CN106223989B - Excavate safeguard structure and construction method in unsymmetrial loading tunnel hole - Google Patents
Excavate safeguard structure and construction method in unsymmetrial loading tunnel hole Download PDFInfo
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- CN106223989B CN106223989B CN201610650180.7A CN201610650180A CN106223989B CN 106223989 B CN106223989 B CN 106223989B CN 201610650180 A CN201610650180 A CN 201610650180A CN 106223989 B CN106223989 B CN 106223989B
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- side wall
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- anchor cable
- tunnel
- friction pile
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- 238000010276 construction Methods 0.000 title claims abstract description 20
- 239000002689 soil Substances 0.000 claims abstract description 16
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 8
- 238000007569 slipcasting Methods 0.000 claims description 19
- 238000005553 drilling Methods 0.000 claims description 12
- 229910000831 Steel Inorganic materials 0.000 claims description 10
- 239000010959 steel Substances 0.000 claims description 10
- 238000005266 casting Methods 0.000 claims description 9
- 239000002002 slurry Substances 0.000 claims description 9
- 238000009415 formwork Methods 0.000 claims description 6
- 230000002787 reinforcement Effects 0.000 claims description 6
- 239000004677 Nylon Substances 0.000 claims description 3
- 238000004873 anchoring Methods 0.000 claims description 3
- 229920001778 nylon Polymers 0.000 claims description 3
- 230000015572 biosynthetic process Effects 0.000 claims description 2
- 229920002472 Starch Polymers 0.000 claims 1
- 238000003780 insertion Methods 0.000 claims 1
- 230000037431 insertion Effects 0.000 claims 1
- 235000019698 starch Nutrition 0.000 claims 1
- 239000008107 starch Substances 0.000 claims 1
- 239000011435 rock Substances 0.000 abstract description 6
- 238000009412 basement excavation Methods 0.000 description 5
- 238000000034 method Methods 0.000 description 5
- 238000010586 diagram Methods 0.000 description 2
- 230000005484 gravity Effects 0.000 description 2
- 239000007788 liquid Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 235000019994 cava Nutrition 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 125000004122 cyclic group Chemical group 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000008676 import Effects 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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 OR ROCK 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
Safeguard structure and construction method are excavated in unsymmetrial loading tunnel hole, belong to Tunnel Engineering field, including framework, Guan Peng, anchor cable, friction pile and side wall；Tunnel side side slope carries out supporting and retaining system by anchor cable and framework anchor connection；Tunnels in Shallow Buried side sets side wall, and guide pipe stretches into massif through side wall top, drilled by guide pipe；Pipe canopy passes through guide pipe, and anchor cable is inserted in pipe canopy；Base of frame arranges friction pile, and with connecting at the top of friction pile, anchor cable is anchored in the stable region of massif through friction pile for framework column bottom；The back-filling in layers soil body and tamped between side wall and massif；Side wall and friction pile are linked to be overall structure and are anchored in Rock mass stability area by the timesharing grouting and reinforcing soil body in pipe canopy and anchor cable, anchor cable and pipe canopy, and boring construction tunnel is carried out in side wall, friction pile and Guan Peng enclosed areas.The present invention forms protection body before being excavated at hole, the backfill soil body contributes to hole to excavate, can reduce biasing force, prevent tunnel from sliding, and ensures unsymmetrial loading tunnel safe construction and operation.
Description
Technical field
Present invention relates particularly to unsymmetrial loading tunnel hole to excavate safeguard structure, belongs to Tunnel Engineering technical field.
Background technology
The highway in China, high speed railway construction flourish in recent years, produce substantial amounts of Tunnel Engineering therewith, and big
Most highways, railway typically connect up along cheuch, therefore Unevenly-pressured shallow tunnel occupies sizable proportion in these Tunnel Engineering.Partially
Pressure tunnel portal excavate be all the time Geotechnical Engineering industry a great problem, especially show that landform, geological environment are complicated
Weak surrounding rock area, its rock matter weakness, low bearing capacity, developmental joint fissure, structure crush, and massif stability itself is poor, bias
Tunnel portal section buried depth is extremely shallow, massif is disturbed during excavation big, it is likely that cause tunnel side slopes slump, Tunnel Landslide, lining
The problems such as building crack and tunnel overall offset, the safety of tunnel excavation personnel is threatened, the normal operation in tunnel is influenceed, gives people the people's livelihood
Life property safety brings hidden trouble.
Protection in existing unsymmetrial loading tunnel entrance construction is mainly：Taken outside hole and backfill back-pressure soil balance portion in shallow embedding side
Bias；Reduction is taken in hole per cyclic advance, steel arch-shelf, bar diameter and increase secondary lining thickness is increased and is opened to reduce tunnel
Sedimentation, skew and crack in digging.Although these methods are widely used in the excavation of unsymmetrial loading tunnel, but do not added fundamentally
Gu unstable massif, reducing the disturbance to weak surrounding rock, but increase tunnel internal rigidity to resist bias and hillside to tunnel
Failure by shear.The unsymmetrial loading tunnel Portal Section for taking the method to construct be in the range of unstable slip mass, tectonic stress and inclined
Pressure directly acts on tunnel, and tunnel may occur whole slide due to unstable landslide at any time in excavation or operation, split
Gap, landslide etc. is destroyed.It would therefore be desirable to a kind of unsymmetrial loading tunnel hole safeguard structure, can the unstable massif of integral reinforcing, subtract
The bias of light construction and gravity to tunnel.
The content of the invention
It is an object of the invention to provide a kind of unsymmetrial loading tunnel hole to excavate safeguard structure and construction method.
The present invention is that safeguard structure and construction method are excavated in unsymmetrial loading tunnel hole, and safeguard structure bag is excavated at unsymmetrial loading tunnel hole
Include framework 2, pipe canopy 3, anchor cable 4, friction pile 5 and side wall 6, it is characterised in that：The side side slope of tunnel 11 passes through anchor cable 4 and framework 2
Anchor connection carries out supporting and retaining system；The shallow embedding side of tunnel 11 sets side wall 6, and guide pipe 7 stretches into massif 1 through the top of side wall 6, passes through guiding
Pipe 7 drills；Pipe canopy 3 passes through guide pipe 7, and anchor cable 4 is inserted in pipe canopy 3；Arrange friction pile 5, framework column bottom and antiskid in the bottom of framework 2
The top of stake 5 connects, 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 the Grouting Pipe 10 with rubber ring 9 and grouting nozzle 8 into anchor cable 4 and pipe canopy 3 the timesharing grouting and reinforcing soil body, anchor
Side wall 6 and friction pile 5 are linked to be overall structure and are anchored in the stable region of massif 1 by rope 4 and pipe canopy 3；Massif, backfill and side wall 6
Intersection sets gutter, the boring construction tunnel 11 in side wall 6, friction pile 5 and the enclosed area of pipe canopy 3.
The construction method of safeguard structure is excavated at unsymmetrial loading tunnel hole of the present invention, and its step is：
（1）The side side slope drilling of tunnel 11, formwork supporting plate, assembling reinforcement, casting concrete form framework 2, and anchor cable 4 passes through frame
Frame 2 is stretched into hole, slip casting, stretch-draw anchor 4, anchor cable 4 is anchored on framework 2；
（2）According to the bias condition of tunnel 11, away from the tunnel of side wall 6 is excavated at the abutment wall 3-5m of shallow embedding side tunnel 11, hole bottom exists
5-8m below tunnel inverted arch, bed course is flattened, formwork, assembling reinforcement, two row's guide pipes 7 is fixed at the top of side wall 6 and stretches into massif
1, casting concrete forms side wall 6；
（3）After the intensity of side wall 6 reaches 80%, drilling pipe canopy hole and anchor cable hole are arranged with plum blossom-shaped at guide pipe 7；
（4）Friction pile stake holes is excavated in the bottom of framework 2, when digging to Guan Peng holes, first blocks Guan Peng apertures with Nylon Bag, it is follow-up
It is continuous to excavate pile body until 5-8m below inverted arch, passes through in stake top 1-2m and Guan Peng holes and pre-buried pvc pipe, colligation are distinguished at friction pile 5
Friction pile reinforcing bar；
（5）Pipe canopy 3 is inserted and goed deep into massif 1 from the Guan Peng apertures of side wall 6, anchor cable 4 inserts anchor cable through pipe canopy 3
Hole；
（6）Casting concrete, friction pile 5 and the bottom connection of framework 2, along the pre-buried pvc pipe of stake top to the internal drilling of massif 1, to
Anchor cable 4, slip casting, tensioning, anchoring anchor cable are penetrated in hole；
（7）Successively backfilled between side wall 6 and massif 1, tamp the soil body to side wall（6）Highly, it is 2%-10%'s to set the gradient
Along slope, backfill intersection sets gutter；
（8）Pipe canopy 3 and anchor cable 4 carry out timesharing slip casting；Grouting Pipe 10 with rubber ring 9 is passed through into pipe canopy 3 and anchor cable 4,
Rubber ring 9 is located at the bottom hole of Guan Peng holes, gives the slip casting of anchor cable 4 by Grouting Pipe 10, is extracted after the completion of slip casting, rubber ring 9 runs into slurry
The end of pipe canopy 3 is fixed in liquid expansion, prevents slurry from flowing into pipe canopy 3 by rubber ring 9, treats that slurry intensity reaches more than 80% post-tensioning
Anchor cable 4 is drawn, side wall 6 is anchored in anchorage；The slip casting of pipe canopy 3 is given by grouting nozzle 8；
（9）Boring construction tunnel 11 is carried out between side wall 6 and friction pile 5.
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,
Drilling pipe canopy hole process is applied using side wall as pipe canopy support, reduction；Anchor cable and pipe canopy share drilling, by timesharing slip casting by pipe canopy with
Anchor cable is combined, and the physico-mechanical properties of backfill and surrounding weak surrounding rock is improved not only through slip casting, adds country rock oneself
Ability is held, and using side wall and stablizes massif as fulcrum one girder structure of formation, and is anchored in total using anchor cable
Stable massif, prevents shallow embedding side from unitary side occurring under bias condition to displacement.（2）Performing Anchor anti-slide piles in buried side can
Reduce bias caused by construction and gravity and, to the shearing force in tunnel, improve the coefficient of stability of massif side side slope and in friction pile
Upper embedding steel pipe, adjustment working procedure cleverly solve the cross-cutting issue of pipe canopy and friction pile, 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
Import biased side occurs excessive deformation during excavation or operation, caves in, moves integrally and destroyed with crack etc..
Brief description of the drawings
Fig. 1 is the front view of safeguard structure；Fig. 2 is the A-A profiles of safeguard structure；Fig. 3 is pipe canopy schematic diagram；Fig. 4 is
Grouting Pipe schematic diagram；Fig. 5 is pipe canopy and anchor cable profile.
Description of reference numerals：Massif 1, framework 2, pipe canopy 3, anchor cable 4, friction pile 5, side wall 6, guide pipe 7, grouting nozzle 8, rubber
Cushion rubber 9, Grouting Pipe 10, tunnel 11.
Embodiment
Below in conjunction with the accompanying drawings and specific implementation example the present invention is further described, the given examples are served only to explain the present invention
It is not limited only to this example.After the present invention is read, all equivalent substitutions made in the principle of the invention, modification belong to this hair
Bright protection domain.
As shown in Fig. 1,2,3,4 and 5, safeguard structure is excavated at unsymmetrial loading tunnel hole includes framework 2, pipe canopy 3, anchor cable 4, antiskid
Stake 5 and side wall 6, the side side slope of tunnel 11 carry out supporting and retaining system by anchor cable 4 and the anchor connection of framework 2；The shallow embedding side of tunnel 11 sets side
Wall 6, guide pipe 7 stretch into massif 1 through the top of side wall 6, drilled by guide pipe 7；Pipe canopy 3 passes through guide pipe 7, and anchor cable 4 is inserted in
Pipe canopy 3；Friction pile 5 is arranged in the bottom of framework 2, and framework column bottom connects with the top of friction pile 5, and anchor cable 4 is anchored in through friction pile 5
In the stable region of massif 1；The back-filling in layers soil body and tamped between side wall 6 and massif 1；Pass through the He of Grouting Pipe 10 with rubber ring 9
Side wall 6 and friction pile 5 are linked to be entirety by the timesharing grouting and reinforcing soil body into anchor cable 4 and pipe canopy 3 of grouting nozzle 8, anchor cable 4 and pipe canopy 3
Structure anchor is in the stable region of massif 1；The intersection of massif, backfill and side wall 6 sets gutter, in side wall 6, the and of friction pile 5
Boring construction tunnel 11 in the enclosed area of pipe canopy 3.
As illustrated in fig. 1 and 2, side wall 6 pushes up away from the abutment wall 3-5m of shallow embedding side tunnel 11, width 1-2m, wall top higher than tunnel 11
Absolute altitude 6-8m, wall bottom are less than inverted arch 5-8m.
As shown in figures 2 and 5, guide pipe 7 is that thickness is 1-2cm, the steel pipe that diameter matches with pipe canopy 3, is carried on steel pipe
In the 1-2cm of plum blossom-shaped arrangement circular hole；The horizontal spacing of guide pipe 7 is 0.5-0.8m, and vertical spacing is 1-1.5m.
As shown in Fig. 1,2,3 and 5, pipe canopy 3 is a diameter of 8-18cm, wall thickness is 1-3cm steel pipe, with being in plum on steel pipe
Flower-shaped a diameter of 1-2cm circular hole, termination are welded with grouting nozzle 8.
As illustrated in fig. 1 and 2, anchor cable 4 passes 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 the downward 1-2m and Guan Peng holes of stake top pass through place
Pre-buried pvc pipe.
As shown in Fig. 2 being backfilled when the soil body is backfilled between described massif 1 and side wall 6 using the method successively tamped, 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 pass through pipe canopy 3, length 8-
12cm, water-swellable, expansion rate 200%-300%.
The construction method of safeguard structure is excavated at unsymmetrial loading tunnel hole, and its step is：
（1）The side side slope drilling of tunnel 11, formwork supporting plate, assembling reinforcement, casting concrete form framework 2, and anchor cable 4 passes through frame
Frame 2 is stretched into hole, slip casting, stretch-draw anchor 4, anchor cable 4 is anchored on framework 2；
（2）According to the bias condition of tunnel 11, away from the tunnel of side wall 6 is excavated at the abutment wall 3-5m of shallow embedding side tunnel 11, hole bottom exists
5-8m below tunnel inverted arch, bed course is flattened, formwork, assembling reinforcement, two row's guide pipes 7 is fixed at the top of side wall 6 and stretches into massif
1, casting concrete forms side wall 6；
（3）After the intensity of side wall 6 reaches 80%, drilling pipe canopy hole and anchor cable hole are arranged with plum blossom-shaped at guide pipe 7；
（4）Friction pile stake holes is excavated in the bottom of framework 2, when digging to Guan Peng holes, first blocks Guan Peng apertures with Nylon Bag, it is follow-up
It is continuous to excavate pile body until 5-8m below inverted arch, passes through in stake top 1-2m and Guan Peng holes and pre-buried pvc pipe, colligation are distinguished at friction pile 5
Friction pile reinforcing bar；
（5）Pipe canopy 3 is inserted and goed deep into massif 1 from the Guan Peng apertures of side wall 6, anchor cable 4 inserts anchor cable through pipe canopy 3
Hole；
（6）Casting concrete, friction pile 5 and the bottom connection of framework 2, along the pre-buried pvc pipe of stake top to the internal drilling of massif 1, to
Anchor cable 4, slip casting, tensioning, anchoring anchor cable are penetrated in hole；
（7）Successively backfilled between side wall 6 and massif 1, tamp the soil body to side wall（6）Highly, it is 2%-10%'s to set the gradient
Along slope, backfill intersection sets gutter；
（8）Pipe canopy 3 and anchor cable 4 carry out timesharing slip casting；Grouting Pipe 10 with rubber ring 9 is passed through into pipe canopy 3 and anchor cable 4,
Rubber ring 9 is located at the bottom hole of Guan Peng holes, gives the slip casting of anchor cable 4 by Grouting Pipe 10, is extracted after the completion of slip casting, rubber ring 9 runs into slurry
The end of pipe canopy 3 is fixed in liquid expansion, prevents slurry from flowing into pipe canopy 3 by rubber ring 9, treats that slurry intensity reaches more than 80% post-tensioning
Anchor cable 4 is drawn, side wall 6 is anchored in anchorage；The slip casting of pipe canopy 3 is given by grouting nozzle 8；
（9）Boring construction tunnel 11 is carried out between side wall 6 and friction pile 5.
Claims (10)
1. safeguard structure, including framework are excavated in unsymmetrial loading tunnel hole（2）, pipe canopy（3）, anchor cable（4）, friction pile（5）And side wall
（6）, it is characterised in that：Tunnel（11）Side side slope passes through anchor cable（4）With framework（2）Anchor connection carries out supporting and retaining system；Tunnel（11）
Shallow embedding side sets side wall（6）, guide pipe（7）Through side wall（6）Massif is stretched at top（1）, pass through guide pipe（7）Drilling；Pipe canopy
（3）Through guide pipe（7）, anchor cable（4）It is inserted in pipe canopy（3）；Framework（2）Arrange friction pile in bottom（5）, framework column bottom and antiskid
Stake（5）Top connects, anchor cable（4）Through friction pile（5）It is anchored in massif（1）Stable region in；Side wall（6）With massif（1）Between
The back-filling in layers soil body is simultaneously tamped；By with rubber ring（9）Grouting Pipe（10）And grouting nozzle（8）To anchor cable（4）With pipe canopy（3）
The interior timesharing grouting and reinforcing soil body, anchor cable（4）With pipe canopy（3）By side wall（6）And friction pile（5）It is linked to be overall structure and is anchored in massif
（1）Stable region；Massif, backfill and side wall（6）Intersection set gutter, in side wall（6）, friction pile（5）With pipe canopy（3）
Boring construction tunnel in enclosed area（11）.
2. safeguard structure is excavated at unsymmetrial loading tunnel hole according to claim 1, it is characterised in that：Described side wall（6）Away from
Shallow embedding side tunnel（11）Abutment wall 3-5m, width 1-2m, wall top are higher than tunnel（11）The high 6-8m of top mark, wall bottom are less than inverted arch 5-
8m。
3. safeguard structure is excavated at unsymmetrial loading tunnel hole according to claim 1, it is characterised in that：Described guide pipe（7）
It is that thickness is 1-2cm, diameter and Guan Peng（3）The steel pipe to match, the circular hole of the 1-2cm in plum blossom-shaped arrangement is carried on steel pipe；
Guide pipe（7）Horizontal spacing is 0.5-0.8m, and vertical spacing is 1-1.5m.
4. safeguard structure is excavated at unsymmetrial loading tunnel hole according to claim 1, it is characterised in that：Described pipe canopy（3）It is
A diameter of 8-18cm, the steel pipe that wall thickness is 1-3cm, the circular hole in a diameter of 1-2cm of plum blossom-shaped are carried on steel pipe, termination is welded with
Grouting nozzle（8）.
5. safeguard structure is excavated at unsymmetrial loading tunnel hole according to claim 1, it is characterised in that：Described anchor cable（4）Wear
Cross side wall（6）With friction pile（5）.
6. safeguard structure is excavated at unsymmetrial loading tunnel hole according to claim 1, it is characterised in that：Described friction pile（5）
Elevation of bottom be less than inverted arch 5-8m, the downward 1-2m and Guan Peng holes of stake top are through locating pre-buried pvc pipe.
7. safeguard structure is excavated at unsymmetrial loading tunnel hole according to claim 1, it is characterised in that：Described massif（1）With
Side wall（6）Between backfill the soil body keep 2%-10% the suitable slope gradient.
8. safeguard structure is excavated at unsymmetrial loading tunnel hole according to claim 1, it is characterised in that：Described Grouting Pipe（10）
For a pipe, a diameter of 2-3cm.
9. safeguard structure is excavated at unsymmetrial loading tunnel hole according to claim 1, it is characterised in that：Described rubber ring（9）
Inner ring can be inserted into Grouting Pipe（10）, outer ring can pass through pipe canopy（3）, length 8-12cm, water-swellable, expansion rate 200%-
300%。
10. the construction method of safeguard structure is excavated at unsymmetrial loading tunnel hole, it is characterised in that its step is：
（1）Tunnel（11）Side side slope drilling, formwork supporting plate, assembling reinforcement, casting concrete form framework（2）, anchor cable（4）Pass through
Framework（2）Stretch into hole, slip casting, stretch-draw anchor（4）, by anchor cable（4）It is anchored in framework（2）On；
（2）According to tunnel（11）Bias condition, away from shallow embedding side tunnel（11）Side wall is excavated at abutment wall 3-5m（6）Tunnel, cheat bottom
The 5-8m below tunnel inverted arch, flatten bed course, formwork, assembling reinforcement, in side wall（6）Two row's guide pipes are fixed at top（7）And stretch
Enter massif（1）, casting concrete formation side wall（6）；
（3）Side wall（6）After intensity reaches 80%, in guide pipe（7）Sentence plum blossom-shaped arrangement drilling pipe canopy hole and anchor cable hole；
（4）In framework（2）Friction pile stake holes is excavated in bottom, when digging to Guan Peng holes, first blocks Guan Peng apertures with Nylon Bag, rear to continue
Pile body is excavated until 5-8m below inverted arch, friction pile is passed through in stake top 1-2m and Guan Peng holes（5）The pre-buried pvc pipe of place's difference, colligation
Friction pile reinforcing bar；
（5）By pipe canopy（3）From side wall（6）Guan Peng apertures insert and go deep into massif（1）It is interior, anchor cable（4）Through pipe canopy（3）Insertion
Anchor cable hole；
（6）Casting concrete, friction pile（5）With framework（2）Bottom connection, along the pre-buried pvc pipe of stake top to massif（1）Internal drilling,
Anchor cable is penetrated into hole（4）, slip casting, tensioning, anchoring anchor cable；
（7）In side wall（6）With massif（1）Between successively backfill, tamp the soil body to side wall（6）Highly, it is 2%-10%'s to set the gradient
Along slope, backfill intersection sets gutter；
（8）Pipe canopy（3）And anchor cable（4）Carry out timesharing slip casting；Rubber ring will be carried（9）Grouting Pipe（10）Through pipe canopy（3）With
Anchor cable（4）, rubber ring（9）At the bottom hole of Guan Peng holes, pass through Grouting Pipe（10）To anchor cable（4）Slip casting, extracted after the completion of slip casting,
Rubber ring（9）Run into slurry dilatancy and be fixed on Guan Peng（3）End, prevent slurry from passing through rubber ring（9）Flow into pipe canopy（3）, wait to starch
Body intensity reaches more than 80% post-tensioning anchor cable（4）, side wall is anchored in anchorage（6）；Pass through grouting nozzle（8）Give pipe canopy（3）Note
Slurry；
（9）In side wall（6）With friction pile（5）Between carry out boring construction tunnel（11）.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610650180.7A CN106223989B (en) | 2016-08-10 | 2016-08-10 | Excavate safeguard structure and construction method in unsymmetrial loading tunnel hole |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| 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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| Publication Number | Publication Date |
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| CN106223989A CN106223989A (en) | 2016-12-14 |
| CN106223989B true CN106223989B (en) | 2018-01-16 |
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