CN108019209A - The drawing anchor construction method deformed suitable for the overlying solum settlement of shallow tunnel - Google Patents
The drawing anchor construction method deformed suitable for the overlying solum settlement of shallow tunnel Download PDFInfo
- Publication number
- CN108019209A CN108019209A CN201711148458.1A CN201711148458A CN108019209A CN 108019209 A CN108019209 A CN 108019209A CN 201711148458 A CN201711148458 A CN 201711148458A CN 108019209 A CN108019209 A CN 108019209A
- Authority
- CN
- China
- Prior art keywords
- anchor
- tunnel
- slip casting
- construction method
- overlying
- 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.)
- Granted
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
Abstract
The drawing anchor construction method that overlying solum settlement disclosed by the invention suitable for shallow tunnel deforms, comprises the following steps：Step 1, pre-processed before tunneling；Step 2, a grouted anchor bar is respectively applied at the spandrel position of overburden layer or so on tunnel；Step 3, apply grade beam in the adjacent ground surface of tunnel upper and carry out fixing anchor bar anchor head；Step 4, using three benching tunnelling method tunneling of upper, middle and lower.The present invention draws anchor construction method to be connected by applying anchor pole at tunnel spandrel, and with grade beam, applies an anchor-hold to overburden layer on tunnel, plays the role of drawing anchor；Effectively reinforce loose, play the role of limitation, reduction well to the stratum shallow tunnel overlying solum settlement deformation, the construction method short time limit, low cost, construction efficiency is high, and the out-of-balance force that produced by tunnel excavation can dissipate, adjust strain regime, slow down the development of deformation, realize itself confinement effect, there is good practical value.
Description
Technical field
The invention belongs to shallow soft stratum method and technology field, and in particular to a kind of upper overburden layer suitable for shallow tunnel
The drawing anchor construction method of sedimentation and deformation.
Background technology
In recent years, urban population densification aggravates so that ground usable floor area is more and more limited, and traffic above-ground is increasingly gathered around
Squeeze, so as to promote the quick popularization and progress of Urban Underground railway.As urban track traffic reaches its maturity, either subway
Tunnel or vcehicular tunnel, are obtained for preferable development in each area, but the problem of producing therewith is also more and more.
The fast-developing of subway undoubtedly alleviates sizable congested in traffic problem to each big city, and pole is brought for people
Big facility.But just there is a worry here, for subway buried depth generally all at 10-20 meters, shallow tunnel is in the majority, its excavation will certainly
Disturbance and destruction can be produced to surrounding soil, overburden layer on tunnel different degrees of sedimentation and deformation is occurred, this is directly influenced
The intensive building in ground, pavement of road and the safe handling of municipal works, the phenomenon are more prominent in loose, soft stratum.Cause
This, in order to ensure that above ground structure safety, traffic above-ground are normally orderly, then must be strictly controlled the overlying caused by tunnel excavation
Solum settlement deforms.Control the sedimentation and deformation method very much, including improve soil strength variation, reduce the discharge capacity of underground water, according to
Formation condition selects construction method, rationally determines to excavate drilling depth, immediate support measure and engineering reinforcement measure etc. should during selection
As far as possible rationally effectively, serious consequence will otherwise be caused.
The content of the invention
The object of the present invention is to provide the drawing anchor construction method that a kind of overlying solum settlement suitable for shallow tunnel deforms, solution
The problem of deformation of overlying solum settlement easily occurs when excavating for existing shallow tunnel of having determined.
The technical solution adopted in the present invention is, suitable for the drawing anchor construction party of the overlying solum settlement deformation of shallow tunnel
Method, comprises the following steps：
Step 1, pre-processed before tunneling
It will do shortly above the tunnel excavation face in the range of consolidation process, and carry out pore-forming operation using ordi-nary drilling machine, so
Advanced tubule is inserted into simultaneously slip casting in hole afterwards, forms advance bonding course；
Step 2, grouted anchor bar is applied
Step 2.1, at the spandrel position in the tunnel handled through step 1, ordi-nary drilling machine edge and Vertical tunnel center line are used
One group of drilling is symmetrically crept into the direction of 30 ° of -45 ° of angles, then cleaning drilling；
Step 2.2, using the hollow grouting anchor of head installation anchor head, it is then inserted into the drilling of step 2.1, together
When hollow grouting anchor is tangled with the hangnail on anchor head；Installation sleeve, stop grouting plug, pad successively on hollow grouting anchor at this time
The injected hole of hollow grouting anchor afterbody, is then connected by plate and nut with slip casting machine；
Step 2.3, slip casting operation is carried out to hollow grouting anchor by slip casting machine and injected hole, obtains grouted anchor bar；
Step 3, the grouted anchor bar anchor head handled through step 2 is fixed
Step 3.1, concrete cushion is built in the tunnel upper after step 2 processing, then draws the ground that will be applied
The center line of Ji Liang and sideline, the datum line as later stage formwork supporting plate；
Step 3.2, reinforcing bar as defined in meeting is made and according to demand in corresponding site assembling reinforcement, then according to step
3.1 center line and sideline installation wooden model；
Step 3.3, watering moistening processing is carried out to wooden model, then wooden model and embedded anchor head are carried out with armored concrete
Pour and smash operation, anchor head is fixed in the grade beam in wooden model, solidifying no less than wooden model is removed after 24h, even if anchor head is fixed
In grade beam；
Step 4, the tunnel handled through step 3 is excavated using three benching tunnelling method of upper, middle and lower, that is, obtains preventing overburden layer from deforming
Shallow tunnel.
It is of the invention to be further characterized in that,
Advanced tubule is seamless steel pipe in step 1, specifically includes the slip casting entrance being connected with each other successively, slip casting Duan Gang
Pipe and only slurry section steel pipe；
Wherein slip casting entrance is in coniform that the slip casting hole arranged in plum blossom-shaped is provided with slip casting section steel pipe.
Advanced tubule internal diameter 30-50mm, length 3-5mm, the spacing of adjacent slip casting hole is 100-150mm, adjacent super
The spacing of preceding ductule is 300-500mm.
The specific installation operation of advanced tubule is：
Advanced tubule is headed into using pneumatic pick or with being installed after mechanical hole building, and outside along tunnel longitudinal direction excavation contour line
With 10 ° -30 ° of extrapolation angular bit hole, stratum is then squeezed into；After installing, in advanced tubule mouth of pipe flax silk and anchor
Gu agent blocks its gap between hole, and end socket and orifice valves are installed at the advanced tubule mouth of pipe.
The length of hollow grouting anchor insertion drilling is no less than the 95% of its total length in step 2；Backing plate is adjacent to tunnel and faces
Empty face.
Wooden model is first clean by its surface clean before use in step 3, then paints demoulding grease, is propped up again after its drying
Wooden model.
Poured in step 3 and smash operation and use poker vibrator, vibrating time 10-15s.
Step 4 concretely comprises the following steps：
Step 4.1, top bar uses Ring Cutting provided core soil method, and on tunnel top, section first digs arc hole, then
Excavate central core soil and set up steel arch-shelf, the once supporting and arch springing slip casting lock foot anchor tube of appropriate section, control are set in it
The sedimentation and deformation of lining cutting at initial stage processed；
Step 4.2, middle step divides left and right sides to excavate, and sets up steel arch-shelf in time and sets the once supporting and wall of appropriate section
Subscript slurry lock foot anchor tube, controls the sedimentation and deformation of lining cutting at initial stage；
Step 4.3, the excavation that carries out getting out of a predicament or an embarrassing situation constructs tunnel inverted arch, sets the once supporting of appropriate section, makes arch wall initial stage
Lining cutting, vault lining cutting at initial stage and inverted arch lining cutting at initial stage are connected as an entirety, form closed circular lining cutting at initial stage；
Step 4.4, sheet plastic separation layer is set up as waterproof layer, successively tunnel inverted arch and arch wall is carried out building mould coagulation
Soil operation, completes secondary lining and vault backfill slip casting.
The beneficial effects of the invention are as follows：The present invention is suitable for the drawing anchor construction method that the overlying solum settlement of shallow tunnel deforms
It is connected by applying anchor pole at tunnel spandrel, and by them with the grade beam of adjacent ground surface, overburden layer on tunnel is applied
One anchor-hold, plays the role of drawing anchor；Loose, soft stratum structure can be effectively reinforced, to overburden layer on the stratum shallow tunnel
Sedimentation and deformation plays the role of limitation, reduction well, and the short time limit of the construction method, low cost, construction efficiency is high, and energy will be because of tunnel
Road excavates the out-of-balance force produced and dissipates, and adjusts strain regime, slows down or postpone the development of deformation, realize itself confinement effect,
With higher economic benefit and social benefit, there is good practical value.
Brief description of the drawings
Fig. 1 is the excavation construction flow chart that the present invention draws tunnel in anchor construction method；
Fig. 2 is the structure diagram of A-A sections in Fig. 1 of the present invention；
Fig. 3 is that the present invention draws tunnel in anchor construction method to draw anchor construction schematic diagram；
Fig. 4 is the structure diagram that the present invention draws hollow grouting anchor in anchor construction method；
Fig. 5 is the flow chart that the present invention draws hollow grouting anchor construction technology in anchor construction method.
In figure, 1. advanced tubules, 2. steel arch-shelfs, 3. arch springing slip castings lock foot anchor tube, 4. foundation slip castings lock foot anchor tube, 5. 1
Secondary supporting, 6. sheet plastic separation layers, 7. form concretes, 8. hollow grouting anchors, 9. grade beams, 10. injected holes, 11. spiral shells
Mother, 12. exhausting-gas holes, 13. stop grouting plugs, 14. backing plates, 15. sleeves, 16. anchor heads, 17. drillings.
Embodiment
The present invention is described in detail with reference to the accompanying drawings and detailed description.
The present invention is suitable for the drawing anchor construction method that the overlying solum settlement of shallow tunnel deforms, and comprises the following steps：
Step 1, pre-processed before tunneling
It will do shortly above the tunnel excavation face in the range of consolidation process, and carry out pore-forming operation using ordi-nary drilling machine, such as
Shown in Fig. 1 and Fig. 2, advanced tubule 1 is then inserted into hole simultaneously slip casting, forms advance bonding course；
Wherein advanced tubule 1 is seamless steel pipe, specifically includes the slip casting entrance being connected with each other successively, slip casting section steel pipe
With only slurry section steel pipe；Slip casting entrance is in coniform, and the slip casting hole arranged in plum blossom-shaped is provided with slip casting section steel pipe；It is advanced small
1 internal diameter 30-50mm of conduit, length 3-5mm, the spacing of the adjacent slip casting hole of each two are 100-150mm, each two adjacent advance
The spacing of ductule 1 is 300-500mm；Wherein, injection slurry is specifically determined according to formation condition etc.；
The specific installation operation of advanced tubule 1 is：Advanced tubule 1 is headed into using pneumatic pick or with pacifying after mechanical hole building
Dress, and along tunnel longitudinal direction excavation contour line stratum is then squeezed into outwards with 10 ° -30 ° of extrapolation angular bit hole；Install
Afterwards, its gap between hole is blocked with flax silk and Anchor Agent in 1 mouth of pipe of advanced tubule, and at 1 mouth of pipe of advanced tubule
End socket and orifice valves are installed.
Step 2, grouted anchor bar is applied
Step 2.1, at the spandrel position in the tunnel handled through step 1, ordi-nary drilling machine edge and Vertical tunnel center line are used
One group of drilling 17 is symmetrically crept into the direction of 30 ° of -45 ° of angles, then cleaning drilling 17；
Step 2.2, as shown in Figure 3 and Figure 4, using the hollow grouting anchor 8 of head installation anchor head 16, it is then inserted into
In the drilling 17 of step 2.1, while hollow grouting anchor 8 is tangled with the hangnail on anchor head 16；At this time in hollow grouting anchor 8
On installation sleeve 15, stop grouting plug 13, backing plate 14 and nut 11 successively, then by the injected hole 10 of 8 afterbody of hollow grouting anchor with
Slip casting machine is connected；Its 8 afterbody of hollow grouting anchor is additionally provided with exhausting-gas hole 12；The wherein insertion of hollow grouting anchor 8 drilling 17
Length be no less than its total length 95%；Backing plate 14 is adjacent to tunnel free face；
Step 2.3, slip casting operation is carried out to hollow grouting anchor 8 by slip casting machine and injected hole 10, to carry out pressure
Slip casting improves soil layer construction, it is only necessary to waits the pointer on pressure gauge to be raised to designed pressure, obtains grouted anchor bar, in detail
As shown in Figure 5.
Step 3, the grouted anchor bar anchor head 16 handled through step 2 is fixed
Step 3.1, concrete cushion is built in the tunnel upper after step 2 processing, is then ejected on it with the line of ink marker
The center line for the grade beam 9 that will be applied and sideline, the datum line as later stage formwork supporting plate；
Step 3.2, reinforcing bar as defined in meeting is made and according to demand in corresponding site assembling reinforcement, then according to step
3.1 center line and sideline installation wooden model；Wherein wooden model is first clean by its surface clean before use, then paints mould oil
Fat, the Zhi Mumo again after its drying；
Step 3.3, watering moistening processing is carried out to wooden model, then with armored concrete to wooden model and embedded anchor head 16 into
Row, which pours, smashes operation, makes in the grade beam 9 that anchor head 16 is fixed in wooden model, is solidifying no less than wooden model is removed after 24h, even if anchor head
16 are fixed in grade beam 9, and poker vibrator, vibrating time 10-15s are used wherein pouring and smashing operation；
Grade beam 9 build should subterranean tunnel excavation after stress space outside so as to note could be passed through
Starch anchor pole and apply anchor drawing effect；The position of grade beam 9, size and arrangement of reinforcement etc. are determined with specific reference to tunnel size, use reinforcing bar
Concrete foundation beam 9 carrys out fixing anchor bar；The reinforcing bar of grade beam 9 is all connected using binding, during binding should in sequence successively into
Row binding.
Step 4, the tunnel handled through step 3 is excavated using three benching tunnelling method of upper, middle and lower, that is, obtains preventing overburden layer from deforming
Shallow tunnel：
Step 4.1, top bar uses Ring Cutting provided core soil method, and as illustrated in fig. 1-3, on tunnel top, section is first
Dig arc hole 1., then excavate central core soil 2. and set up steel arch-shelf 2,5 He of once supporting of appropriate section is set in it
Arch springing slip casting lock foot anchor tube 3, controls the sedimentation and deformation of lining cutting at initial stage；
Step 4.2, middle step divides left and right sides to excavate, and first excavates left side 3., then excavates right side 4., sets up steel arch-shelf 2 in time
And the once supporting 5 and corner slip casting lock foot anchor tube 4 of appropriate section are set, control the sedimentation and deformation of lining cutting at initial stage；
Step 4.3,5. the excavation that carries out getting out of a predicament or an embarrassing situation constructs tunnel inverted arch, the once supporting 5 of appropriate section is set, at the beginning of making arch wall
Phase lining cutting, vault lining cutting at initial stage and inverted arch lining cutting at initial stage are connected as an entirety, form closed circular lining cutting at initial stage；
Step 4.4, set up sheet plastic separation layer 6 and be used as waterproof layer, successively tunnel inverted arch and arch wall are carried out building mould and mixed
Solidifying soil 7 operates, and completes secondary lining and vault backfill slip casting.
In construction method of the present invention, tunnel excavation uses three benching tunnelling method of upper, middle and lower, and wherein top bar is reserved with Ring Cutting
Core local method, leaves Core Soil due to digging process middle and upper part and carries excavation face, can timely do first branch to vault rapidly
Face stability is excavated in shield, increase；The excavation project of Core Soil and lower part all carries out under the protection of arch initial support, safety
Property is good；The middle step point left and right sides applies, and reduces excavated section, and the scope of excavation disturbance soil layer is also relatively small, during closing
Between it is short, structure is soon in overall preferable stress；The construction method, which coordinates, draws anchor Treatment process to controlling upper earthing
The sedimentation and deformation of layer also functions to certain control action.
Claims (8)
1. the drawing anchor construction method deformed suitable for the overlying solum settlement of shallow tunnel, it is characterised in that comprise the following steps：
Step 1, pre-processed before tunneling
It will do shortly above the tunnel excavation face in the range of consolidation process, pore-forming operation is carried out using ordi-nary drilling machine, then will
Simultaneously slip casting in advanced tubule (1) insertion hole, forms advance bonding course；
Step 2, grouted anchor bar is applied
Step 2.1, at the spandrel position in the tunnel handled through step 1, using ordi-nary drilling machine along with Vertical tunnel center line into
Symmetrically one group of drilling (17) of drilling, then cleaning drill (17) in the direction of 30 ° of -45 ° of angles；
Step 2.2, using the hollow grouting anchor (8) of head installation anchor head (16), it is then inserted into the drilling of step 2.1
(17) in, while hollow grouting anchor (8) is tangled with the hangnail on anchor head (16)；At this time on hollow grouting anchor (8) according to
Secondary installation sleeve (15), stop grouting plug (13), backing plate (14) and nut (11), then by the slip casting of hollow grouting anchor (8) afterbody
Hole (10) is connected with slip casting machine；
Step 2.3, slip casting operation is carried out to hollow grouting anchor (8) by slip casting machine and injected hole (10), obtains grouted anchor bar；
Step 3, the grouted anchor bar anchor head (16) handled through step 2 is fixed
Step 3.1, concrete cushion is built in the tunnel upper after step 2 processing, then draws the grade beam that will be applied
(9) center line and sideline, the datum line as later stage formwork supporting plate；
Step 3.2, reinforcing bar as defined in meeting is made and according to demand in corresponding site assembling reinforcement, then according to step 3.1
Center line and sideline installation wooden model；
Step 3.3, watering moistening processing is carried out to wooden model, then wooden model and embedded anchor head (16) are carried out with armored concrete
Pour and smash operation, anchor head (16) is fixed in the grade beam in wooden model (9), solidifying no less than wooden model is removed after 24h, even if anchor
Head (16) is fixed in grade beam (9)；
Step 4, the tunnel handled through step 3 is excavated using three benching tunnelling method of upper, middle and lower, that is, obtains preventing overburden layer from deforming shallow
Bury tunnel.
2. the drawing anchor construction method that the overlying solum settlement according to claim 1 suitable for shallow tunnel deforms, its feature
It is, advanced tubule (1) is seamless steel pipe in the step 1, specifically includes the slip casting entrance being connected with each other successively, slip casting
Duan Gangguan and only slurry section steel pipe；
Wherein slip casting entrance is in coniform that the slip casting hole arranged in plum blossom-shaped is provided with slip casting section steel pipe.
3. the drawing anchor construction method that the overlying solum settlement according to claim 1 suitable for shallow tunnel deforms, its feature
It is, advanced tubule (1) the internal diameter 30-50mm, length 3-5mm, the spacing of the adjacent slip casting hole is 100-
150mm, the spacing of the adjacent advanced tubule (1) is 300-500mm.
4. the drawing anchor construction method deformed according to any overlying solum settlements suitable for shallow tunnel of claim 1-3,
It is characterized in that, the specific installation operation of the advanced tubule (1) is：
Advanced tubule (1) is headed into using pneumatic pick or with being installed after mechanical hole building, and outside along tunnel longitudinal direction excavation contour line
With 10 ° -30 ° of extrapolation angular bit hole, stratum is then squeezed into；After installing, in advanced tubule (1) mouth of pipe flax silk and
Anchor Agent blocks its gap between hole, and end socket and orifice valves are installed at advanced tubule (1) mouth of pipe.
5. the drawing anchor construction method that the overlying solum settlement according to claim 1 suitable for shallow tunnel deforms, its feature
It is, the length of hollow grouting anchor (8) insertion drilling (17) is no less than the 95% of its total length in the step 2；The pad
Plate (14) is adjacent to tunnel free face.
6. the drawing anchor construction method that the overlying solum settlement according to claim 1 suitable for shallow tunnel deforms, its feature
It is, wooden model is first clean by its surface clean before use in the step 3, then paints demoulding grease, after its drying again
Zhi Mumo.
7. the drawing anchor construction method that the overlying solum settlement according to claim 1 suitable for shallow tunnel deforms, its feature
It is, is poured in the step 3 and smash operation and use poker vibrator, vibrating time 10-15s.
8. the drawing anchor construction method that the overlying solum settlement according to claim 1 suitable for shallow tunnel deforms, its feature
It is, the step 4 concretely comprises the following steps：
Step 4.1, top bar uses Ring Cutting provided core soil method, and on tunnel top, section first digs arc hole, then excavates
Central core soil simultaneously sets up steel arch-shelf (2), and the once supporting (5) and arch springing slip casting lock foot anchor tube of appropriate section are set in it
(3), the sedimentation and deformation of lining cutting at initial stage is controlled；
Step 4.2, middle step divides left and right sides to excavate, in time set up steel arch-shelf (2) and set appropriate section once supporting (5) and
Corner slip casting lock foot anchor tube (4), controls the sedimentation and deformation of lining cutting at initial stage；
Step 4.3, the excavation that carries out getting out of a predicament or an embarrassing situation constructs tunnel inverted arch, sets the once supporting (5) of appropriate section, makes arch wall lining at initial stage
Build, vault lining cutting at initial stage and inverted arch lining cutting at initial stage are connected as an entirety, formation closed circular lining cutting at initial stage；
Step 4.4, set up sheet plastic separation layer (6) and be used as waterproof layer, successively tunnel inverted arch and arch wall are carried out building mould coagulation
Native (7) operation, completes secondary lining and vault backfill slip casting.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711148458.1A CN108019209B (en) | 2017-11-17 | 2017-11-17 | The drawing anchor construction method of upper overburden layer sedimentation and deformation suitable for shallow tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711148458.1A CN108019209B (en) | 2017-11-17 | 2017-11-17 | The drawing anchor construction method of upper overburden layer sedimentation and deformation suitable for shallow tunnel |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108019209A true CN108019209A (en) | 2018-05-11 |
| CN108019209B CN108019209B (en) | 2019-09-27 |
Family
ID=62079941
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201711148458.1A Active CN108019209B (en) | 2017-11-17 | 2017-11-17 | The drawing anchor construction method of upper overburden layer sedimentation and deformation suitable for shallow tunnel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108019209B (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114876494A (en) * | 2022-04-12 | 2022-08-09 | 中铁十二局集团第七工程有限公司 | Shallow tunnel ground beam and tie rod combined settlement inhibiting device and construction method |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102345463A (en) * | 2011-10-19 | 2012-02-08 | 中交第一公路工程局有限公司 | Support structure for large-span shallow-buried underground tunnel in urban sensitive area |
| CN102606168A (en) * | 2012-03-16 | 2012-07-25 | 西安理工大学 | Construction method for preventing settlement and deformation of shallow-buried-excavation tunnel in excavation |
| KR20140007309A (en) * | 2013-12-17 | 2014-01-17 | (주)현이앤씨 | Method of pre-supported tunnel costructed in a soft ground |
| RU2504618C1 (en) * | 2012-06-19 | 2014-01-20 | Закрытое акционерное общество "ЭРКОН" | Shallow tunnel in soft water-saturated ground conditions |
| CN105781582A (en) * | 2016-04-11 | 2016-07-20 | 长安大学 | Novel shallow-buried tunnel support structure applicable to urban sensitive areas and construction method of novel shallow-buried tunnel support structure applicable to urban sensitive areas |
| CN206581939U (en) * | 2017-01-11 | 2017-10-24 | 中铁隧道勘测设计院有限公司 | A kind of the minimum depth compound stratum shield tunnel construction |
-
2017
- 2017-11-17 CN CN201711148458.1A patent/CN108019209B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102345463A (en) * | 2011-10-19 | 2012-02-08 | 中交第一公路工程局有限公司 | Support structure for large-span shallow-buried underground tunnel in urban sensitive area |
| CN102606168A (en) * | 2012-03-16 | 2012-07-25 | 西安理工大学 | Construction method for preventing settlement and deformation of shallow-buried-excavation tunnel in excavation |
| RU2504618C1 (en) * | 2012-06-19 | 2014-01-20 | Закрытое акционерное общество "ЭРКОН" | Shallow tunnel in soft water-saturated ground conditions |
| KR20140007309A (en) * | 2013-12-17 | 2014-01-17 | (주)현이앤씨 | Method of pre-supported tunnel costructed in a soft ground |
| CN105781582A (en) * | 2016-04-11 | 2016-07-20 | 长安大学 | Novel shallow-buried tunnel support structure applicable to urban sensitive areas and construction method of novel shallow-buried tunnel support structure applicable to urban sensitive areas |
| CN206581939U (en) * | 2017-01-11 | 2017-10-24 | 中铁隧道勘测设计院有限公司 | A kind of the minimum depth compound stratum shield tunnel construction |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114876494A (en) * | 2022-04-12 | 2022-08-09 | 中铁十二局集团第七工程有限公司 | Shallow tunnel ground beam and tie rod combined settlement inhibiting device and construction method |
| CN114876494B (en) * | 2022-04-12 | 2024-02-23 | 中铁十二局集团第七工程有限公司 | Shallow-buried tunnel ground beam tie bar combined sinking inhibition device and construction method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN108019209B (en) | 2019-09-27 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106499413B (en) | A kind of Shallow-buried section tunnel stratum consolidation construction method | |
| WO2021223573A1 (en) | Construction structure for communication and connection between newly added mined channel and existing station hall layer | |
| CN106437726B (en) | Shallow-depth-excavation tunnel crosses ground fissure crushed zone construction method | |
| CN105649089B (en) | A kind of excavation of foundation pit closes on existing shallow foundation protection structure construction method | |
| CN103696784B (en) | Large-diameter long pipe curtain construction method for shallowly-buried large-span under-tunnel-passing architectural structure | |
| CN105672348A (en) | Construction method for cropping bridge pile foundation at sandy gravel stratum of abyssal region | |
| CN107503257A (en) | One kind is close to mountain high-filled subgrade stabilization and Deformation control structure and construction method | |
| CN207109475U (en) | It is close to mountain high-filled subgrade stabilization and Deformation control structure | |
| CN107965325B (en) | A kind of small interval shallow tunnel just branch arch replacement construction method | |
| CN106869969A (en) | A kind of excavation supporting construction method of soft rock large section tunnel | |
| CN103758123A (en) | Method for constructing protecting wall lining of cast-in-place manual hole digging pile | |
| CN104632227B (en) | Subway station excavation technology of single-layer beam arch structure | |
| CN110284885A (en) | Shield inspection-pit construction method | |
| CN107288642A (en) | PBA construction technologies | |
| CN111119128B (en) | Danger-removing, reinforcing and seepage-proofing method for natural rock-fill dam of barrier lake | |
| CN110778328B (en) | Loess tunnel entrance section construction method for passing through landslide body | |
| CN103321235A (en) | Composite soil nailing wall slope support method | |
| CN107905798A (en) | The method that flat top wall boring construction is carried out using central drift method | |
| CN105672241A (en) | Device and method for treating deep seismic subsidence loess by combination of loess breakage by air injection and loess squeezing by air bag | |
| CN211340827U (en) | Structure for newly building bridge by passing through existing bridge piles in subway tunnel | |
| CN102304927B (en) | Prestress anchor cable buttress-type parapet suitable for rock substrate | |
| CN109973115B (en) | Construction method for drainage of vault of tunnel in karst area | |
| CN110847207A (en) | Structure and construction method for newly-built bridge with subway tunnel passing through existing bridge piles | |
| CN101153494A (en) | Underground beam-pile frame construction for reinforcing side slope | |
| CN204311456U (en) | Foundation ditch strengthening structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |