CN109208578A - Abutment orients grout injection control sedimentation method - Google Patents
Abutment orients grout injection control sedimentation method Download PDFInfo
- Publication number
- CN109208578A CN109208578A CN201810990988.9A CN201810990988A CN109208578A CN 109208578 A CN109208578 A CN 109208578A CN 201810990988 A CN201810990988 A CN 201810990988A CN 109208578 A CN109208578 A CN 109208578A
- Authority
- CN
- China
- Prior art keywords
- slip casting
- core pipe
- segment
- casting core
- orients
- 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.)
- Pending
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/34—Foundations for sinking or earthquake territories
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Agronomy & Crop Science (AREA)
- Soil Sciences (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a kind of abutments to orient grout injection control sedimentation method, comprising: orients to slip casting region and drills to form several vertical injected holes towards the internal vertical to slip casting region from constructing；By in the vertical injected hole of mini-valve tube tripping in, sleeve shell material is injected to the gap between mini-valve tube outer wall and vertical injected hole inner wall；Slip casting core pipe is transferred by hoist engine, and slip casting is oriented into mini-valve tube, wherein, slip casting core pipe includes first segment slip casting core pipe interconnected and second segment slip casting core pipe, first segment slip casting core pipe is cut by hot rolled seamless steel tube, second segment slip casting core pipe is made of galvanized pipe, the setting of first segment slip casting core pipe, to slip casting section, sets the non-slip casting section that the setting of second segment slip casting core pipe is located at vertical injected hole positioned at vertical injected hole；And step 3 is repeated, successively implement the slip casting of all vertical injected holes.
Description
Technical field
The present invention relates to abutment technical field more particularly to a kind of methods for controlling settlement.
Background technique
Slurry injection technique is important householder method flabbiness ground strengthened in bridge foundation and underground engineering construction, is solving bridge
It plays an important role in base settlement issues and raising foundation bearing capacity.Since abutment is deeper, multidigit in the lake Jiang Hai, and the depth of water compared with
Greatly, therefore extreme difficulties are brought to bored grouting construction, causes grouting consolidation effect undesirable.
A kind of bridge struction pile post grouting construction method as disclosed in Chinese patent application 201710667140.8, packet
Include following steps: (1) slip casting jet pipe makes；(2) Grouting Pipe is installed；(3) Grouting Pipe tries water；(4) packer permeability test and pressure water open plug.
The invention improves the structural reliability of pile bearing capacity, and can be as an effective benefit for having mass defect bored concrete pile
Measure is rescued, madjack pipe can be squeezed into pile side and carry out mud jacking to improve bearing capacity of single pile, the single pile of cast-in-situ bored pile can be improved
Bearing capacity, and can be effectively controlled the settling amount of pile foundation.But the invention still remains following disadvantage or deficiency: (1), the invention
Slip casting jet pipe cannot achieve the orientation grouting and reinforcing in deepwater environment；(2), the tolerance scarce capacity of slip casting core pipe, it is difficult to
Meet the high-pressure slip-casting pressure under deepwater environment.
For another example one kind disclosed in Chinese patent application 201210536085.6 is in deep water torrent intectate steep bare rock
On high-order trestle construction method.Its scheme is as follows: the first hole trestle of constructing on the coast, thereafter using the second hole of cantilever method construction
Leading truck is arranged in the tail end of the second hole trestle in trestle；Steel-pipe pile after cutting is fallen into installation position, thereafter in steel-pipe pile
Underwater concrete layer is inside poured, after underwater concrete layer has conserved, along the central axial drilling anchor hole of steel-pipe pile, anchor hole is through underwater
Concrete layer simultaneously stretches in the basement rock in riverbed, anchor pole and slip casting anchoring is finally installed in anchor hole, assembled truss is constituted later
Third hole trestle；And so on complete bed rearrangement trestle construction.But the invention still remains following disadvantage or deficiency: (1), the party
The construction technology of method is complex, and construction working hour is long, and process costs are high；(2), undisclosed how high pressure to be carried out under deep water state
The mode of slip casting.
Therefore it provides a kind of abutment orientation grout injection control sedimentation method for realizing bridge foundation in depth water orientation grouting and reinforcing becomes industry
Interior urgent problem.
Summary of the invention
The object of the present invention is to provide a kind of abutments to orient grout injection control sedimentation method (abbreviation QDZ engineering method), by adopting
With heavy caliber deep hole rigidity mini-valve tube carry out surface grouting and hole inner tube canopy horizontal grouting reinforce in combination with mode, fill up ground
Layer gap, improves rock mass compactness, consolidates to rock mass, and the globality for passing through the tunnel of fault belt is reinforced in enhancing, from
And surrounding rock stability is improved, guarantee the safety of tunnel excavation construction.
To achieve the goals above, the present invention provides a kind of abutments to orient grout injection control sedimentation method, comprising: (1), determines
Position goes out to slip casting region and drills to form several vertical injected holes towards the internal vertical to slip casting region from constructing；(2), will
In the vertical injected hole of mini-valve tube tripping in, sleeve shell material is injected to the gap between mini-valve tube outer wall and vertical injected hole inner wall；(3),
Slip casting core pipe is transferred by hoist engine and is oriented slip casting into mini-valve tube, wherein slip casting core pipe includes interconnected first
Section slip casting core pipe and second segment slip casting core pipe, first segment slip casting core pipe are cut by hot rolled seamless steel tube, second segment slip casting core
Pipe is made of galvanized pipe, and the setting of first segment slip casting core pipe, to slip casting section, sets second segment slip casting core positioned at vertical injected hole
Pipe setting is located at the non-slip casting section of vertical injected hole；And (4), repetition step (3), successively implement all vertical injected holes
Slip casting.
Selectively, first segment slip casting core pipe includes the hot rolled seamless steel tube that several sections are connected by screw thread, second segment
Slip casting core pipe includes the galvanized pipe that several sections are connected by screw thread, between first segment slip casting core pipe and second segment slip casting core pipe
Length ratio is 1:5~6.
Selectively, the end of the first segment hot rolled seamless steel tube of first segment slip casting core pipe be equipped with stop grouting plug and with only
Slurry plug connection, stop grouting plug set the end to slip casting section of the vertical injected hole in position.
Selectively, the diameter of the hot rolled seamless steel tube of each section in first segment slip casting core pipe is 20~30 millimeters, wall
Thickness is 2.5~5 millimeters, and length is 1.5~2.5 meters.
Selectively, the diameter of the galvanized pipe of each section in second segment slip casting core pipe with it is every in first segment slip casting core pipe
The diameter and wall thickness of the hot rolled seamless steel tube of one section are all the same.
Selectively, the slip casting process in step (3) takes segmentation retrusive grouting process, and slip casting segmentation step pitch is set as
80~100 centimetres.
Selectively, the grouting pressure of the slip casting process in step (3) is set as 2~6 megapascal.
Selectively, stop grouting plug is 40~60 millimeters of diameter, long 0.8~2 meter of water-bag type high pressure stop grouting plug.
Selectively, sleeve shell material is obtained by water, sulphate aluminium cement and bentonite mixed preparing in step (2), wherein
Water, sulphate aluminium cement, bentonitic ratio are (1~2): 1:(1~2).
Selectively, before step (2), further include select casing as drilling outer guard with drilling rod follow-up squeeze into
It prevents from destroying vertical injected hole.
Selectively, selection casing follow-up drilling rod squeezes into drilling, further after the completion of mini-valve tube is installed, injection sleeve shell material
It is risen before sealing of hole and pulls out casing.
Selectively, the material of casing is steel.
Preferably, the hole depth of vertical injected hole should be measured correctly, hole depth school of every 20~30 meters and end Kong Shiying progress
Just, and record is given, guarantees that hole depth error is not more than 0.2%.When underwater slip casting, cast in place pile should be practical according to water level real time correction
Drilling hole depth.
The beneficial effects of the present invention are: (1), can effectively control the sedimentation situation of abutment, greatly improve holding for abutment
Power is carried, bridge subsequent construction and operation security has been effectively ensured；(2), abutment reinforcement depth can reach 120 meters, can be in water
Grouting and reinforcing is precisely oriented in deep 50 meters of environment, consolidation effect is ideal；(3), it selects two kinds of materials that slip casting core pipe is made, utilizes
Hot rolled seamless steel tube is cut into first segment slip casting core pipe, improves the stress-bearing capability of slip casting core pipe, avoids screw thread frequent breakage, drops
Low-loss rate, and the weight that second segment slip casting core pipe integrally alleviates slip casting core pipe is made using galvanized pipe, it avoids because of slip casting core
Pipe self weight is excessive to be difficult to the problem of pulling out, injected hole is caused to scrap；(4), using water-bag type stop grouting plug and ensure its expansion start
Pressure is at least 2 megapascal and causes stop grouting plug expansion that stop grouting plug is caused to pull out difficult ask to avoid 100 meters or more of hole depth pressure
Topic ensure that the exploitativeness of slip casting goes on smoothly construction；(5), human assistance is taken, transfers and rises by hoist engine and pull out
Slip casting core pipe avoids core pipe screw thread running caused by pulling out by slip casting core pipe power transmission, and core pipe is disconnected to fall the generation of the defects of hole
Probability substantially increases construction efficiency, guarantees the smooth tripping in of core pipe and rise to pull out.
Detailed description of the invention
Fig. 1 shows the flow chart of abutment orientation grout injection control sedimentation method of the invention.
Fig. 2 shows the structural schematic diagram of slip casting core pipe of the invention in mini-valve tube.
Specific embodiment
A kind of non-limiting embodiment according to the present invention provides a kind of abutment orientation grout injection control sedimentation method,
This approach includes the following steps S1-S4.
In step sl, if orient to slip casting region and to be formed from constructing to drill towards the internal vertical to slip casting region
Dry vertical injected hole.
In step s 2, by the vertical injected hole of mini-valve tube tripping in, between mini-valve tube outer wall and vertical injected hole inner wall
Gap inject sleeve shell material, wherein sleeve shell material is obtained by water, sulphate aluminium cement and bentonite mixed preparing, water, sulphur aluminic acid
Salt cement, bentonitic ratio are (1~2): 1:(1~2).
Then, in step s3, slip casting is oriented into mini-valve tube 100 by hoist engine decentralization slip casting core pipe 200 (to ask
With reference to Fig. 2), wherein as shown in Fig. 2, slip casting core pipe 200 includes that first segment slip casting core pipe 210 interconnected and second segment are infused
Core pipe 220 is starched, first segment slip casting core pipe 210 is cut by hot rolled seamless steel tube, and second segment slip casting core pipe 220 is by zinc-plated control
At the setting of first segment slip casting core pipe, to slip casting section, sets second segment slip casting core pipe and set to be located at and hang down positioned at vertical injected hole
The non-slip casting section of straight injected hole.
In step s 4, it is to repeat step (3), successively implements the slip casting of all vertical injected holes.
First segment slip casting core pipe of the invention includes the hot rolled seamless steel tube that several sections are connected by screw thread, each section
The diameter of hot rolled seamless steel tube is 25 millimeters, wall thickness is 3 millimeters, and length is 2 meters.The first segment hot rolling of first segment slip casting core pipe without
The end of seam steel pipe is equipped with stop grouting plug 300 and connect with stop grouting plug, the vertical injected hole in stop grouting plug setting position to slip casting area
The end of section.
Second segment slip casting core pipe includes the galvanized pipe that several sections are connected by screw thread, first segment slip casting core pipe and second segment
Length ratio between slip casting core pipe is 1:5~6, the diameter and first segment of the galvanized pipe of each section in second segment slip casting core pipe
The diameter and wall thickness of the hot rolled seamless steel tube of each section in slip casting core pipe are all the same, and length is controlled at 2~3 meters.
As a result, be located at deepwater environment under to pass through the first segment slip casting core made of hot rolled seamless steel tube at slip casting section
Pipe carries out slip casting, so as to the stress-bearing capability of slip casting core pipe, avoids screw thread frequent breakage, reduces the proportion of goods damageds.And it is located at non-note
The second segment slip casting core pipe for starching section, it is higher because being located at water level, it does not need to be resistant to biggish pressure, it can be by zinc-plated control
At can not only mitigate the overall weight of slip casting core pipe, but also the cost of slip casting core pipe can be reduced.
In the non-limiting embodiment, the slip casting process in step (3) takes segmentation retrusive grouting process, slip casting
Segmentation step pitch is set as 90 centimetres, and the inner wall extruding of stop grouting plug dilation by water injection and mini-valve tube is close to, and is formed and stops slurry system in hole, only
The frictional force that the tube wall of slurry plug and mini-valve tube generates reaches 2 megapascal and is enough to resist grouting pressure, connects slip casting by slip casting core pipe
Machine pipeline grouting behind shaft or drift lining, grouting pressure reach 6 megapascal of ending standard, stop slip casting and by stop grouting plug pressure release, then rise and pull out after the completion
Slip casting core pipe and stop grouting plug are to another vertical injected hole.
It further include selecting casing as drilling outer guard before step S2 as another non-limiting embodiments
It squeezes into drilling rod follow-up to prevent from destroying vertical injected hole.Selection casing follow-up is squeezed into, and further comprises having installed in mini-valve tube
It is risen before Cheng Hou, injection sleeve shell material sealing of hole and pulls out casing.
After abutment orientation grout injection control sedimentation method of the invention is to bridge pier well foundation grouting and reinforcing, open caisson is integrally steady
Qualitative to greatly improve, structure safety, open caisson base bearing capacity greatly improves, and meets design requirement, ensure that subsequent construction safety,
Base bearing capacity significantly improves, and consolidation effect is obvious.
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 abutment orients grout injection control sedimentation method, comprising:
(1), it orients to slip casting region and to form several from constructing to drill towards the internal vertical to slip casting region and hang down
Straight injected hole；
(2), by vertical injected hole described in mini-valve tube tripping in, between the mini-valve tube outer wall and the vertical injected hole inner wall
Gap inject sleeve shell material；
(3), slip casting core pipe is transferred by hoist engine and is oriented slip casting into the mini-valve tube, wherein the slip casting core pipe packet
First segment slip casting core pipe interconnected and second segment slip casting core pipe are included, the first segment slip casting core pipe is cut by hot rolled seamless steel tube
It cuts and is made, the second segment slip casting core pipe is made of galvanized pipe, and the first segment slip casting core pipe setting is located at the vertical slip casting
Hole to slip casting section, set the non-slip casting section that the second segment slip casting core pipe setting is located at the vertical injected hole；And
(4), step (3) are repeated, successively implements the slip casting of all vertical injected holes.
2. a kind of abutment as described in claim 1 orients grout injection control sedimentation method, which is characterized in that the first segment slip casting
Core pipe includes the hot rolled seamless steel tube that several sections are connected by screw thread, and the second segment slip casting core pipe includes that several sections pass through silk
Detain the galvanized pipe that is connected, the length ratio between the first segment slip casting core pipe and the second segment slip casting core pipe be 1:5~
6。
3. a kind of abutment as claimed in claim 2 orients grout injection control sedimentation method, which is characterized in that the first segment slip casting
The end of the first segment hot rolled seamless steel tube of core pipe is equipped with stop grouting plug and connect with the stop grouting plug, the stop grouting plug setting
The end to slip casting section of the position vertical injected hole.
4. a kind of abutment as claimed in claim 3 orients grout injection control sedimentation method, which is characterized in that the first segment slip casting
The diameter of the hot rolled seamless steel tube of each section in core pipe is 20~30 millimeters, wall thickness is 2.5~5 millimeters, length be 1.5~
2.5 rice.
5. a kind of abutment as claimed in claim 3 orients grout injection control sedimentation method, which is characterized in that the second segment slip casting
The diameter of the galvanized pipe of each section in core pipe is straight with the hot rolled seamless steel tube of each section in the first segment slip casting core pipe
Diameter and wall thickness are all the same.
6. a kind of abutment as claimed in claim 3 orients grout injection control sedimentation method, which is characterized in that the note in step (3)
Slurry process takes segmentation retrusive grouting process, and slip casting segmentation step pitch is set as 80~100 centimetres.
7. a kind of abutment as claimed in claim 3 orients grout injection control sedimentation method, which is characterized in that the note in step (3)
The grouting pressure of slurry process is set as 2~6 megapascal.
8. a kind of abutment as claimed in claim 3 orients grout injection control sedimentation method, which is characterized in that the stop grouting plug is straight
40~60 millimeters of diameter, long 0.8~2 meter of water-bag type high pressure stop grouting plug.
9. a kind of abutment as described in claim 1 orients grout injection control sedimentation method, which is characterized in that described in step (2)
Sleeve shell material is obtained by water, sulphate aluminium cement and bentonite mixed preparing, wherein water, sulphate aluminium cement, bentonitic ratio
Example is (1~2): 1:(1~2).
10. a kind of abutment as described in claim 1 orients grout injection control sedimentation method, which is characterized in that step (2) it
Before, it further include that casing is selected to squeeze into as drilling outer guard with drilling rod follow-up to prevent from destroying the vertical injected hole.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810990988.9A CN109208578A (en) | 2018-08-28 | 2018-08-28 | Abutment orients grout injection control sedimentation method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810990988.9A CN109208578A (en) | 2018-08-28 | 2018-08-28 | Abutment orients grout injection control sedimentation method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN109208578A true CN109208578A (en) | 2019-01-15 |
Family
ID=64986055
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810990988.9A Pending CN109208578A (en) | 2018-08-28 | 2018-08-28 | Abutment orients grout injection control sedimentation method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109208578A (en) |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN204456128U (en) * | 2015-01-21 | 2015-07-08 | 河北省建筑科学研究院 | A kind of delamination pour slurry rifle |
| CN106640120A (en) * | 2016-10-31 | 2017-05-10 | 彭峰 | Ground-surface fixed-point deep hole layered grouting construction method |
| CN207211153U (en) * | 2017-08-23 | 2018-04-10 | 中国水利水电第十三工程局有限公司 | A kind of high artesian area concrete structure behind perforate grouting device |
-
2018
- 2018-08-28 CN CN201810990988.9A patent/CN109208578A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN204456128U (en) * | 2015-01-21 | 2015-07-08 | 河北省建筑科学研究院 | A kind of delamination pour slurry rifle |
| CN106640120A (en) * | 2016-10-31 | 2017-05-10 | 彭峰 | Ground-surface fixed-point deep hole layered grouting construction method |
| CN207211153U (en) * | 2017-08-23 | 2018-04-10 | 中国水利水电第十三工程局有限公司 | A kind of high artesian area concrete structure behind perforate grouting device |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104594348B (en) | Enlarged footing bellows anchor pole and construction method thereof | |
| CN101638891B (en) | Construction method of all casing precessing isolation pile | |
| CN103669346B (en) | A kind of tuck inside the sleeve raft pipe and the application in landslide control | |
| CN106193032B (en) | A kind of anti-float anchor rod construction method | |
| CN106917627B (en) | The advanced support method of pilot tunnel under a kind of water rich strata boring construction | |
| CN108547291A (en) | A kind of herring-bone form basalt fibre anchor system and its anchoring process | |
| CN105220714B (en) | Built-in anchor cable fills core compound prestress pile tube float Structure construction method | |
| CN104314076B (en) | A kind of soft foundation recoverable prestressed anchor Cable Structure and construction method | |
| CN101532292B (en) | Construction process for jet grouting anchor rod | |
| CN107642041A (en) | The hollow clump of piles anchorage of super-large diameter | |
| CN105909265B (en) | Pass through the anti-protuberance retrusive deep hole grouting system and method for existing shield tunnel | |
| CN101967983A (en) | Method for over-dredging, anchoring, backfilling and controlling deep well rock roadway floor heave | |
| CN204174618U (en) | Soft foundation recoverable prestressed anchor Cable Structure | |
| CN102168419A (en) | Method for compounding anchor rod by geotextile reinforcing | |
| CN107642040A (en) | The construction method heavy stone used as an anchor of the hollow clump of piles anchorage of super-large diameter | |
| CN201183950Y (en) | Self-propelling type anchor rod of seamless steel pipe | |
| CN110144978A (en) | A kind of anti-float anchor rod construction method | |
| CN207484290U (en) | The hollow clump of piles anchorage of super-large diameter | |
| CN206971247U (en) | Concrete toe board foundation reinforcing structure arranged on unloading rock mass | |
| CN203613568U (en) | Anti-floating cement soil pile and anti-floating anchor rod combined anti-floating system | |
| CN106088123A (en) | A kind of sand geology steel tube well fall water level device and construction method thereof | |
| CN201078234Y (en) | Integral hydraulic pressure steel sheet piling curtain of vertical shaft construction overflowing sand bed | |
| CN206581314U (en) | Screw head muscle body posttension pile foundation | |
| CN204125941U (en) | Uplift pile structure | |
| CN109208578A (en) | Abutment orients grout injection control sedimentation method |
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 | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20190115 |
|
| RJ01 | Rejection of invention patent application after publication |