CN109538240A - The method for tunnel construction of earth's surface orientation heavy caliber deep hole grouting - Google Patents
The method for tunnel construction of earth's surface orientation heavy caliber deep hole grouting Download PDFInfo
- Publication number
- CN109538240A CN109538240A CN201810990172.6A CN201810990172A CN109538240A CN 109538240 A CN109538240 A CN 109538240A CN 201810990172 A CN201810990172 A CN 201810990172A CN 109538240 A CN109538240 A CN 109538240A
- Authority
- CN
- China
- Prior art keywords
- plane
- hole
- earth
- slip casting
- injected hole
- 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
- 238000000034 method Methods 0.000 title claims abstract description 35
- 238000010276 construction Methods 0.000 title claims abstract description 27
- 238000007569 slipcasting Methods 0.000 claims abstract description 63
- 238000005553 drilling Methods 0.000 claims abstract description 19
- KRKNYBCHXYNGOX-UHFFFAOYSA-N citric acid group Chemical group C(CC(O)(C(=O)O)CC(=O)O)(=O)O KRKNYBCHXYNGOX-UHFFFAOYSA-N 0.000 claims description 15
- 239000002002 slurry Substances 0.000 claims description 13
- VYPSYNLAJGMNEJ-UHFFFAOYSA-N Silicium dioxide Chemical compound O=[Si]=O VYPSYNLAJGMNEJ-UHFFFAOYSA-N 0.000 claims description 10
- 239000011398 Portland cement Substances 0.000 claims description 9
- 239000006004 Quartz sand Substances 0.000 claims description 9
- 239000002270 dispersing agent Substances 0.000 claims description 8
- 239000011257 shell material Substances 0.000 claims description 8
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 8
- 150000004645 aluminates Chemical class 0.000 claims description 6
- 239000004568 cement Substances 0.000 claims description 6
- 239000004927 clay Substances 0.000 claims description 6
- 238000002347 injection Methods 0.000 claims description 6
- 239000007924 injection Substances 0.000 claims description 6
- 239000003638 chemical reducing agent Substances 0.000 claims description 4
- 229920005646 polycarboxylate Polymers 0.000 claims description 4
- 230000011218 segmentation Effects 0.000 claims description 4
- 239000011799 hole material Substances 0.000 description 98
- 230000003014 reinforcing effect Effects 0.000 description 11
- 239000011435 rock Substances 0.000 description 7
- 238000009412 basement excavation Methods 0.000 description 6
- 229910000831 Steel Inorganic materials 0.000 description 5
- 239000010959 steel Substances 0.000 description 5
- 230000001360 synchronised effect Effects 0.000 description 5
- 239000003365 glass fiber Substances 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- 239000011440 grout Substances 0.000 description 3
- 230000002787 reinforcement Effects 0.000 description 3
- 230000007812 deficiency Effects 0.000 description 2
- 238000000151 deposition Methods 0.000 description 2
- 230000009191 jumping Effects 0.000 description 2
- 239000004570 mortar (masonry) Substances 0.000 description 2
- 238000007789 sealing Methods 0.000 description 2
- 240000007594 Oryza sativa Species 0.000 description 1
- 235000007164 Oryza sativa Nutrition 0.000 description 1
- 229920002472 Starch Polymers 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000006185 dispersion Substances 0.000 description 1
- 230000009977 dual effect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000011010 flushing procedure Methods 0.000 description 1
- 238000002789 length control Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 235000009566 rice Nutrition 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 235000019698 starch Nutrition 0.000 description 1
- 239000008107 starch Substances 0.000 description 1
- 239000013589 supplement Substances 0.000 description 1
Classifications
-
- 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
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Mining & Mineral Resources (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a kind of method for tunnel construction of earth's surface orientation heavy caliber deep hole grouting, comprising: orients bottom surface, the first plane, the second plane, third plane, fourth plane, the 5th plane and the 6th plane；From third plane to drilling downward vertically at earth's surface between fourth plane, interval sets out several vertical injected holes, the end of the vertical injected hole of the first kind between the 5th plane and the 6th plane is resisted against the second plane, and the end of the vertical injected hole of the second class between third plane and the 5th plane and the vertical injected hole of third class between fourth plane and the 6th plane is resisted against the bottom surface of hole body to be holed；Earth's surface is carried out in vertical injected hole orients slip casting, slip casting section in the vertical injected hole of the first kind is set as from the first plane to the range between the second plane, and the slip casting section in the second class and the vertical injected hole of third class is set as from the first plane to the range between bottom surface.
Description
Technical field
The present invention relates to Tunnel Engineering technical field more particularly to a kind of construction methods for reinforcing deep tunnel.
Background technique
As railway construction scale is growing, Railway Tunnel is more and more.Grouting process is tunnel and underground work
The important householder method of weak surrounding rock and water rich strata is handled in journey construction, but in traditional slip casting construction method selection, buried depth is more than 30
When the constructing tunnel of rice such as encounters above-mentioned geological problem, mostly based on horizontal direction pre-grouting in hole, main cause is to examine
Considering surface grouting hole is more than the Controllability of effective slip casting effect range and the difficulty problem of deep hole pore-forming after 30 meters.But
The design and construction process of pre-grouting technique necessarily " one section of slip casting excavates one section, is one section reserved " in hole, face is all single
Procedures take a long time, and invisible cost is very high.
A kind of arrangement of buried shield tunnel filling and injecting slurry as disclosed in Chinese patent application the 201720108627.8th
Structure is equidistantly drilled with the drilling of the first sequence and the drilling of the second sequence, the drilling of the first sequence and the drilling of the second sequence on the ground
Alternate arrangement is followed by steel sleeve in advance in the drilling of the first sequence and the drilling of the second sequence, and the steel sleeve, which is extend into, is located at ground
In the tube wall of face shield duct piece below, casing is transferred in the steel sleeve, is equipped in the tail portion of the casing
Grouting plug, Grouting Pipe is extend into the casing, and tail portion stretches in shield duct piece.But the buried shield tunnel fills
The arragement construction for filling in slurry still remains following disadvantage or deficiency: (1), being directed to buried depth in 18~27 meters of tunnel, not
Being suitble to buried depth is more than 30 meters of tunnel；(2), it is directed to the repairing and reinforcement of existing tunnel, cannot achieve grouting and reinforcing and tunnel
Excavate synchronous carry out.
A kind of for another example high-pressure water-rich solution cavity of tunnel reinforcement Cementer disclosed in Chinese patent application 201110260206.4
Process needs reinforcing scope to be drilled using protrusive segmenting slip casting mode, grouting and reinforcing in front of tunnel front；Slip casting
After, bolthole, which is carried out, in former injected hole hole location using geological drilling rig is drilled with, hole flushing, by glass fibre anchor pole tripping in bolthole
It is interior, carry out mortar depositing construction.The present invention constitutes spatial networks by adding glass fibre anchor pole and native (sand) body in grouting reinforcement body
Structural body, give full play to glass fibre anchor pole in this system strong shearing resistance, cut and drawing-resistant function.But the invention still remain with
Lower disadvantage or deficiency: (1), this method be not suitable for it is synchronous with tunnel excavation carry out, work progress be face either simplex sequence make
Industry takes a long time；(2), injecting paste material needs to add glass fibre anchor pole, higher cost.
Therefore it provides a kind of earth's surface in buried section of the suitable tunnel of achievable grouting and reinforcing progress synchronous with tunnel excavation is fixed
Become urgent problem in the industry to the method for tunnel construction of heavy caliber deep hole grouting.
Summary of the invention
The object of the present invention is to provide a kind of method for tunnel construction (the abbreviation DDD works of earth's surface orientation heavy caliber deep hole grouting
Method), heavy caliber deep hole grouting technology is oriented by using earth's surface, so that deep tunnel can also select earth's surface grouting and reinforcing side
Case realizes that grouting and reinforcing is synchronous with tunnel excavation and carries out that, to improve the excavation progress surrounding rock stability of soft rock tunnel, reduction is applied
Work cost.
To achieve the goals above, the present invention provides a kind of constructing tunnel sides of earth's surface orientation heavy caliber deep hole grouting
Method, comprising: (1), determine the contour line of hole body to be holed, orient what the plane where the tunnel bottom of hole body to be holed was formed
Bottom surface；(2), it sets 4~5 meters of vault top for being located at hole body to be holed and the place plane for being parallel to bottom surface is flat as first
Face, set below the vault positioned at hole body to be holed 5~6 meters and be parallel to bottom surface place plane as the second plane, set
Positioned at the contour line of hole body to be holed 3~5 meters of left side and be third plane perpendicular to the place plane of bottom surface, setting is located at
3~5 meters of the right side of the contour line of hole body to be holed and perpendicular to the place plane of bottom surface be fourth plane, setting fit in
Hole hole body contour line left side and perpendicular to the place plane of bottom surface be the 5th plane, setting fit in hole to be holed
The right side of the contour line of body and perpendicular to the place plane of bottom surface be the 6th plane；(3), along the transverse direction of hole body to be holed
From third plane between fourth plane, drill downward vertically at the earth's surface above the vault of hole body to be holed, interval is set
Several are made perpendicular to the vertical injected hole of bottom surface, each at a distance of 1~2 meter between vertical injected hole, wherein it is flat to be located at the 5th
Vertical injected hole between face and the 6th plane is set as the vertical injected hole of the first kind, and the end of the vertical injected hole of the first kind is supported
In the second plane, the vertical injected hole between third plane and the 5th plane is set as the vertical injected hole of the second class, is located at
Vertical injected hole between fourth plane and the 6th plane is set as the vertical injected hole of third class, the end of the vertical injected hole of the second class
End and the end of the vertical injected hole of third class are resisted against the bottom surface of hole body to be holed；And (4), in vertical injected hole according to
After secondary segment transfers mini-valve tube to the end of vertical injected hole, configured sheath body is injected between mini-valve tube and vertical injected hole
Material；Earth's surface is carried out to mini-valve tube using slip casting core pipe and orients slip casting, wherein during earth's surface orients slip casting, the first kind is vertical
Slip casting section in injected hole is set as the slip casting from the first plane to the range between the second plane, in the vertical injected hole of the second class
Slip casting section in section and the vertical injected hole of third class is set as from the first plane to the range between bottom surface.
Selectively, the aperture of vertical injected hole is set as 150~220 millimeters.
Selectively, in the boring procedure of step (3), casing is selected to squeeze into as drilling outer guard with drilling rod follow-up
It is drilled with preventing from destroying.
Selectively, it in step (4), is injected between mini-valve tube and vertical injected hole before configured sleeve shell material,
Further include the steps that pulling out casing.
Selectively, sleeve shell material is obtained by water, aluminate cement and clay mixed preparing, wherein water, aluminate cement,
The weight ratio of clay is (1.5~1.6): 1:(1.5~2).
It selectively, is 70~80 millimeters in the diameter of mini-valve tube.
Selectively, in step (4), segmentation retrusive grouting process is taken in earth's surface orientation slip casting, and slip casting is segmented step pitch
It is set as 60~120 centimetres.
Selectively, in step (4), the initial pressure of earth's surface orientation slip casting is set as 2~3 megapascal, earth's surface orientation note
The termination pressure of slurry is set as 6~7 megapascal.
Selectively, in step (4), the injection slurry that earth's surface orients slip casting includes: portland cement, quartz sand, dispersion
Agent and retarder mixed preparing obtain, and wherein the proportion of portland cement, quartz sand, dispersing agent and retarder is by weight
Meter ratio be portland cement 20%~60%, quartz sand 4~15%, dispersing agent 0.5%~1%, retarder 0.1%~
0.5%.
Selectively, dispersing agent is polycarboxylate water-reducer, and retarder is citric acid.
Preferably, during earth's surface orients slip casting, grouting process is set as jumping hole slip casting and jumping hole distance being gradually increased.
Selectively, the buried depth of hole body to be holed is more than 30 meters, and the depth of vertical injected hole can reach 120 meters, wait dig
The drill footage per month of Tunnel body most can reach 80 meters fastly.
The beneficial effects of the present invention are: (1), can achieve grouting and reinforcing it is synchronous with tunnel excavation carry out, not only save
Working hour, and effectively increase the stability of country rock；(2), vertical grouting and reinforcing can also be carried out for deep tunnel, reduces note
Difficulty is starched, grouting and reinforcing speed is improved；(3), the rock mass of different depth is directed to during the slip casting of earth's surface orientation using different
Grouting pressure, to effectively ensure grout mixing and slip casting filling effect, guarantee range of grouting avoids going here and there on slurries, into
And rock mass compactness is improved, enhance its globality, it is high to improve surrounding rock stability.
Detailed description of the invention
Fig. 1 shows the flow chart of the method for tunnel construction of earth's surface orientation heavy caliber deep hole grouting of the invention.
Fig. 2 shows longitudinal schematic diagrames of earth's surface of the invention orientation slip casting.
Specific embodiment
The method for tunnel construction of earth's surface orientation heavy caliber deep hole grouting of the invention is specifically described referring next to attached drawing.
Firstly, need to verify geological conditions in advance to accelerate construction progress, then as shown in Figure 1, in step sl,
The contour line Q (as shown in Figure 2) for determining hole body to be holed orients what the plane where the tunnel bottom of hole body to be holed was formed
Bottom surface L.
In step s 2, setting is located at 4.5 meters of the vault top of hole body to be holed and is parallel to the place plane of bottom surface L
For the first plane S1, sets 6 meters of vault lower section for being located at hole body to be holed and the place plane for being parallel to bottom surface L is flat as second
Face S2 sets 4 meters of the left side of the contour line Q positioned at hole body to be holed and perpendicular to the place plane of bottom surface L as third plane
S3 sets 4 meters of the right side of the contour line Q positioned at hole body to be holed and perpendicular to the place plane of bottom surface L as fourth plane S4,
It sets the left side for fitting in the contour line Q of hole body to be holed and perpendicular to the place plane of bottom surface L as the 5th plane S5, sets
It fits in the right side of the contour line Q of hole body to be holed and is the 6th plane S6 (such as Fig. 2 institute perpendicular to the place plane of bottom surface L
Show).
Then, in step s3, along the transverse direction of hole body to be holed from third plane S3 between fourth plane S4,
It drills at earth's surface above the vault of hole body to be holed, is set out using the tools such as total station, steel ruler interval downward vertically
Several are perpendicular to the vertical injected hole of bottom surface, each at a distance of 1.5 meters between vertical injected hole, the aperture of each vertical injected hole
It is 200 millimeters.
Injection slurry is needed but also can be saved in order to not only meet to reinforce, the depth of the vertical injected hole of different location is carried out different
Restriction.Wherein, the vertical injected hole between the 5th plane S5 and the 6th plane S6 is set as the vertical injected hole of the first kind,
The end of the vertical injected hole of the first kind is resisted against the second plane S2, the vertical note between third plane S3 and the 5th plane S5
Slurry hole is set as the vertical injected hole of the second class, and the vertical injected hole between fourth plane S4 and the 6th plane S6 is set as the
The vertical injected hole of three classes, the end of the vertical injected hole of the second class and the end of the vertical injected hole of third class are resisted against wait hole
The bottom surface L of hole body.
Then, in step s 4, the mini-valve tube that successively merogenesis decentralization diameter is 80 millimeters in vertical injected hole is to vertical
Behind the end of injected hole, configured sleeve shell material is injected between mini-valve tube and vertical injected hole, using slip casting core pipe to sleeve valve
Pipe carries out earth's surface and orients slip casting, wherein during earth's surface orients slip casting, the slip casting section in the vertical injected hole of the first kind is set as
Slip casting section and the vertical slip casting of third class from the first plane S1 to the range between the second plane S2, in the vertical injected hole of the second class
Slip casting section in hole is set as from the first plane S1 to the range between the L of bottom surface.
In the non-limiting embodiment, when drilling to vertical injected hole, using geological drilling rig by the hole marked
Position drills perpendicular to ground, forms the vertical injected hole that diameter is 150~220 millimeters.
Drilling rod is first moved back after the completion of the drilling of vertical injected hole, merogenesis puts down 75 millimeters of diameter of steel in vertical injected hole
Mini-valve tube is to the end of vertical injected hole.Then, slip casting is carried out to rigidity mini-valve tube using slip casting core pipe.
As a kind of non-limiting embodiments one, before step S1, further include to need slip casting region carry out geology survey
The bright geological conditions of probing selects casing to be squeezed into drilling rod follow-up as drilling outer guard to prevent drilling broken according to geological conditions
It is bad.Selection casing follow-up is squeezed into, and is further comprised after the completion of mini-valve tube is installed, is risen before injection sleeve shell material sealing of hole and pull out casing.
In the non-limiting embodiment, the initial pressure of earth's surface orientation slip casting is set as 2~3 megapascal, earth's surface orientation
The termination pressure of slip casting is set as 6~7 megapascal.
As a kind of non-limiting embodiments two, sleeve shell material is obtained by water, aluminate cement and clay mixed preparing,
Middle water, aluminate cement, clay weight ratio be 1.5:1:1.5 prevented to protect the hole wall of vertical injected hole
Collapse hole situation occurs.
As a kind of non-limiting embodiments three, during earth's surface orients slip casting, each vertical injected hole is being infused
Take segmentation retrusive grouting process when slurry, i.e., slip casting carried out by end in slip casting section, each slip casting segment length control for 0.6~
1.2 meters, after having infused the first slip casting section, slip casting core pipe is retreated, the slip casting of the second slip casting section is carried out, is gone down with this, until completing note
Starch section slip casting.Slip casting process carries out the measurement of gel time to injection slurry, it is ensured that mortar depositing construction effect.
After completing the slip casting work of a vertical injected hole, the present invention first carries out single sequence using hole grouting mode is jumped
Hole slip casting, then carry out double sequence hole mini-valve tube supplement slip castings.Meanwhile occurring the case where grout leaking in order to prevent, carrying out skip slip casting
When, the distance that hole is jumped in control gradually increases, while taking quantitative filling to control the measure of single hole grouting amount, to prevent grout leaking
The occurrence of.
As a kind of non-limiting embodiments four, earth's surface orientation slip casting injection slurry include: portland cement, quartz sand,
Dispersing agent and citric acid mixed preparing obtain, wherein portland cement, quartz sand, polycarboxylate water-reducer and citric acid
Proportion by weight ratio be portland cement 20%~60%, quartz sand 4~15%, polycarboxylate water-reducer 0.5%~1%,
Citric acid 0.1%~0.5%.
After method for tunnel construction through earth's surface orientation heavy caliber deep hole grouting of the invention, the stratum after slip casting is by slurries
Effectively filling, compacted and splitting, stratum have reached the dual purpose of sealing and reinforcing, and stability is greatly improved,
Sedimentation is efficiently controlled, first branch deformation is under control, and tunnel excavation speed is obviously improved, and slip casting is full, and slurries filling is close
It is real.
Although detailed description of the present invention preferred embodiment herein, it is to be understood that the invention is not limited to this
In the specific structure being described in detail and show and step, without departing from the spirit and scope of the present invention can be by this field
Technical staff realize other modifications and variant.
Claims (10)
1. a kind of method for tunnel construction of earth's surface orientation heavy caliber deep hole grouting, comprising:
(1), the contour line for determining hole body to be holed orients what the plane where the tunnel bottom of the hole body to be holed was formed
Bottom surface；
(2), set above the vault for being located at the hole body to be holed 4~5 meters and be parallel to the place plane of the bottom surface as
First plane, set below the vault for being located at the hole body to be holed 5~6 meters and be parallel to the place plane of the bottom surface as
Second plane, setting are located at 3~5 meters of the left side of the contour line of the hole body to be holed and put down perpendicular to the place of the bottom surface
Face is third plane, and setting is located at 3~5 meters of the right side of the contour line of the hole body to be holed and the institute perpendicular to the bottom surface
It is fourth plane in plane, setting fits in the left side of the contour line of the hole body to be holed and the institute perpendicular to the bottom surface
It is the 5th plane in plane, setting fits in the right side of the contour line of the hole body to be holed and the institute perpendicular to the bottom surface
It is the 6th plane in plane；
(3), along the transverse direction of the hole body to be holed from the third plane between the fourth plane, in it is described to
It drills downward vertically at the earth's surface above the vault of hole body of holing, interval sets out several perpendicular to the vertical of the bottom surface
Injected hole, each at a distance of 1~2 meter between vertical injected hole, wherein between the 5th plane and the 6th plane
Vertical injected hole is set as the vertical injected hole of the first kind, and it is flat that the end of the vertical injected hole of the first kind is resisted against described second
Face, the vertical injected hole between the third plane and the 5th plane are set as the vertical injected hole of the second class, are located at
Vertical injected hole between the fourth plane and the 6th plane is set as the vertical injected hole of third class, and second class is hung down
The straight end of injected hole and the end of the vertical injected hole of the third class are resisted against the bottom surface of the hole body to be holed；And
(4), after successively merogenesis transfers mini-valve tube to the end of the vertical injected hole in the vertical injected hole, in the sleeve
Configured sleeve shell material is injected between valve pipe and the vertical injected hole；It is fixed that earth's surface is carried out to the mini-valve tube using slip casting core pipe
To slip casting, wherein during the earth's surface orients slip casting, the slip casting section in the vertical injected hole of the first kind is set as from institute
The first plane is stated to the range between second plane, the slip casting section and the third class in the vertical injected hole of second class
Slip casting section in vertical injected hole is set as from first plane to the range between the bottom surface.
2. the method for tunnel construction of earth's surface orientation heavy caliber deep hole grouting as described in claim 1, which is characterized in that described to hang down
The aperture of straight injected hole is set as 150~220 millimeters.
3. the method for tunnel construction of earth's surface orientation heavy caliber deep hole grouting as claimed in claim 2, which is characterized in that in step
(3) in boring procedure, casing is selected to be squeezed into drilling rod follow-up as drilling outer guard to prevent from destroying and drill.
4. the method for tunnel construction of earth's surface orientation heavy caliber deep hole grouting as claimed in claim 3, which is characterized in that in step
It (4) has further included pulling out casing before injecting configured sleeve shell material between the mini-valve tube and the vertical injected hole in
Step.
5. the method for tunnel construction of earth's surface orientation heavy caliber deep hole grouting as claimed in claim 4, which is characterized in that the set
Shell material is obtained by water, aluminate cement and clay mixed preparing, wherein water, aluminate cement, clay weight ratio be
(1.5~1.6): 1:(1.5~2).
6. the method for tunnel construction of earth's surface orientation heavy caliber deep hole grouting as claimed in claim 4, which is characterized in that the sleeve
The diameter of valve pipe is 70~80 millimeters.
7. the method for tunnel construction of earth's surface orientation heavy caliber deep hole grouting as claimed in claim 6, which is characterized in that in step
(4) in, segmentation retrusive grouting process is taken in the earth's surface orientation slip casting, and slip casting segmentation step pitch is set as 60~120 centimetres.
8. the method for tunnel construction of earth's surface orientation heavy caliber deep hole grouting as claimed in claim 6, which is characterized in that in step
(4) in, the initial pressure of the earth's surface orientation slip casting is set as 2~3 megapascal, the termination pressure setting of the earth's surface orientation slip casting
For 6~7 megapascal.
9. the method for tunnel construction of earth's surface orientation heavy caliber deep hole grouting as claimed in claim 6, which is characterized in that in step
(4) in, the injection slurry of the earth's surface orientation slip casting includes: that portland cement, quartz sand, dispersing agent and retarder mixing are matched
It is made, wherein the proportion of portland cement, quartz sand, dispersing agent and retarder ratio by weight is portland cement
20%~60%, quartz sand 4~15%, dispersing agent 0.5%~1%, retarder 0.1%~0.5%.
10. the method for tunnel construction of earth's surface orientation heavy caliber deep hole grouting as claimed in claim 9, which is characterized in that described
Dispersing agent is polycarboxylate water-reducer, and the retarder is citric acid.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810990172.6A CN109538240B (en) | 2018-08-28 | 2018-08-28 | Tunnel construction method for earth surface directional large-diameter deep hole grouting |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810990172.6A CN109538240B (en) | 2018-08-28 | 2018-08-28 | Tunnel construction method for earth surface directional large-diameter deep hole grouting |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN109538240A true CN109538240A (en) | 2019-03-29 |
| CN109538240B CN109538240B (en) | 2022-12-23 |
Family
ID=65841090
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810990172.6A Active CN109538240B (en) | 2018-08-28 | 2018-08-28 | Tunnel construction method for earth surface directional large-diameter deep hole grouting |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109538240B (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112127897A (en) * | 2020-09-22 | 2020-12-25 | 中铁十局集团西北工程有限公司 | Large-caliber directional grouting method for ultra-deep hole ground surface |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102278130A (en) * | 2011-09-05 | 2011-12-14 | 中铁隧道集团有限公司 | Process method for reinforcing and grouting of high-pressure water-rich solution cavity of tunnel |
| CN103982201A (en) * | 2014-05-22 | 2014-08-13 | 北京中铁瑞威工程检测有限责任公司 | Advanced detection, grouting reinforcement and excavation method of wide separation fracture of high-pressure water-rich tunnel |
| CN104806257A (en) * | 2015-04-27 | 2015-07-29 | 中国水利水电第七工程局有限公司 | Sandy gravel stratum shield construction cap-type ground advance reinforcement structure and sandy gravel stratum shield construction cap-type ground advance reinforcement method |
| CN104831705A (en) * | 2015-04-09 | 2015-08-12 | 深圳市永鑫建筑工程集团有限公司 | Ultra-deep hole grouting method during underground excavation of tunnel |
| CN106640120A (en) * | 2016-10-31 | 2017-05-10 | 彭峰 | Ground-surface fixed-point deep hole layered grouting construction method |
-
2018
- 2018-08-28 CN CN201810990172.6A patent/CN109538240B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102278130A (en) * | 2011-09-05 | 2011-12-14 | 中铁隧道集团有限公司 | Process method for reinforcing and grouting of high-pressure water-rich solution cavity of tunnel |
| CN103982201A (en) * | 2014-05-22 | 2014-08-13 | 北京中铁瑞威工程检测有限责任公司 | Advanced detection, grouting reinforcement and excavation method of wide separation fracture of high-pressure water-rich tunnel |
| CN104831705A (en) * | 2015-04-09 | 2015-08-12 | 深圳市永鑫建筑工程集团有限公司 | Ultra-deep hole grouting method during underground excavation of tunnel |
| CN104806257A (en) * | 2015-04-27 | 2015-07-29 | 中国水利水电第七工程局有限公司 | Sandy gravel stratum shield construction cap-type ground advance reinforcement structure and sandy gravel stratum shield construction cap-type ground advance reinforcement method |
| 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 |
|---|---|---|---|---|
| CN112127897A (en) * | 2020-09-22 | 2020-12-25 | 中铁十局集团西北工程有限公司 | Large-caliber directional grouting method for ultra-deep hole ground surface |
Also Published As
| Publication number | Publication date |
|---|---|
| CN109538240B (en) | 2022-12-23 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103334770B (en) | One is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method | |
| CN104612698B (en) | A kind of shallow-depth-excavation tunnel top bar interval wall construction method | |
| CN101832142B (en) | Tunnel information tracing accurate grouting method | |
| CN101994513B (en) | Method for constructing tunnel by finishing full section curtain grouting from upper-half section | |
| CN105952475B (en) | A kind of residual exploiting field inbreak abandoned working grouting and reinforcing technology of coal mine and method | |
| CN107762533B (en) | A kind of front pre-grouting method of high-pressure water-enriched weak surrounding rock mountain tunnel | |
| CN103835729B (en) | Deep distance roadway surrounding rock pre grouting from the surface reinforcement process | |
| CN105155563A (en) | Reinforcing and treating method for water burst of soft-flow muddy stratum of foundation pit | |
| CN106917627B (en) | The advanced support method of pilot tunnel under a kind of water rich strata boring construction | |
| CN107060834A (en) | Grout injection control technique is oozed in drainage slowly under back rich water broken condition | |
| CN101798930A (en) | Rapid construction method of high-pressure water-rich fault zone of tunnel | |
| CN107119669A (en) | For shield, the pre-pouring grout consolidated subsoil method in house is worn in side in water-rich sand layer | |
| CN109440794A (en) | A kind of fine method of disposal suitable for shallow embedding subway shield tunnel construction Tunnel Karst | |
| CN103835651A (en) | Single-hole directional drilling local grouting raise boring technology | |
| CN106320354A (en) | Anti-seepage construction method for karst cave development stratum under overburden | |
| CN109681236A (en) | Big cross section water-rich sand layer shield driving synchronous grouting method | |
| CN103410522A (en) | Continuous close-range underpass railway bridge construction method employing shallow tunneling method | |
| CN101793154A (en) | Method for grouting for stopping up water by using geological parameters of tunnel surrounding rocks and setting relief holes | |
| CN110130936A (en) | It dashes forward in a kind of shield tunneling process and meets the construction method of untreated solution cavity or crack | |
| CN104234726A (en) | Internal dewatering and drainage construction method for tunnel passing through water-rich unconformable contact zone | |
| CN109339856A (en) | A kind of method that face gas is administered | |
| CN109139046A (en) | Segmenting slip casting self-drilling type barrel vault advanced support method | |
| CN106223961B (en) | A kind of coal mine return air main entry passing fault tunneling construction method | |
| CN106437796B (en) | A kind of lithostratigraphy shield tunnel end ruggedized construction and reinforcement means | |
| CN104612714B (en) | Tunneling by mining method construction method and structure under the conditions of the poor geology of country rock is passed through |
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 |