of hydration of cement.
Early strong ingredient can speed up hydrated cementitious, improves early strength of concrete, concrete is made to resist freeze thawing with steel fibre collective effect
The influence of destruction.Antifreezing agent is mixed in concrete, makes the concrete being made under defined cryogenic conditions, it not only will not be by
It destroys, and intensity can be made to continue to rise to and can resist the freeze proof of frost action and face by the hardening at subcritical temerature of one section of long period
Boundary's intensity.After being transferred to normal temperature maintenance, intensity can increase design strength rapidly, with early strong, low temperature resistant, durability is good
The characteristics of.Spraying operation is constructed using wet spraying process, and segmentation, piecemeal elder generation wall rear arch, sequence from bottom to top carry out；Spraying operation
When, nozzle makees slow spiralling repeatedly, screw diameter about 20~30cm, to ensure that concrete ejection is closely knit.It slaps simultaneously
Wind pressure, hydraulic pressure and jet length are held, the springback capacity of concrete is reduced.
It repeats the above steps 1 in one）It excavates and 2）Half section excavation and preliminary bracing under pilot tunnel are completed in preliminary bracing.
It repeats the above steps 1 in one）It excavates and 2）Half section excavation and preliminary bracing on main hole are completed in preliminary bracing：
It repeats the above steps 1 in one）It excavates and 2）Half section excavation and preliminary bracing under main hole are completed in preliminary bracing：
Step 2: one lining inverted arch of cast and mould build a lining concrete：After tunneling boring preliminary bracing has been constructed, cleaning is faced upward
Skewback bottom void quarrel, ponding and other sundries, are rinsed basal plane using high pressure geomantic omen, and can close mould after guarantee basal plane cleaning pours
It builds inverted arch one and serves as a contrast applying for low-temperature high-early strength concrete；The inspection of coming to nothing behind of preliminary bracing profiled Clearance survey and first branch is carried out to handle
Afterwards, longitudinal direction HPE drainpipes are laid with, circumferential semicircle drainpipe, vertical ring direction drainpipe threeway connection imports in abutment wall gutter leads to again
It crosses lateral aqueduct to import in the gutter of center, is ultimately discharged into the horizontal pilot tunnel below inverted arch and is discharged outside hole into cold-proof drain cavern.
A lining 6m trolleys are in place after drainage system applies, and close end mould, and pumping low-temperature high-early strength concrete enters mould, poker vibrator
Vibration compacting, concrete molding temperature are controlled at+5 ~+8 DEG C, and reducing to the greatest extent influences country rock thawing cylinder.Form concrete reaches mixed
70% or more of solidifying soil design strength, using pre-buried Grouting Pipe to first branch behind grouting methol, backfills between supporting and country rock
Gap is closely knit, avoids freeze injury hidden danger.
Step 3: water-proof heat-insulation material is installed：It is laid with insulating layer after one lining inverted arch, sequencing applies after arch wall one serves as a contrast
If non-woven geotextile 3-1, splash guard 3-2, polyurethane thermal insulation board 3-3, non-woven geotextile 3-1.
It is antifreeze first to harness the river, carry out waterproof and drainage design, it is ensured that tunnel can be smoothly discharged in wall-rock crack water.If lining cutting back wall
Water in rock can be smoothly discharged out, and can reduce country rock frost heave and tunnel-liner destruction and liner structure itself frost heaving failure is caused to send out
Raw chance, for this purpose, considering to add EVA splash guards to add non-woven fabrics, splash guard 3-2 4~6m of breadth, construction of waterproof layer using non-woven fabrics
When the geotextiles 3-1 first applied should be checked in detail, it is ensured that lossless nothing is split, fixed, and splash guard 3-2 is using no nail
Paving hangs technique, and geotextiles 3-1 and splash guard 3-2 must have certain gas porosity.
Step 4: " three seams " construction of waterproof layer：
Bright（Hole）Secretly（Hole）Delivery position, lining style change location and frozen soil section barrel are arranged one every 20m spacing
Road consolidating settlement seam, slit width 2cm, tunneling boring buried rubber fastening band and with Grouting Pipe expansion sealing strip in setting, are used in combination pitch code
Fibrefill stitches.In buried rubber fastening band mounting process：1）Axle center is designed in stopper template by 1.0m spacing brill along secondary lining
Hole；2）The reinforcing bar of machine-shaping is pierced by by concrete side to be cast, the half of inside clamping waterstop, the other half waterstop
It is flattened in stopper template；3）Stopper template is removed after secondary lining concreting and after solidifying, will be close to seam crossing sealing
Band stretches, however the moment reinforcement other end fixes waterstop, and mould builds next ring secondary lining.Grouting Pipe expansion sealing strip erector
Skill：1）It checks construction seam surface, carries out dabbing processing.The concrete surface first poured must fully dabbing, clean up, exclude
Sundries. 2）Band Grouting Pipe expansion sealing strip preformed groove is installed, and material, performance, the specification of detection Full-face pouring pipe have to comply with
Design requirement, and free from flaw and without blocking, laying answer that secured, smooth vertical and horizontal, camber line is smoother, flush, distortionless. 3）Note
It starches effective iron nail and is fixed on concrete construction joint upper surface, respectively draw the slip casting not less than 150mm every the both ends 5~6m and lead
Pipe is in concrete surface.4）It is mixed from window reinforcement construction joint side of vibrating is made firm by ramming with poker vibrator when two lining concreting
Solidifying soil.
Step 5: inverted arch cast backfill and secondary lining：
1）The reinforcing bar binding that inverted arch two serves as a contrast first, the left and right ends longitudinal reinforcement reserved steel bar lap of splice.
2）Inverted arch is poured into a mould and backfill.Inverted arch must not backfill with inverted arch to be poured simultaneously, and piece is used after inverted arch concrete final set
Stone concrete carries out inverted arch backfill, and the thickness and surface elevation of inverted arch fill concrete have to comply with design requirement, inverted arch backfill
Concrete strength reach the side 5MPa can pedestrian, intensity can pass vehicle after reaching 70% intensity.
3）Arch wall reinforcing bar is bound and welding, takes measures to prevent from piercing through the measures such as splash guard in installation process.
4）It is molded using monoblock type trolley arch wall once lining, one-time-concreting length is 12m.Concrete uses concentrated compactness
It stands mix, tank car transport concrete, HBT60 delivery pumps are pumped into mould, and poker vibrator cooperation trolley attached vibrator shakes
Puddling is real.Secondary lining is not preferably greater than design code apart from face.Concrete reaches last form removal maintenance after periodic intensity.
Step 6: insulation and decoration is constructed：
1) it is whether smooth and asked with the presence or absence of cavity, honeycomb or deep crack etc. to first check for Tunnel Second Lining surface
Topic.Solution should be anticipated if any problem above, is further continued for the next step later.
2) in 4 surface location of Tunnel Second Lining structure, unwrapping wire, perforating, and expansion bolt 5-7 is installed.Along tunnel circumferential direction
Spacing be as unit of one piece of panel；The length that shank of bolt exposes to Tunnel Second Lining surface is 20mm.
3) U-shaped connector 5-3 is fixed on shank of bolt end, U-shaped connector 5-3 is vertical with expansion bolt 5-7, can not
It loosens.
4) after first being tamped the lower parts U-shaped connector 5-3 with thermal insulation board 5-1, then keel 5-4 is fixed on self threading pin 5-5
On U-shaped connector 5-3.Keel 5-4 extensions direction is consistent with tunnel longitudinal direction.When keel 5-4 is lengthened, it is necessary to use extension piece
Connection.
5) thermal insulation board 5-1 is embedded in keel frame, must be completely embedded between thermal insulation board.
6) fibre reinforcement plate 5-2 is fixed on keel frame with self threading pin 5-5.The spacing of self threading pin is 200mm.Plate
When connecting with plate, the expansion joints 2-3mm are stayed.Entire construction surface prolongs tunnel depth every 30m, stays the expansion joints a 25mm wide 5-6.
It is required that entire construction surface with tunnel encircle at natural arc and it is smooth securely.
7) it after gap sealing between fibre reinforcement plate and will be polished flat with special putty and guipure.It is required that being sealed at plate stitch
It closes completely, it is smooth.
Claims (2)
1. a kind of composite lining structure for permafrost tunnel, including the supporting construction in tunnel（1）, feature exists
In：Supporting construction（1）Under be once lining structure successively（2）, water-proof heat-insulation layer（3）, secondary liner structure（4）And insulated fire
Layer（5）, insulated fire layer（5）Pass through expansion bolt（5-7）And secondary liner structure（4）Connection, expansion bolt（5-7）Pacify one end
Mounted in secondary liner structure（4）In, one end connects U-shaped connector (5-3), and U-shaped connector (5-3) is fixed on keel（5-4）Two
Side, fibre reinforcement plate（5-2）It is fixed on keel（5-4）On, fibre reinforcement plate（5-2）And secondary liner structure（4）Between shape
At cavity in fill thermal insulation board（5-1）.
2. being used for the composite lining structure of permafrost tunnel according to claim 1, it is characterised in that：Water-proof heat-insulation layer
（3）By non-woven geotextile（3-1）, splash guard（3-2）, polyurethane thermal insulation board（3-3）And non-woven geotextile（3-1）Four-layer structure group
At.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201721408832.2U CN207795261U (en) | 2017-10-30 | 2017-10-30 | A kind of composite lining structure for permafrost tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201721408832.2U CN207795261U (en) | 2017-10-30 | 2017-10-30 | A kind of composite lining structure for permafrost tunnel |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN207795261U true CN207795261U (en) | 2018-08-31 |
Family
ID=63284937
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201721408832.2U Active CN207795261U (en) | 2017-10-30 | 2017-10-30 | A kind of composite lining structure for permafrost tunnel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN207795261U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107587881A (en) * | 2017-10-30 | 2018-01-16 | 中铁五局集团第五工程有限责任公司 | A kind of composite lining structure and construction technology for permafrost tunnel |
-
2017
- 2017-10-30 CN CN201721408832.2U patent/CN207795261U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107587881A (en) * | 2017-10-30 | 2018-01-16 | 中铁五局集团第五工程有限责任公司 | A kind of composite lining structure and construction technology for permafrost tunnel |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107587881A (en) | A kind of composite lining structure and construction technology for permafrost tunnel | |
| CN101985882B (en) | Construction method of rigid primary support of mould-building concrete of plateau permafrost tunnel | |
| CN106437726B (en) | Shallow-depth-excavation tunnel crosses ground fissure crushed zone construction method | |
| WO2021223573A1 (en) | Construction structure for communication and connection between newly added mined channel and existing station hall layer | |
| CN202755980U (en) | Tunnel supporting structure suitable for warm permafrost region | |
| CN101864960A (en) | Carst region double-arch road tunnel construction method | |
| CN107201908A (en) | A kind of construction method of the regional buried Central drain in tunnel of bitter cold | |
| CN104452809A (en) | Ultra-shallow buried tunnel cover-excavation construction method | |
| CN102619522A (en) | Construction method for subway contact passage | |
| CN105201516B (en) | A kind of main structure of subway station and its tetrad arch PBA excavating construction methods | |
| CN108019222A (en) | A kind of tunnel lining structure filled using haydite and construction method | |
| CN104727834A (en) | Summer-time face excavation construction method for high and cold permafrost ultra-long highway tunnel | |
| CN110043264A (en) | A kind of construction method of jacking prefabricated rectangle shaft structure pattern | |
| CN211144503U (en) | High steep topography bridge tunnel meets section open cut tunnel and connects long structure | |
| CN106894830B (en) | A kind of double curvature arch supporting construction and construction method for underground engineering | |
| CN109162298A (en) | A kind of construction method of hydrous fluids pipe gallery | |
| CN108952766A (en) | The construction method of Tunnel Passing karst location punishment | |
| CN106120801A (en) | In water-rich sand layer, pipeline crosses the construction method at foundation ditch | |
| CN103670446B (en) | Circular diversion tunnel 2/3 circle concrete-liner construction method | |
| CN110230497A (en) | A kind of positive barrel double -side approach construction method in threaded list road | |
| CN201943086U (en) | Underground building wall body | |
| CN107939415A (en) | Stay the micro- two step constructions method of Core Soil in the soft plastic clay tunnel of Shallow-buried Large-span | |
| CN109838240A (en) | Cross the river tunnel ledge cover and cut construction method | |
| CN107012791A (en) | Tunnel-Type Anchorage of Suspension Bridge waterproof and water drainage system is with building construction method | |
| CN207795261U (en) | A kind of composite lining structure for permafrost tunnel |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |