CN106223989A - Unsymmetrial loading tunnel hole excavation safeguard structure and construction method - Google Patents
Unsymmetrial loading tunnel hole excavation safeguard structure and construction method Download PDFInfo
- Publication number
- CN106223989A CN106223989A CN201610650180.7A CN201610650180A CN106223989A CN 106223989 A CN106223989 A CN 106223989A CN 201610650180 A CN201610650180 A CN 201610650180A CN 106223989 A CN106223989 A CN 106223989A
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- side wall
- pipe
- tunnel
- anchor cable
- hole
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
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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
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
-
- 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
- E21D20/00—Setting anchoring-bolts
- E21D20/003—Machines for drilling anchor holes and setting anchor bolts
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F16/00—Drainage
- E21F16/02—Drainage of tunnels
Abstract
Unsymmetrial loading tunnel hole excavation safeguard structure and construction method, belong to Tunnel Engineering field, including framework, Guan Peng, anchor cable, friction pile and side wall；Side, tunnel side slope carries out a gear by anchor cable and framework anchor connection；Tunnels in Shallow Buried side arranges side wall, and guide pipe stretches into massif through side wall top, is holed by guide pipe；Pipe canopy passes guide pipe, and anchor cable is inserted in pipe canopy；Base of frame arranges friction pile, connects with friction pile top bottom frame column, and anchor cable is anchored in the stable region of massif through friction pile；The back-filling in layers soil body tamping between side wall and massif；Side wall and friction pile are linked to be overall structure and are anchored in Rock mass stability district by the timesharing grouting and reinforcing soil body in pipe canopy and anchor cable, anchor cable and pipe canopy, carry out boring construction tunnel in side wall, friction pile and Guan Peng enclosed area.The present invention forms protection body before hole is excavated, and the backfill soil body contributes to hole excavation, can reduce biasing force, prevent tunnel sliding, it is ensured that unsymmetrial loading tunnel safe construction and operation.
Description
Technical field
Present invention relates particularly to unsymmetrial loading tunnel hole excavation safeguard structure, belong to Tunnel Engineering technical field.
Background technology
The highway of China, high speed railway construction are flourish in recent years, produce substantial amounts of Tunnel Engineering therewith, and big
Most highway, railways typically connect up along cheuch, and therefore in these Tunnel Engineering, Unevenly-pressured shallow tunnel occupies sizable proportion.Partially
Pressure tunnel portal excavation is a great problem of Geotechnical Engineering industry all the time, especially shows landform, geological environment complexity
Weak surrounding rock area, its rock matter weakness, low bearing capacity, developmental joint fissure, structure are broken, the poor stability of massif own, bias
Tunnel portal section buried depth is the most shallow, big to massif disturbance during excavation, it is likely that cause slope, side, tunnel body slump, Tunnel Landslide, lining
The problem such as crack and tunnel overall offset of block, threatens the safety of tunnel excavation personnel, affects the normal operation in tunnel, to people's people's livelihood
Life property safety brings hidden trouble.
Protection in existing unsymmetrial loading tunnel entrance construction is mainly: take to backfill in shallow embedding side back-pressure soil balance portion outside hole
Bias；Take to reduce every cyclic advance in hole, strengthen steel arch-shelf, bar diameter and increase secondary lining thickness and reduce tunnel and open
Sedimentation, skew and crack in digging.Although these methods are widely used in the excavation of unsymmetrial loading tunnel, but the most fundamentally add
Gu unstable massif, reduce the disturbance to weak surrounding rock, and be to increase tunnel internal rigidity and resist bias and hillside to tunnel
Failure by shear.In the range of the unsymmetrial loading tunnel Portal Section taking the method to construct is in unstable slip mass, tectonic stress is with inclined
Pressure directly acts on tunnel, and tunnel is likely to be due to unstable landslide in excavation or operation at any time and whole slide occurs, and splits
Gap, landslide etc. destroys.It would therefore be desirable to a kind of unsymmetrial loading tunnel hole safeguard structure, it is possible to integral reinforcing instability massif, subtract
Light structure and the gravity bias to tunnel.
Summary of the invention
It is an object of the invention to provide a kind of unsymmetrial loading tunnel hole excavation safeguard structure and construction method.
The present invention is unsymmetrial loading tunnel hole excavation safeguard structure and construction method, unsymmetrial loading tunnel hole excavation safeguard structure bag
Include framework 2, pipe canopy 3, anchor cable 4, friction pile 5 and side wall 6, it is characterised in that: side, tunnel 11 side slope is by anchor cable 4 and framework 2
Anchor connection carries out a gear；Shallow embedding side, tunnel 11 arranges side wall 6, and guide pipe 7 stretches into massif 1 through side wall 6 top, by guiding
Pipe 7 is holed；Pipe canopy 3 is through guide pipe 7, and anchor cable 4 is inserted in pipe canopy 3；Friction pile 5 is arranged, bottom frame column and antiskid bottom framework 2
Stake 5 tops connect, and anchor cable 4 is anchored in the stable region of massif 1 through friction pile 5；The back-filling in layers soil body between side wall 6 and massif 1
And tamp；By with the Grouting Pipe 10 of rubber ring 9 and grouting nozzle 8 the timesharing grouting and reinforcing soil body, anchor in anchor cable 4 and pipe canopy 3
Side wall 6 and friction pile 5 are linked to be overall structure and are anchored in massif 1 stable region by rope 4 and pipe canopy 3；Massif, backfill soil and side wall 6
Intersection arranges gutter, boring construction tunnel 11 in side wall 6, friction pile 5 and pipe canopy 3 enclosed area.
The construction method of unsymmetrial loading tunnel hole of the present invention excavation safeguard structure, the steps include:
(1) side, tunnel 11 side slope boring, formwork supporting plate, assembling reinforcement, casting concrete formation framework 2, anchor cable 4 is through framework 2
Stretch in hole, slip casting, stretch-draw anchor 4, anchor cable 4 is anchored on framework 2；
(2) according to tunnel 11 bias condition, excavating side wall 6 tunnel at tunnel 11, shallow embedding side abutment wall 3-5m, the end, hole, is in tunnel
5-8m below inverted arch, flattens bed course, formwork, assembling reinforcement, fixes two row's guide pipes 7 at side wall 6 top and stretch into massif 1, watering
Build concrete and form side wall 6；
(3), after side wall 6 intensity reaches 80%, at guide pipe 7, drilling pipe canopy hole and anchor cable hole are arranged with plum blossom-shaped；
(4) bottom framework 2 excavate friction pile stake holes, when digging to Guan Peng hole, first with Nylon Bag block Guan Peng aperture, after continue out
Dig pile body until 5-8m below inverted arch, pass through pre-buried pvc pipe, colligation antiskid respectively at friction pile 5 at stake top 1-2m and Guan Peng hole
Stake reinforcing bar；
(5) being inserted from the Guan Peng aperture of side wall 6 by pipe canopy 3 and go deep in massif 1, anchor cable 4 inserts anchor cable hole through pipe canopy 3；
(6) casting concrete, friction pile 5 and framework 2 bottom connection, along the pre-buried pvc pipe in stake top to massif 1 internal drilling, in hole
Penetrate anchor cable 4, slip casting, stretch-draw, anchoring anchor cable；
(7) successively backfill between side wall 6 and massif 1, tamp the soil body to side wall (6) highly, the suitable slope that the gradient is 2%-10% is set,
Backfill soil intersection arranges gutter；
(8) pipe canopy 3 and anchor cable 4 carry out timesharing slip casting；By the Grouting Pipe 10 with rubber ring 9 through pipe canopy 3 and anchor cable 4, rubber
Circle 9 is positioned at bottom, hole, Guan Peng hole, gives anchor cable 4 slip casting by Grouting Pipe 10, and slip casting is extracted after completing, and it is swollen that rubber ring 9 runs into serosity
Swollen it is fixed on pipe canopy 3 end, prevents slurry from passing through rubber ring 9 and flow into pipe canopy 3, treat that slurry intensity reaches more than 80% post-stretching anchor
Rope 4, is anchored in side wall 6 with anchorage；Pipe canopy 3 slip casting is given by grouting nozzle 8；
(9) between side wall 6 and friction pile 5, boring construction tunnel 11 is carried out.
Beneficial effects of the present invention: (1) build side wall backfill soil body increase Tunnels in Shallow Buried side buried depth, back-pressure mountain slope toe,
Using side wall as pipe canopy support, reduce and execute drilling pipe canopy hole operation；Anchor cable and pipe canopy share boring, by timesharing slip casting by pipe canopy with
Anchor cable combines, and improves backfill soil and the physico-mechanical properties of surrounding weak surrounding rock not only through slip casting, add country rock from
Hold ability, and form a girder structure with stablizing massif for fulcrum with side wall, and utilize anchor cable total to be anchored in
Stablize massif, prevent shallow embedding side from occurring unitary side to displacement under bias condition.(2) performing Anchor anti-slide piles in buried side can
Reduce the structure bias with the gravity generation shearing force to tunnel, improve the coefficient of stability of massif side side slope and at friction pile
Upper embedding steel pipe, adjustment working procedure solve the cross-cutting issue of pipe canopy and friction pile cleverly, make friction pile, side wall and Guan Peng
Form the framework door type structure with prestress anchorage cable.The present invention carries out consolidation process to unsymmetrial loading tunnel inlet side, prevents tunnel
There is excessive deformation during excavation or operation, caves in, moves integrally and destroy with crack etc. in import biased side.
Accompanying drawing explanation
Fig. 1 is the front view of safeguard structure；Fig. 2 is the A-A profile of safeguard structure；Fig. 3 is pipe canopy schematic diagram；Fig. 4 is
Grouting Pipe schematic diagram；Fig. 5 is pipe canopy, anchor cable and friction pile profile.
Description of reference numerals: massif 1, framework 2, pipe canopy 3, piled anchor 4, friction pile 5, side wall 6, guide pipe 7, grouting nozzle 8, rubber
Cushion rubber 9, Grouting Pipe 10, tunnel 11.
Detailed description of the invention
Below in conjunction with the accompanying drawings and be embodied as example the present invention is further described, example is served only for explaining the present invention
It is not limited only to this example.Reading after the present invention, all equivalents of being made in the principle of the invention, amendment broadly fall into this
Bright protection domain.
As shown in Fig. 1,2,3,4 and 5, unsymmetrial loading tunnel hole excavation safeguard structure includes framework 2, pipe canopy 3, anchor cable 4, antiskid
Stake 5 and side wall 6, side, tunnel 11 side slope carries out a gear by anchor cable 4 and framework 2 anchor connection；Shallow embedding side, tunnel 11 arranges side
Wall 6, guide pipe 7 is stretched into massif 1 through side wall 6 top, is holed by guide pipe 7；Pipe canopy 3 is through guide pipe 7, and anchor cable 4 is inserted in
Pipe canopy 3；Arranging friction pile 5 bottom framework 2, connect with friction pile 5 top bottom frame column, anchor cable 4 is anchored in through friction pile 5
In the stable region of massif 1；The back-filling in layers soil body tamping between side wall 6 and massif 1；By Grouting Pipe 10 He with rubber ring 9
Side wall 6 and friction pile 5 are linked to be entirety by grouting nozzle 8 the timesharing grouting and reinforcing soil body, anchor cable 4 and pipe canopy 3 in anchor cable 4 and pipe canopy 3
Structure anchor is in massif 1 stable region；The intersection of massif, backfill soil and side wall 6 arranges gutter, at side wall 6, friction pile 5 and
Boring construction tunnel 11 in pipe canopy 3 enclosed area.
As illustrated in fig. 1 and 2, side wall 6 is 1-2m away from tunnel 11, shallow embedding side abutment wall 3-5m, width, and wall is risen and pushed up in tunnel 11
Absolute altitude 6-8m, less than inverted arch 5-8m at the bottom of wall.
As shown in figures 2 and 5, guide pipe 7 be thickness be 1-2cm, the steel pipe that diameter matches with pipe canopy 3, on steel pipe with
The circular hole of the 1-2cm arranged in plum blossom-shaped；Guide pipe 7 horizontal spacing is 0.5-0.8m, and vertical spacing is 1-1.5m.
As shown in Fig. 1,2,3 and 5, pipe canopy 3 be a diameter of 8-18cm, wall thickness be the steel pipe of 1-3cm, with in prunus mume (sieb.) sieb.et zucc. on steel pipe
The circular hole of flower-shaped a diameter of 1-2cm, termination is welded with grouting nozzle 8.
As illustrated in fig. 1 and 2, anchor cable 4 is through side wall 6 and friction pile 5.
As illustrated in fig. 1 and 2, the elevation of bottom of friction pile 5 is less than inverted arch 5-8m, and downward 1-2m and Guan Peng hole, stake top is through place
The most pre-buried pvc pipe.
As in figure 2 it is shown, use the method successively tamped to backfill when backfilling the soil body between described massif 1 and side wall 6, return
Fill out the rear gradient and be maintained at 2%-10%.
As shown in Figures 4 and 5, Grouting Pipe 10 is a pipe, a diameter of 2-3cm.
As shown in Figures 4 and 5, the inner ring of rubber ring 9 can be inserted into Grouting Pipe 10, outer ring can be by pipe canopy 3, a length of 8-
12cm, water-swellable, expansion rate is 200%-300%.
The construction method of unsymmetrial loading tunnel hole excavation safeguard structure, the steps include:
(1) side, tunnel 11 side slope boring, formwork supporting plate, assembling reinforcement, casting concrete formation framework 2, anchor cable 4 is through framework 2
Stretch in hole, slip casting, stretch-draw anchor 4, anchor cable 4 is anchored on framework 2；
(2) according to tunnel 11 bias condition, excavating side wall 6 tunnel at tunnel 11, shallow embedding side abutment wall 3-5m, the end, hole, is in tunnel
5-8m below inverted arch, flattens bed course, formwork, assembling reinforcement, fixes two row's guide pipes 7 at side wall 6 top and stretch into massif 1, watering
Build concrete and form side wall 6；
(3), after side wall 6 intensity reaches 80%, at guide pipe 7, drilling pipe canopy hole and anchor cable hole are arranged with plum blossom-shaped；
(4) bottom framework 2 excavate friction pile stake holes, when digging to Guan Peng hole, first with Nylon Bag block Guan Peng aperture, after continue out
Dig pile body until 5-8m below inverted arch, pass through pre-buried pvc pipe, colligation antiskid respectively at friction pile 5 at stake top 1-2m and Guan Peng hole
Stake reinforcing bar；
(5) being inserted from the Guan Peng aperture of side wall 6 by pipe canopy 3 and go deep in massif 1, anchor cable 4 inserts anchor cable hole through pipe canopy 3；
(6) casting concrete, friction pile 5 and framework 2 bottom connection, along the pre-buried pvc pipe in stake top to massif 1 internal drilling, in hole
Penetrate anchor cable 4, slip casting, stretch-draw, anchoring anchor cable；
(7) successively backfill between side wall 6 and massif 1, tamp the soil body to side wall (6) highly, the suitable slope that the gradient is 2%-10% is set,
Backfill soil intersection arranges gutter；
(8) pipe canopy 3 and anchor cable 4 carry out timesharing slip casting；By the Grouting Pipe 10 with rubber ring 9 through pipe canopy 3 and anchor cable 4, rubber
Circle 9 is positioned at bottom, hole, Guan Peng hole, gives anchor cable 4 slip casting by Grouting Pipe 10, and slip casting is extracted after completing, and it is swollen that rubber ring 9 runs into serosity
Swollen it is fixed on pipe canopy 3 end, prevents slurry from passing through rubber ring 9 and flow into pipe canopy 3, treat that slurry intensity reaches more than 80% post-stretching anchor
Rope 4, is anchored in side wall 6 with anchorage；Pipe canopy 3 slip casting is given by grouting nozzle 8；
(9) between side wall 6 and friction pile 5, boring construction tunnel 11 is carried out.
Claims (10)
1. unsymmetrial loading tunnel hole excavation safeguard structure, including framework (2), pipe canopy (3), anchor cable (4), friction pile (5) and side wall
(6), it is characterised in that: tunnel (11) side side slope carries out a gear by anchor cable (4) and framework (2) anchor connection；Tunnel (11)
Shallow embedding side arranges side wall (6), and guide pipe (7) stretches into massif (1) through side wall (6) top, is holed by guide pipe (7)；Pipe canopy
(3) through guide pipe (7), anchor cable (4) is inserted in pipe canopy (3)；Friction pile (5) is arranged, bottom frame column and antiskid in framework (2) bottom
Stake (5) top connects, and anchor cable (4) is anchored in the stable region of massif (1) through friction pile (5)；Between side wall (6) and massif (1)
The back-filling in layers soil body is also tamped；By with the Grouting Pipe (10) of rubber ring (9) and grouting nozzle (8) to anchor cable (4) and pipe canopy (3)
Side wall (6) and friction pile (5) are linked to be overall structure and are anchored in massif by the interior timesharing grouting and reinforcing soil body, anchor cable (4) and pipe canopy (3)
(1) stable region；The intersection of massif, backfill soil and side wall (6) arranges gutter, at side wall (6), friction pile (5) and pipe canopy (3)
Boring construction tunnel (11) in enclosed area.
Unsymmetrial loading tunnel hole the most according to claim 1 excavation safeguard structure, it is characterised in that: described side wall (6) away from
Tunnel, shallow embedding side (11) abutment wall 3-5m, width is 1-2m, and wall is risen in tunnel (11) top mark height 6-8m, less than inverted arch 5-at the bottom of wall
8m。
Unsymmetrial loading tunnel hole the most according to claim 1 excavation safeguard structure, it is characterised in that: described guide pipe (7)
Be thickness be 1-2cm, the steel pipe that diameter matches with Guan Peng (3), with the circular hole of the 1-2cm arranged in plum blossom-shaped on steel pipe；
Guide pipe (7) horizontal spacing is 0.5-0.8m, and vertical spacing is 1-1.5m.
Unsymmetrial loading tunnel hole the most according to claim 1 excavation safeguard structure, it is characterised in that: described pipe canopy (3) is
A diameter of 8-18cm, wall thickness are the steel pipe of 1-3cm, and with the circular hole of 1-2cm a diameter of in plum blossom-shaped on steel pipe, termination is welded with
Grouting nozzle (8).
Unsymmetrial loading tunnel hole the most according to claim 1 excavation safeguard structure, it is characterised in that: described anchor cable (4) is worn
Cross side wall (6) and friction pile (5).
Unsymmetrial loading tunnel hole the most according to claim 1 excavation safeguard structure, it is characterised in that: described friction pile (5)
Elevation of bottom less than inverted arch 5-8m, downward 1-2m and Guan Peng hole, stake top is through locating the most pre-buried pvc pipe.
Unsymmetrial loading tunnel hole the most according to claim 1 excavation safeguard structure, it is characterised in that: described massif (1) with
The suitable slope gradient that the soil body keeps 2%-10% is backfilled between side wall (6).
Unsymmetrial loading tunnel hole the most according to claim 1 excavation safeguard structure, it is characterised in that: described Grouting Pipe (10)
It is a pipe, a diameter of 2-3cm.
Unsymmetrial loading tunnel hole the most according to claim 1 excavation safeguard structure, it is characterised in that: described rubber ring (9)
Inner ring can be inserted into Grouting Pipe (10), outer ring can be by pipe canopy (3), a length of 8-12cm, water-swellable, expansion rate is 200%-
300%。
10. the construction method of unsymmetrial loading tunnel hole excavation safeguard structure, it is characterised in that the steps include:
(1) tunnel (11) side side slope boring, formwork supporting plate, assembling reinforcement, casting concrete formation framework (2), anchor cable (4) passes
Framework (2) stretches in hole, slip casting, stretch-draw anchor (4), is anchored on framework (2) by anchor cable (4)；
(2) according to tunnel (11) bias condition, at tunnel, shallow embedding side (11) abutment wall 3-5m, excavating side wall (6) tunnel, cheating the end
5-8m below tunnel inverted arch, flattens bed course, formwork, assembling reinforcement, fixes two row's guide pipes (7) at side wall (6) top and stretch
Entering massif (1), casting concrete forms side wall (6)；
(3), after side wall (6) intensity reaches 80%, sentence plum blossom-shaped at guide pipe (7) and arrange drilling pipe canopy hole and anchor cable hole；
(4), in framework (2) bottom excavation friction pile stake holes, when digging to Guan Peng hole, first block Guan Peng aperture with Nylon Bag, continue afterwards
Excavation pile body, until 5-8m below inverted arch, passes through friction pile (5) place pre-buried pvc pipe, colligation respectively at stake top 1-2m and Guan Peng hole
Friction pile reinforcing bar；
(5) being inserted from the Guan Peng aperture of side wall (6) by pipe canopy (3) and go deep in massif (1), anchor cable (4) inserts through pipe canopy (3)
Anchor cable hole；
(6) casting concrete, friction pile (5) and framework (2) bottom connection, along the pre-buried pvc pipe in stake top to massif (1) internal drilling,
Anchor cable (4), slip casting, stretch-draw, anchoring anchor cable is penetrated in hole；
(7) successively backfilling between side wall (6) and massif (1), tamp the soil body to side wall (6) highly, arranging the gradient is 2%-10%'s
Along slope, backfill soil intersection arranges gutter；
(8) pipe canopy (3) and anchor cable (4) carry out timesharing slip casting；Will with the Grouting Pipe (10) of rubber ring (9) through pipe canopy (3) and
Anchor cable (4), rubber ring (9) is positioned at bottom, hole, Guan Peng hole, gives anchor cable (4) slip casting by Grouting Pipe (10), and slip casting is extracted after completing,
Rubber ring (9) runs into slurry dilatancy and is fixed on Guan Peng (3) end, prevents slurry from passing through rubber ring (9) and flows into pipe canopy (3), waits to starch
Body intensity reaches more than 80% post-tensioning anchor cable (4), is anchored in side wall (6) with anchorage；Note to pipe canopy (3) by grouting nozzle (8)
Slurry；
(9) between side wall (6) and friction pile (5), boring construction tunnel (11) is carried out.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN201610650180.7A CN106223989B (en) | 2016-08-10 | 2016-08-10 | Excavate safeguard structure and construction method in unsymmetrial loading tunnel hole |
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|---|---|---|---|
| CN201610650180.7A CN106223989B (en) | 2016-08-10 | 2016-08-10 | Excavate safeguard structure and construction method in unsymmetrial loading tunnel hole |
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| CN106223989A true CN106223989A (en) | 2016-12-14 |
| CN106223989B CN106223989B (en) | 2018-01-16 |
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Cited By (17)
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| CN106638509A (en) * | 2017-01-04 | 2017-05-10 | 中国电建集团贵阳勘测设计研究院有限公司 | Tunnel structure capable of reducing slope excavation and construction method thereof |
| CN106968260A (en) * | 2017-04-05 | 2017-07-21 | 五冶集团上海有限公司 | The device and method come down for Strengthening Tunnel mountain body entrance |
| CN106996299A (en) * | 2017-05-25 | 2017-08-01 | 中铁局集团厦门建设工程有限公司 | Control the steel floral tube pile retaining structure and its construction method of tunnel biased deformation |
| CN107034905A (en) * | 2017-05-25 | 2017-08-11 | 中铁局集团厦门建设工程有限公司 | Control the combination retaining structure and its construction method of biased deformation |
| CN107143358A (en) * | 2017-06-28 | 2017-09-08 | 山东省地质矿产勘查开发局八0水文地质工程地质大队(山东省地矿工程勘察院) | Opposite-pulling anchor cable structure for controlling tunnel bias deformation and construction method thereof |
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| CN110374633A (en) * | 2019-07-19 | 2019-10-25 | 中铁隧道集团二处有限公司 | The Portal Section Construction method of Tunnel Passing loose media |
| CN111119208A (en) * | 2020-01-17 | 2020-05-08 | 中铁二院工程集团有限责任公司 | Hole anchor pile protection structure and construction method thereof |
| CN111576481A (en) * | 2020-05-12 | 2020-08-25 | 中铁二十局集团第三工程有限公司 | Tunnel portal open cut tunnel reinforcing construction method |
| CN111636902A (en) * | 2020-05-30 | 2020-09-08 | 中铁十八局集团有限公司 | TF type pile and method for preventing and treating large bias voltage and large deformation of tunnel slope based on TF type pile |
| CN111648790A (en) * | 2020-06-12 | 2020-09-11 | 安徽省公路桥梁工程有限公司 | Shallow-buried bias tunnel entry structure and construction method |
| CN111764908A (en) * | 2020-06-12 | 2020-10-13 | 中铁第四勘察设计院集团有限公司 | Construction method suitable for wide-angle oblique crossing transition between open cut method and mine method |
| CN112922635A (en) * | 2021-02-04 | 2021-06-08 | 中工武大设计研究有限公司 | Hydraulic tunnel excavation supporting structure and construction method |
| CN112983461A (en) * | 2021-03-22 | 2021-06-18 | 中铁五局集团第一工程有限责任公司 | Construction method for bias tunnel portal in slope volume |
| CN114809039A (en) * | 2022-06-06 | 2022-07-29 | 新疆北新路桥集团股份有限公司 | Mountain slope supporting structure and mountain slope supporting method |
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| CN111636902B (en) * | 2020-05-30 | 2023-02-28 | 中铁十八局集团有限公司 | Method for preventing and treating large bias voltage and large deformation of tunnel slope by TF type piles |
| CN111636902A (en) * | 2020-05-30 | 2020-09-08 | 中铁十八局集团有限公司 | TF type pile and method for preventing and treating large bias voltage and large deformation of tunnel slope based on TF type pile |
| CN111648790A (en) * | 2020-06-12 | 2020-09-11 | 安徽省公路桥梁工程有限公司 | Shallow-buried bias tunnel entry structure and construction method |
| CN111764908A (en) * | 2020-06-12 | 2020-10-13 | 中铁第四勘察设计院集团有限公司 | Construction method suitable for wide-angle oblique crossing transition between open cut method and mine method |
| CN111648790B (en) * | 2020-06-12 | 2023-03-14 | 安徽省公路桥梁工程有限公司 | Shallow-buried bias tunnel entry structure and construction method |
| CN112922635A (en) * | 2021-02-04 | 2021-06-08 | 中工武大设计研究有限公司 | Hydraulic tunnel excavation supporting structure and construction method |
| CN112983461A (en) * | 2021-03-22 | 2021-06-18 | 中铁五局集团第一工程有限责任公司 | Construction method for bias tunnel portal in slope volume |
| CN112983461B (en) * | 2021-03-22 | 2024-03-15 | 中铁五局集团第一工程有限责任公司 | Construction method for biasing tunnel portal in slope integrated |
| CN114809039A (en) * | 2022-06-06 | 2022-07-29 | 新疆北新路桥集团股份有限公司 | Mountain slope supporting structure and mountain slope supporting method |
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