CN107013220A - A kind of tunnel deep hole grouting method, pipe canopy and retrusive Grouting Pipe - Google Patents
A kind of tunnel deep hole grouting method, pipe canopy and retrusive Grouting Pipe Download PDFInfo
- Publication number
- CN107013220A CN107013220A CN201710342804.3A CN201710342804A CN107013220A CN 107013220 A CN107013220 A CN 107013220A CN 201710342804 A CN201710342804 A CN 201710342804A CN 107013220 A CN107013220 A CN 107013220A
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- China
- Prior art keywords
- pipe
- grouting
- grouting pipe
- slip casting
- tunnel
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- 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.)
- Pending
Links
- 238000000034 method Methods 0.000 title claims abstract description 34
- 238000007569 slipcasting Methods 0.000 claims abstract description 55
- 239000000463 material Substances 0.000 claims abstract description 7
- 230000005641 tunneling Effects 0.000 claims abstract description 6
- 238000007789 sealing Methods 0.000 claims abstract description 3
- 239000002002 slurry Substances 0.000 claims description 41
- 230000008878 coupling Effects 0.000 claims description 9
- 238000010168 coupling process Methods 0.000 claims description 9
- 238000005859 coupling reaction Methods 0.000 claims description 9
- 238000009826 distribution Methods 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 12
- 230000008901 benefit Effects 0.000 abstract description 2
- 230000008569 process Effects 0.000 description 9
- 230000006872 improvement Effects 0.000 description 8
- 230000003014 reinforcing effect Effects 0.000 description 4
- 239000002689 soil Substances 0.000 description 4
- 238000009412 basement excavation Methods 0.000 description 3
- 239000004568 cement Substances 0.000 description 2
- 238000003780 insertion Methods 0.000 description 2
- 230000037431 insertion Effects 0.000 description 2
- 241001074085 Scophthalmus aquosus Species 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 230000002950 deficient Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000010339 dilation Effects 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 238000005538 encapsulation Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000005755 formation reaction Methods 0.000 description 1
- 230000003993 interaction Effects 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 235000019353 potassium silicate Nutrition 0.000 description 1
- 238000007781 pre-processing Methods 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 239000003469 silicate cement Substances 0.000 description 1
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 230000001360 synchronised effect Effects 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Soil Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Civil Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a kind of tunnel deep hole grouting method and pipe canopy and retrusive Grouting Pipe, belong to tunnel grouting technical field.The present invention tunnel deep hole grouting method comprise the following steps, step one：Bore position is determined, bore position is covered tunnel perimeter；Step 2：Guide pipe is pierced in corresponding bore position, and takes out the geological materials under boring；Step 3：Grouting Pipe is inserted in guide pipe；Step 4：Carry out orifice sealing processing；Step 5：Grouting Pipe slip casting, takes out guide pipe；Step 6：Tunneling, then carries out preliminary bracing.The pipe canopy and retrusive Grouting Pipe of the present invention, the deep hole grouting method above-mentioned for realizing.The tunnel deep hole grouting method and pipe canopy and retrusive Grouting Pipe of the present invention has the advantages that safe efficient, economy, slip casting effect are good.
Description
Technical field
The invention belongs to tunnel grouting technical field, more particularly, to a kind of tunnel deep hole grouting method, pipe canopy and retrogressing
Formula Grouting Pipe.
Background technology
In constructing tunnel field, it is often necessary to exist rockfill, the defective region such as layer of sand, mud is constructed, such as city underground
Shallow-depth-excavation tunnel is constructed, and for this kind of soft stratum constructing tunnel, often there is great technical difficulty and security risk,
In order to comply with the growth requirement in city, it is ensured that constructing tunnel and structure safety, carry out the rational big Grouting Pipe in tunnel with peripherally
Layer grouting and reinforcing is particularly significant.
The content of the invention
The technical problems to be solved by the invention are：There is provided a kind of efficient, quick, safety, economy, slip casting effect good
Tunnel deep hole grouting method.
The technical problems to be solved by the invention are also resided in：There is provided a kind of for realizing above-mentioned tunnel deep hole grouting method
Pipe canopy and retrusive Grouting Pipe.
The technical scheme that present invention solution above-mentioned technical problem is used is：A kind of tunnel deep hole grouting method is provided,
Step one：Determine bore position；Step 2：Guide pipe is pierced, and takes out the geological materials under boring；Step 3：Insert Grouting Pipe；
Step 4：Carry out orifice sealing processing；Step 5：Grouting Pipe slip casting, takes out guide pipe；Step 6：Tunneling, is then carried out
Preliminary bracing
As the further improvement of above-mentioned technical proposal, the slurry outlet of Grouting Pipe is reserved into one layer of thin-walled, in Grouting Pipe note
Thin-walled is punched through by grouting pressure during slurry.
As the further improvement of above-mentioned technical proposal, in step 6, before tunneling, carried out using ductule
Advance support.
As the further improvement of above-mentioned technical proposal, in step 5, slip casting includes first time slip casting, second of slip casting,
Second of slip casting is carried out after the slurries of first time slip casting fully shrink.
As the further improvement of above-mentioned technical proposal, slip casting first is carried out to Grouting Pipe most inner side, gradually to outside Grouting Pipe
Move side.
As the further improvement of above-mentioned technical proposal, slip casting first is carried out close to tunnel one end to Grouting Pipe, gradually to note
Slurry pipe carries out slip casting away from tunnel one end.
The present invention also provides a kind of pipe canopy and retrusive Grouting Pipe, and the Grouting Pipe is provided with some pulps in the radial direction
Hole, some slurry outlets are arranged at intervals along along the Grouting Pipe length direction.
As the further improvement of above-mentioned technical proposal, some slurry outlets are along the circumferentially-spaced distribution of the Grouting Pipe.
Correspond to the pulp hole location as the further improvement of above-mentioned technical proposal, in the Grouting Pipe also fixed
There is thin-walled, along in the slurry outlet circumference, the thin-walled blocks described slurry outlet one end.
As the further improvement of above-mentioned technical proposal, the Grouting Pipe includes some sub- tube couplings and some connectors, institute
State connector two ends to be fixedly connected with two adjacent sub- tube couplings respectively, so that some sub- tube couplings are connected with some connectors
Form the Grouting Pipe.
Beneficial effects of the present invention：
The tunnel deep hole grouting method of the present invention, the position of guide pipe is first determined in tunnel perimeter, guide pipe is inserted into
And the geological materials at brill are taken out, it is inserted into after Grouting Pipe, seal orifice and carries out injecting treatment, and guide pipe is taken out, most
Tunneling and preliminary bracing are carried out afterwards, and the soil property problem for effectively avoiding soft stratum by above-mentioned grouting method is caused
Constructional difficulties the problem of, meanwhile, the process of slip casting is simple, can effective Strengthening Tunnel surrounding formations, it has safety, height
The good advantage of effect, economy, slip casting effect.
The pipe canopy and retrusive Grouting Pipe of the present invention, available for above-mentioned tunnel deep hole grouting method is realized, makes tunnel deep
Hole slip casting is more safe efficient, economy, slip casting effect are good.
Brief description of the drawings
Fig. 1 is the flow chart of the tunnel deep hole grouting method of the present invention；
Fig. 2 is the structural representation of the Grouting Pipe of the present invention；
Fig. 3 is the left view of the Grouting Pipe of the present invention；
Fig. 4 is the partial schematic diagram of pulp hole site in the Grouting Pipe of the present invention.
Embodiment
The technique effect of the design of the present invention, concrete structure and generation is carried out below with reference to embodiment and accompanying drawing clear
Chu, it is fully described by, to be completely understood by the purpose of the present invention, feature and effect.Obviously, described embodiment is this hair
Bright a part of embodiment, rather than whole embodiments, based on embodiments of the invention, those skilled in the art is not paying
The other embodiment obtained on the premise of creative work, belongs to the scope of protection of the invention.In addition, being related in patent
All connection/annexations, not singly refer to component and directly connect, and refer to can according to specific implementation situation, by addition or
Couple auxiliary is reduced, to constitute more excellent draw bail.Each technical characteristic in the invention, in not conflicting conflict
On the premise of can be with combination of interactions.
The present invention is in order to effectively avoid Unfavorable geology layer to the technical difficulty and wind that are caused during constructing tunnel
Danger, employs a kind of tunnel deep hole grouting method, such as Fig. 1 shows its flow graph figure.
S100, the size in the tunnel excavated according to actual needs, bore position is determined in tunnel perimeter so that bore position
The periphery in tunnel to be excavated is covered, to ensure that tunnel perimeter supporting can cover whole tunnel.
S110, it is determined that bore position pierce guide pipe, guide pipe is made using hard material, it is ensured that guide pipe is being bored
It will not bend, deform during entering, meanwhile, while guide pipe is pierced, in the ground material of guide pipe interior zone
Material takes out so that guide pipe is internally formed a working region.
S120, inserts Grouting Pipe in each guide pipe, and Grouting Pipe uses closed type floral tube, is provided with Grouting Pipe
Slurry outlet and the thin-walled for closing slurry outlet, before non-slip casting, thin-walled closing slurry outlet makes whole slip casting duct occlusion, during slip casting,
The pressure that slip casting is produced will punch through thin-walled, and pulp hole site is discharged slurry to Grouting Pipe periphery, when it can prevent drilling
Soil enters in advance blocks Grouting Pipe in Grouting Pipe.
S130, carries out encapsulation process, it is ensured that will not be because close during follow-up slip casting in the aperture after mouthful of insertion Grouting Pipe
Feng Buyan and cause slurry to be revealed, have a strong impact on the effect of slip casting.
S140, carries out injecting treatment, and takes out guide pipe, and the process of slip casting is carried out in two steps slip casting, first to Grouting Pipe
Carry out the injecting treatment of first time, treat first time slip casting slurry sufficiently shrink after, carry out secondary injecting treatment,
The grouting mode can make it that Grouting Pipe filling is more closely knit.
In order to sufficiently utilize slurry, best slip casting effect is played, each slip casting is first to one end on the inside of Grouting Pipe
Carry out injecting treatment, and progressively slip casting to the outside of Grouting Pipe, meanwhile, each slip casting is first entered to Grouting Pipe close to tunnel one end
Row injecting treatment, and progressively it is away from the slip casting of tunnel one end towards Grouting Pipe.
The slurry of slip casting is using superfine cement or more than P42.5 common silicate cement, with 35-40Be ゜ waterglass liquid
Mix, final match ratio is determined according to actual field situation demand.It is preferred that, in the present embodiment, the match ratio of slurry
For water：Cement=1:1, the dilation angle of slurry is 0.5-1.5m, and slip casting spacing is 1-2m, and grouting pressure is 0.5-1.5MPa,
Soil bearing capacity is 3-5 times of slip casting money after slip casting, with very significant reinforcement performance.
S150, after slip casting process is completed, carries out tunnel excavation process, and to the support work of tunnel progress early stage,
It is preferred that, in order to obtain more preferable slip casting effect, before tunnel excavation, according to the spacing case between adjacent Grouting Pipe,
Ductule is inserted between adjacent Grouting Pipe, further grouting and reinforcing process is carried out, it is ensured that grouting and reinforcing process is more steady
Solid, it is reliable.
The tunnel deep hole grouting method of the present invention, slurry can be made at slip casting scene, can be synchronous between above-mentioned flow
The preparation of slurry is carried out, slurry need to only be made before slip casting, the obtained slurry in scene has more preferable chemism, noted
Slurry is better.
The Grouting Pipe of grouting, can also be it is determined that after the bore position of tunnel perimeter, according to the depth of tunnel preprocessing
Degree is processed manufacture, it is only necessary to Grouting Pipe is made before insertion Grouting Pipe is needed and slip casting scene is transported, this
Mode can cause obtained Grouting Pipe to have more preferable matching with site environment.
The Grouting Pipe of the invention that a kind of pipe canopy and retrusive are also provided, the tunnel deep hole grouting method above-mentioned for realizing,
As shown in figs 2-4, Grouting Pipe of the invention includes some sub- tube couplings 1 and some connector (not shown)s, the connection
The two ends of part are fixedly connected with two adjacent sub- tube couplings 1 respectively, and above-mentioned some sub- tube couplings 1 and some connectors are each other
It is connected and forms the Grouting Pipe of an entirety.
Grouting Pipe has certain wall thickness, in Grouting Pipe in the radial direction, and several slurry outlets are offered in Grouting Pipe
2, and on the length direction of Grouting Pipe, several slurry outlets 2 are arranged at intervals, and on the circumferencial direction of Grouting Pipe, several go out
Hole 2 is starched along Grouting Pipe circumferentially, so that the pulp scope of slurry outlet 2 can be covered in the periphery of Grouting Pipe, the present embodiment, if
The position of dry slurry outlet 2 is circumferentially distributed at Grouting Pipe two-by-two adjacent 120 degree of three positions respectively.
It is additionally provided with the position for corresponding to slurry outlet 2 in Grouting Pipe on thin-walled 3, axial direction of the thin-walled 3 along slurry outlet 2
One end of slurry outlet 2 is closed, so, it is ensured that before slip casting, Grouting Pipe disposed of in its entirety closed state, before slip casting, tunnel
The soil on periphery can not carry out the inside of Grouting Pipe, it is ensured that the stability of slip casting process, during slip casting, be produced by slip casting
Pressure can punch through thin-walled 3 so that slurry is diffused into Grouting Pipe periphery by slurry outlet 2, to its periphery carry out grouting and reinforcing,
It has more efficient slip casting effect.
The Grouting Pipe of the present invention also includes mini-valve tube (not shown), and mini-valve tube is fixedly arranged on inside Grouting Pipe, slip casting
Process is completed by using mini-valve tube, by the way that sleeve valve barrel grouting technique is simple, effect is reliable.
Above is the preferable implementation to the present invention is illustrated, but the invention is not limited to the implementation
Example, those skilled in the art can also make a variety of equivalent variations or replace on the premise of without prejudice to spirit of the invention
Change, these equivalent deformations or replacement are all contained in the application claim limited range.
Claims (10)
1. a kind of tunnel deep hole grouting method, it is characterised in that：Comprise the following steps：
Step one：Bore position is determined, bore position is covered tunnel perimeter；
Step 2：Guide pipe is pierced in corresponding bore position, and takes out the geological materials under boring；
Step 3：Grouting Pipe is inserted in guide pipe；
Step 4：Carry out orifice sealing processing；
Step 5：Grouting Pipe slip casting, takes out guide pipe；
Step 6：Tunneling, then carries out preliminary bracing.
2. deep hole grouting method in tunnel according to claim 1：It is characterized in that：The slurry outlet of Grouting Pipe is reserved one layer
Thin-walled, is punched through thin-walled by grouting pressure in Grouting Pipe slip casting.
3. deep hole grouting method in tunnel according to claim 2, it is characterised in that：In step 6, tunneling it
Before, carry out advance support using ductule.
4. deep hole grouting method in tunnel according to claim 3, it is characterised in that：In step 5, slip casting is included for the first time
Slip casting, second of slip casting, second of slip casting are carried out after the slurries of first time slip casting fully shrink.
5. deep hole grouting method in tunnel according to claim 4, it is characterised in that：First Grouting Pipe most inner side is noted
Slurry, gradually to movement on the outside of Grouting Pipe.
6. deep hole grouting method in tunnel according to claim 4, it is characterised in that：First Grouting Pipe is entered close to tunnel one end
Row slip casting, gradually carries out slip casting to Grouting Pipe away from tunnel one end.
7. a kind of pipe canopy and retrusive Grouting Pipe, it is characterised in that：The Grouting Pipe is provided with some slurry outlets in the radial direction,
Some slurry outlets are arranged at intervals along along the Grouting Pipe length direction.
8. pipe canopy according to claim 7 and retrusive Grouting Pipe, it is characterised in that：Some slurry outlets are along the note
The circumferentially-spaced distribution of slurry pipe.
9. pipe canopy according to claim 8 and retrusive Grouting Pipe, it is characterised in that：Correspond in the Grouting Pipe described
Pulp hole location is fixedly provided with thin-walled, along along the slurry outlet axial direction, and the thin-walled blocks described slurry outlet one end.
10. pipe canopy and retrusive Grouting Pipe according to any one of claim 7-10, it is characterised in that：The Grouting Pipe
Including some sub- tube couplings and some connectors, the connector two ends are fixedly connected with two adjacent sub- tube couplings respectively, so that
Some sub- tube couplings are connected to form the Grouting Pipe with some connectors.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710342804.3A CN107013220A (en) | 2017-05-16 | 2017-05-16 | A kind of tunnel deep hole grouting method, pipe canopy and retrusive Grouting Pipe |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710342804.3A CN107013220A (en) | 2017-05-16 | 2017-05-16 | A kind of tunnel deep hole grouting method, pipe canopy and retrusive Grouting Pipe |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN107013220A true CN107013220A (en) | 2017-08-04 |
Family
ID=59450171
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710342804.3A Pending CN107013220A (en) | 2017-05-16 | 2017-05-16 | A kind of tunnel deep hole grouting method, pipe canopy and retrusive Grouting Pipe |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107013220A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111379571A (en) * | 2018-12-30 | 2020-07-07 | 中铁十四局集团有限公司 | Pipeline, pipe shed structure and pipe shed construction method with same |
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|---|---|---|---|---|
| CN101798931A (en) * | 2010-03-12 | 2010-08-11 | 中铁隧道集团有限公司 | Construction technology method of large-scale lead pipe roofs of tunnels and underground engineering without workshops |
| CN102444118A (en) * | 2010-10-15 | 2012-05-09 | 中铁五局（集团）有限公司 | Construction method for grouting reinforcement of sleeve valve pipe |
| CN104929648A (en) * | 2015-06-03 | 2015-09-23 | 西华大学 | Method for constructing branch guide pits of tunnels |
| CN105298517A (en) * | 2015-11-21 | 2016-02-03 | 中铁二十局集团第二工程有限公司 | Soft and weak wall rock tunnel advance reinforced support construction method |
| CN106194204A (en) * | 2016-09-08 | 2016-12-07 | 长安大学 | A kind of drift cobble tunnel advanced support structure and method for protecting support |
| CN106640120A (en) * | 2016-10-31 | 2017-05-10 | 彭峰 | Ground-surface fixed-point deep hole layered grouting construction method |
-
2017
- 2017-05-16 CN CN201710342804.3A patent/CN107013220A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101798931A (en) * | 2010-03-12 | 2010-08-11 | 中铁隧道集团有限公司 | Construction technology method of large-scale lead pipe roofs of tunnels and underground engineering without workshops |
| CN102444118A (en) * | 2010-10-15 | 2012-05-09 | 中铁五局（集团）有限公司 | Construction method for grouting reinforcement of sleeve valve pipe |
| CN104929648A (en) * | 2015-06-03 | 2015-09-23 | 西华大学 | Method for constructing branch guide pits of tunnels |
| CN105298517A (en) * | 2015-11-21 | 2016-02-03 | 中铁二十局集团第二工程有限公司 | Soft and weak wall rock tunnel advance reinforced support construction method |
| CN106194204A (en) * | 2016-09-08 | 2016-12-07 | 长安大学 | A kind of drift cobble tunnel advanced support structure and method for protecting support |
| CN106640120A (en) * | 2016-10-31 | 2017-05-10 | 彭峰 | Ground-surface fixed-point deep hole layered grouting construction method |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111379571A (en) * | 2018-12-30 | 2020-07-07 | 中铁十四局集团有限公司 | Pipeline, pipe shed structure and pipe shed construction method with same |
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| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20170804 |
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