CN108130903A - A kind of bored concrete pile grouting behind shaft or drift lining construction technology - Google Patents
A kind of bored concrete pile grouting behind shaft or drift lining construction technology Download PDFInfo
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- CN108130903A CN108130903A CN201711415229.1A CN201711415229A CN108130903A CN 108130903 A CN108130903 A CN 108130903A CN 201711415229 A CN201711415229 A CN 201711415229A CN 108130903 A CN108130903 A CN 108130903A
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- grouting
- grouting pipe
- pile
- stake
- construction technology
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
Abstract
The present invention provides a kind of bored concrete pile grouting behind shaft or drift lining construction technologies, include the following steps：At least two first Grouting Pipes are arranged along steel reinforcement cage outer circumference, arrange at least two second Grouting Pipes at stake end, first Grouting Pipe and second Grouting Pipe are connected respectively with mud jacking device in stake side；The cement mortar that needs are perfused is configured；When concrete strength reaches 10 15Mpa, plug processing is carried out out to first Grouting Pipe and second Grouting Pipe with clear water using mudjack；When concrete strength reaches 50% the 75% of design value, the cement mortar being configured is passed through into first Grouting Pipe and second Grouting Pipe carries out secondary pouring；The quality of the secondary pouring is checked and checked and accepted.The grouting behind shaft or drift lining construction technology can effectively improve bearing course at pile end and stake side slat part, end resistance and stake side skin friction are improved, improves the transfer performance of load, greatly improve bearing capacity of single pile and reduces settling amount, ensure being smoothed out for slip casting process, improve grouting quality.
Description
Technical field
The present invention relates to a kind of bored concrete pile grouting behind shaft or drift lining construction technologies.
Background technology
Bored concrete pile is widely used, but bored concrete pile is scarce because of its high capacity, strong applicability in architectural engineering
It falls into also due to reason causes bearing capacity of single pile insufficient in a certain respect.Post Grouting Technique is a kind of backman of filling pile construction
Skill, the defects of can effectively making up bored concrete pile, improve the bearing capacity of single pile.Grout pile bottom post-grouting refers to：Filling concrete
When pile concrete reaches some strength after stake pile, by grouting behind shaft or drift lining equipment, cement mortar is pressurizeed and injects stake bottom, passes through cement
Slurry oozes expansion, splitting, filling, densification and consolidation, eliminates the intrinsic pile body mudcake of bored concrete pile and pile bottom sediment (roach) two
Big defect.Using Injection Technology under Pile, can fundamentally solve pile body mudcake and pile bottom sediment influences cast-in-place pile concrete and pours
The defects of building quality, the technical barrier for reducing bearing capacity of pile tip, effectively making up bored concrete pile is improved the bearing capacity of single pile, is reduced
The sedimentation of pile foundation, it is ensured that pile foundation engineering quality is significant.
At present, usually Grouting Pipe is fixed by way of binding or welding after stake holes (pore-forming and borehole cleaning) is bored in injection
It on the inside of steel reinforcement cage, synchronizes and is put into stake holes, the slip casting injector head of Grouting Pipe lower end extends to stake holes bottom, and exposes at the top of Grouting Pipe
About 20 centimetres of stake holes mouth；Simultaneously placing concrete, pile implement grouting behind shaft or drift lining operation to subsequent borehole cleaning after 2 days.Grouting behind shaft or drift lining equipment used
Including slip casting station, grout pipe line and above-mentioned Grouting Pipe.Slip casting station generally includes high-pressure injection pump, cement mixer, slurries mistake
Facility and water storage box are filtered, for preparing cement mortar, slurries filtration facility is used to filter off in cement mortar wherein cement mixer
Impurity, high-pressure injection pump are sent out cement mortar from slip casting station with certain pressure.Grouting Pipe includes sequentially connected from top to bottom
More piece slip casting lengths of steel pipes (solderable between two adjacent sections slip casting lengths of steel pipes or threaded connection), nethermost slip casting lengths of steel pipes lower end
Connect slip casting injector head (slip casting injector head upper end connects nethermost slip casting lengths of steel pipes lower end)；Slip casting injector head upper end be equipped with into
Mouth is starched, the side wall of slip casting injector head is equipped with multiple slurry outlets, slip casting check valve is equipped with (by setting slip casting list on slurry outlet
To valve, when carrying out pour stake body by concrete, slurries will not be poured into slip casting injector head, and cement mortar will not flow back during slip casting),
Slip casting injector head lower end closed.The defeated slurry hose of high pressure can be used in grout pipe line, and (the defeated slurry hose of high pressure is to refer to bear high pressure
Defeated slurry hose), the grout outlet of the defeated slurry hose one end connection high-pressure injection pump of high pressure, other end connection Grouting Pipe open top；
Grout pipe line can be also formed by connecting by defeated slurry steel pipe and the defeated slurry hose of high pressure, and the grout outlet of high-pressure injection pump is successively through defeated slurry steel
Opening at the top of the defeated slurry hose connection Grouting Pipe of pipe, high pressure.High-pressure injection pump sends out the cement mortar for passing through filtering in slip casting station,
Cement mortar enters Grouting Pipe after grout pipe line from Grouting Pipe open top, and subsequent cement mortar is along slip casting tube chamber downlink and from note
The slurry outlet starched on injector head sprays, and carries out slip casting.However, since Grouting Pipe and steel reinforcement cage are fixed together, easily because of reinforcing bar
Cage floats and Grouting Pipe is driven also to float therewith, influences being smoothed out for slip casting, slip casting is caused to fail.
Invention content
In order to solve the above technical problems, the purpose of the present invention is to provide a kind of bored concrete pile grouting behind shaft or drift lining construction technology, after this
Grouting construction process can effectively improve bearing course at pile end and stake side slat part, improve end resistance and stake side skin friction, change
The transfer performance of kind load greatly improves bearing capacity of single pile and reduces settling amount, ensures being smoothed out for slip casting process, improve note
Starch quality；Technical matters is very simple, and construction method is flexible, and mud jacking is set simply, is convenient for universal and promotes.
Based on this, the present invention proposes a kind of bored concrete pile grouting behind shaft or drift lining construction technology, includes the following steps：
(S1) Grouting Pipe is made and is arranged：In stake side at least two first slip castings are arranged along steel reinforcement cage outer circumference
Pipe, arranges at least two second Grouting Pipes at stake end, first Grouting Pipe and second Grouting Pipe respectively with mud jacking device phase
Connection；
(S2) cement mortar that needs are perfused is configured；
(S3) it completes to be perfused and after pile first, when concrete strength reaches 10-15Mpa, be used using mudjack clear
Water carries out out first Grouting Pipe and second Grouting Pipe plug processing；
(S4) it after first completion perfusion and pile, when concrete strength reaches the 50%-75% of design value, will be configured
The good cement mortar carries out secondary pouring by first Grouting Pipe and second Grouting Pipe；
(S5) after terminating the secondary pouring, the quality of the secondary pouring is checked and is checked and accepted.
Optionally, the quantity of first Grouting Pipe is two, and the grout outlet of each first Grouting Pipe is higher by institute
State the upper end at least 30cm of steel reinforcement cage.
Optionally, the quantity of second Grouting Pipe is two, and the grout outlet difference position of two second Grouting Pipes
At the more than of stake bottom 6cm and 15cm.
Optionally, slip casting nozzle is connected respectively at the grout outlet of first Grouting Pipe and second Grouting Pipe, in institute
It states and is from top to bottom uniformly drilled with four row's injected holes below slip casting nozzle at 20cm, and the injected hole often arranged is according to blossom type
Arrangement.
Further, it is connected with check valve at each mud jacking hole.
Optionally, the length of the slip casting nozzle is 20-50cm.
Optionally, when carrying out out plug to the Grouting Pipe in the step S3, pressure needs to control in 0.8-1.2Mpa, when
Pressure drop, water flow are uprushed, and show that first Grouting Pipe and second Grouting Pipe are open-minded.
Optionally, stop water filling after first Grouting Pipe and second Grouting Pipe are opened, open the pressure water of plug process
Amount control is in 0.1-0.25m3, the pressure water time is 1-2 minutes.
Optionally, the secondary pouring in the step S4 is completed to carry out after 5d-7d or 7d-10d after perfusion first, most
Late no more than first 25d after completing perfusion.
Optionally, for the same first pile for completing perfusion, the progress of the secondary pouring in the step S4 should be abided by
It follows inside behind elder generation periphery, stake end behind first stake side, slip casting around pile is first up and then down, using the sequence of quincuncial pile interval slip casting, stake end note
Slurry implements equivalent slip casting for each first Grouting Pipe.
Implement the embodiment of the present invention, have the advantages that：
A kind of bored concrete pile grouting behind shaft or drift lining construction technology of the present invention includes the following steps：(S1) Grouting Pipe is made and cloth
It puts：At least two first Grouting Pipes are arranged along steel reinforcement cage outer circumference, at least two second Grouting Pipes are arranged at stake end in stake side,
First Grouting Pipe and second Grouting Pipe are connected respectively with mud jacking device；(S2) cement mortar that needs are perfused is matched
It puts；(S3) it completes to be perfused and after pile first, when concrete strength reaches 10-15Mpa, using mudjack clear water to institute
It states the first Grouting Pipe and second Grouting Pipe carries out out plug processing；(S4) after first completion perfusion and pile, work as concrete
When intensity reaches the 50%-75% of design value, the cement mortar being configured is passed through into first Grouting Pipe and described second
Grouting Pipe carries out secondary pouring；(S5) after terminating the secondary pouring, the quality of the secondary pouring is checked and is checked and accepted.
The sediment at bottom can effectively be cleared up using the secondary pouring in the construction technology and consolidation process is carried out to it, mud passes through
First Grouting Pipe and the second Grouting Pipe are entered by stake end and stake side in the gap in stake week, and the mudcake in stake week is made to obtain precompressed processing,
Change pile body and the friction coefficient between stake week, improve the bearing capacity of stake；Mud along the hole of supporting course, from stake bottom to its week
Radiation is enclosed, replaces the underground water around former stake bottom, pile foundation is stood and is formed on the firm holding force disk of one by mud perforation,
So as to play the role of reinforcing supporting course.This construction technology process can be obviously improved bearing course at pile end and stake week condition, carry
High end resistance and pile side friction improve the transfer performance of load, greatly improve bearing capacity of single pile and reduce settling amount, and suitable
For various soil layers, technical matters is simple, and construction method is flexible, and mud jacking equipment is simple, easy to popularize.
Description of the drawings
Fig. 1 is the flow chart of the bored concrete pile grouting behind shaft or drift lining construction technology described in the present embodiment.
Specific embodiment
Below in conjunction with the attached drawing in the embodiment of the present invention, the technical solution in the embodiment of the present invention is carried out clear, complete
Site preparation describes, it is clear that described embodiment is only part of the embodiment of the present invention, instead of all the embodiments.It is based on
Embodiment in the present invention, those of ordinary skill in the art are obtained every other without creative efforts
Embodiment shall fall within the protection scope of the present invention.
In the description of the present invention, it is to be understood that the orientation or position of the instructions such as term " on ", " under ", "left", "right"
Put relationship be based on orientation shown in the drawings or position relationship, be for only for ease of the description present invention and simplify description rather than
Indicate or imply that signified device or element there must be specific orientation, with specific azimuth configuration and operation, therefore cannot
It is interpreted as limitation of the present invention.
Referring to Fig. 1, the step of bored concrete pile grouting behind shaft or drift lining construction technology described in this preferred embodiment, includes：
A kind of bored concrete pile grouting behind shaft or drift lining construction technology, which is characterized in that include the following steps：
(S1) Grouting Pipe is made and is arranged：In stake side two first Grouting Pipes are arranged along steel reinforcement cage outer circumference,
Two second Grouting Pipes are arranged at stake end, and first Grouting Pipe and second Grouting Pipe are connected respectively with mud jacking device；
(S2) cement mortar that needs are perfused is configured；
(S3) it completes to be perfused and after pile first, when concrete strength reaches 10-15Mpa, be used using mudjack clear
Water carries out out first Grouting Pipe and second Grouting Pipe plug processing；
(S4) it after first completion perfusion and pile, when concrete strength reaches the 50%-75% of design value, will be configured
The good cement mortar carries out secondary pouring by first Grouting Pipe and second Grouting Pipe；
(S5) after terminating the secondary pouring, the quality of the secondary pouring is checked and is checked and accepted.
Based on above step, two first Grouting Pipes are set to by this engineering using the compound slip casting method in stake end stake side
The top of steel reinforcement cage is arranged two second Grouting Pipes, the first Grouting Pipe and the second note on the outer circumference direction of steel reinforcement cage
The plastic colloidal cloth that different colours are respectively adopted on the outer wall of slurry pipe carries out distinguishing identifier, is installed and is made convenient for staff
With；It 2-3 days (when concrete strength reaches 10-15Mpa) after preliminary completion perfusion pile, is opened by mudjack with clear water
Plug processing, convenient for ensureing the unobstructed of the first Grouting Pipe and the second Grouting Pipe, conveniently continues subsequent perfusion work, opens at plug
Particulate sediment in first Grouting Pipe and the second Grouting Pipe can be pushed into except range of grouting by reason, ensure the reliable of follow-up work
Property.When carrying out out plug work, if first Grouting Pipe is obstructed, elevated pressures may be selected and disposably noted from second Grouting Pipe
Complete design slurries amount, first injects the 2/3 of single pile grouting amount, and termination of pumping half a minute makes slurries have the sufficient time to fill, and expansion is oozed, so
The 1/3 of the remaining grouting amount of second of injection afterwards, further expands slip casting effect.It can using the secondary pouring in the construction technology
The sediment at effective cleaning stake bottom simultaneously carries out it consolidation process, mud by the first Grouting Pipe and the second Grouting Pipe by stake end and
Stake side enters in the gap in stake week, and the mudcake in stake week is made to obtain precompressed processing, changes pile body and the friction coefficient between stake week, carries
The bearing capacity of high stake；Mud along the hole of supporting course, from stake bottom to its ambient radiation, replace the underground water around former stake bottom,
It stands pile foundation to be formed on the firm holding force disk of one by mud perforation, so as to play the role of reinforcing supporting course.This
Construction technology process can be obviously improved bearing course at pile end and stake week condition, improve end resistance and pile side friction, improve lotus
The transfer performance of load greatly improves bearing capacity of single pile and reduces settling amount, and suitable for various soil layers, technical matters is simple, applies
Work method is flexible, and mud jacking equipment is simple, easy to popularize.
Wherein, the upper end at least 30cm of the equal higher cage of the grout outlet of two first Grouting Pipes, two second slip castings
The grout outlet of pipe is located at position near the more than of stake bottom 6cm and 15cm respectively, and designer also can be according to the situation on live stratum
It is proportionally adjusted, after steel reinforcement cage molding, the second Grouting Pipe is arranged on the circumference of steel reinforcement cage, the second Grouting Pipe as one sees fit
Banding fixed in the main reinforcement of steel reinforcement cage, by threeway and short circuit head and annular pressed by the first Grouting Pipe and the second Grouting Pipe after mantle fiber
Slurry device is attached, and the second Grouting Pipe sets up 3 rows in stake side ring, and respectively up and out and downwards, often row sets 12 45
The drilling of~8mm, totally 36 drilling, blossom type interlaced arrangement；One in two second Grouting Pipes needs to block bottom end；The
The bottom of one Grouting Pipe is connected with slip casting nozzle, and 4 rows are from top to bottom uniformly drilled out at the position of the lower part 20cm of slip casting nozzle
Injected hole, often row's distribution four, a diameter of 5-8mm of injected hole, and blossom type interlaced arrangement.It is equal at each drilling and injected hole
There are one check valve, which includes three-decker for setting, first layer be can cover drilling or slip casting eyelet drawing pin or
Person's one layer tape, the second layer are the plastic foils such as the bicycle tube smaller 3-5mm than the outer diameter of the first Grouting Pipe and the second Grouting Pipe
Or rubber membrane, have elasticity and can be intact by the borehole sealing of the injected hole of the first Grouting Pipe and the second Grouting Pipe, third layer
Using sealant tape, each 2cm in both ends is covered, is finally tightened three layers of winding with iron wire, prevent leakage and slurries is avoided to return
The phenomenon that conductance causes the first Grouting Pipe and the second Grouting Pipe to be blocked, ensures the unobstructed of follow-up slip casting.
In addition, when carrying out secondary pouring, in 0.45-0.65, cement is general using 42.5MPa grades for the ratio of mud control of cement mortar
Logical portland cement, cement consistency 17S or so, 7 days intensity of slurry liquid are not less than 10MPa.Prepared slurries should use
The strainer filtering of 3x3mm, slurries effective storage life are not more than 4 hours.Grout injection control is double using grouting pressure and slip casting total amount
Control method controls, based on slip casting overall control, supplemented by grouting pressure control；Single pile slip casting total amount is designed as 4.6t, wherein stake end
Grouting amount about 2.5t；Slip casting around pile amount about 2.1t；Pile end grouting pressure just determines 1.5-3.0Mpa；Slip casting around pile pressure just determines 1.2-
2Mpa, pressure hold lotus time requirement not less than 5min after reaching design value；Flow rate of grouting is no more than 75L/min.
The time of secondary grouting carries out after being suitable for the 5d-7d after completing perfusion pile for the first time at summer, in winter preferably
It is carried out after the first 7d-10d completed after perfusion pile, concrete strength of pile value at this time reaches the 50%- of design value
75%, 25d is just proceeded by after should not being later than first perfusion pile；The distance of slip casting operation and pore-forming setting not less than 8~
10m, and in the range of the area underwater gliders deadline at 2 days or more；Secondary grouting when institute is being carried out to same stake
The sequence used for first periphery after it is internal, for stake end behind first stake side, the local first up and then down principle in stake side, using quincuncial pile interval
The sequence of slip casting；Stake side and pile end grouting interlude are no less than 3h, pile end grouting reply with 1 pile each grouting pipe according to
Secondary implementation equivalent slip casting.The cement mortar using the low-grade press-in ratio of mud 0.6 is first had to during slip casting, is then gradually pressurizeed and using water
Gray scale is 0.5 cement mortar, and the ratio of mud of cement mortar is controlled 0.45~0.65；When grouting pressure for a long time less than normal value or
There is grout or surrounding stake holes grout leaking in ground, should be changed to interval slip casting, and the intermittent time is preferably 30~60min or turns down slurry water
Gray scale；The interval slip casting time is more than that 60min applications clear water rinses madjack pipe and pipe valve, to ensure that follow-up mud jacking can be normally carried out.
Secondary grouting terminate standard be：Slip casting total amount and grouting pressure reach design requirement or slip casting total amount has reached design
The 75% of value, and grouting pressure is more than design value and maintains more than 5min；Stake top or ground do not occur significantly upper lift, are lifted on pile body
3mm is must not exceed, the two has one can terminate secondary grouting work.When being checked secondary grouting and being checked and accepted, in pile body
Under conditions of concrete strength reaches design requirement, bearing capacity examination should carry out after grouting behind shaft or drift lining 20d, and early strength agent is mixed in slurries
When can be carried out after slip casting 15d.Examine whether bearing capacity of single pile can reach design requirement.
A kind of bored concrete pile grouting behind shaft or drift lining construction technology of the present invention includes the following steps：(S1) Grouting Pipe is made and cloth
It puts：At least two first Grouting Pipes are arranged along steel reinforcement cage outer circumference, at least two second Grouting Pipes are arranged at stake end in stake side,
First Grouting Pipe and second Grouting Pipe are connected respectively with mud jacking device；(S2) cement mortar that needs are perfused is matched
It puts；(S3) it completes to be perfused and after pile first, when concrete strength reaches 10-15Mpa, using mudjack clear water to institute
It states the first Grouting Pipe and second Grouting Pipe carries out out plug processing；(S4) after first completion perfusion and pile, work as concrete
When intensity reaches the 50%-75% of design value, the cement mortar being configured is passed through into first Grouting Pipe and described second
Grouting Pipe carries out secondary pouring；(S5) after terminating the secondary pouring, the quality of the secondary pouring is checked and is checked and accepted.
The sediment at bottom can effectively be cleared up using the secondary pouring in the construction technology and consolidation process is carried out to it, mud passes through
First Grouting Pipe and the second Grouting Pipe are entered by stake end and stake side in the gap in stake week, and the mudcake in stake week is made to obtain precompressed processing,
Change pile body and the friction coefficient between stake week, improve the bearing capacity of stake；Mud along the hole of supporting course, from stake bottom to its week
Radiation is enclosed, replaces the underground water around former stake bottom, pile foundation is stood and is formed on the firm holding force disk of one by mud perforation,
So as to play the role of reinforcing supporting course.This construction technology process can be obviously improved bearing course at pile end and stake week condition, carry
High end resistance and pile side friction improve the transfer performance of load, greatly improve bearing capacity of single pile and reduce settling amount, and suitable
For various soil layers, technical matters is simple, and construction method is flexible, and mud jacking equipment is simple, easy to popularize.
It should be understood that various information, but these information are described using term " first ", " second " etc. in the present invention
These terms are should not necessarily be limited by, these terms are only used for same type of information being distinguished from each other out.For example, not departing from the present invention
In the case of range, " first " information can also be referred to as " second " information, similar, and " second " information can also be referred to as
" first " information.
The above is the preferred embodiment of the present invention, it is noted that for those skilled in the art
For, without departing from the principle of the present invention, several improvement and deformation can also be made, these are improved and deformation is also considered as
Protection scope of the present invention.
Claims (10)
1. a kind of bored concrete pile grouting behind shaft or drift lining construction technology, which is characterized in that include the following steps：
(S1) Grouting Pipe is made and is arranged：In stake side at least two first Grouting Pipes are arranged along steel reinforcement cage outer circumference,
At least two second Grouting Pipes are arranged at stake end, and first Grouting Pipe and second Grouting Pipe are connected respectively with mud jacking device
It connects；
(S2) cement mortar that needs are perfused is configured；
(S3) it completes to be perfused and after pile first, when concrete strength reaches 10-15Mpa, using mudjack clear water pair
First Grouting Pipe and second Grouting Pipe carry out out plug processing；
(S4) it completes to be perfused and after pile first, when concrete strength reaches the 50%-75% of design value, by what is be configured
The cement mortar carries out secondary pouring by first Grouting Pipe and second Grouting Pipe；
(S5) after terminating the secondary pouring, the quality of the secondary pouring is checked and is checked and accepted.
2. bored concrete pile grouting behind shaft or drift lining construction technology according to claim 1, which is characterized in that the quantity of first Grouting Pipe
It it is two, and the grout outlet of each first Grouting Pipe is higher by the upper end at least 30cm of the steel reinforcement cage.
3. bored concrete pile grouting behind shaft or drift lining construction technology according to claim 2, which is characterized in that the quantity of second Grouting Pipe
It it is two, and the grout outlet of two second Grouting Pipes is located at the more than of stake bottom 6cm and 15cm respectively.
4. bored concrete pile grouting behind shaft or drift lining construction technology according to claim 3, which is characterized in that first Grouting Pipe and described
Slip casting nozzle is connected at the grout outlet of second Grouting Pipe respectively, is from top to bottom uniformly drilled at 20cm below the slip casting nozzle
Four row's injected holes, and often the injected hole on row is arranged according to blossom type.
5. bored concrete pile grouting behind shaft or drift lining construction technology according to claim 4, which is characterized in that be connected at each mud jacking hole
Check valve.
6. bored concrete pile grouting behind shaft or drift lining construction technology according to claim 4, which is characterized in that the length of the slip casting nozzle is
20-50cm。
7. bored concrete pile grouting behind shaft or drift lining construction technology according to any one of claims 1 to 6, which is characterized in that the step S3
In when carrying out out plug to the Grouting Pipe, pressure needs to control in 0.8-1.2Mpa, works as pressure drop, water flow is uprushed, and is shown
First Grouting Pipe and second Grouting Pipe are open-minded.
8. bored concrete pile grouting behind shaft or drift lining construction technology according to claim 7, which is characterized in that first Grouting Pipe and described
Second Grouting Pipe stops water filling after opening, and opens the pressure water rate control of plug process in 0.1-0.25m3, the pressure water time is 1-2 points
Clock.
9. bored concrete pile grouting behind shaft or drift lining construction technology according to any one of claims 1 to 6, which is characterized in that the step S4
In secondary pouring complete to carry out after 5d-7d or 7d-10d after perfusion first, at the latest no more than it is first complete perfusion after
25d。
10. bored concrete pile grouting behind shaft or drift lining construction technology according to claim 9, which is characterized in that filled for same first completion
The pile of note, the progress of the secondary pouring in the step S4 should follow internal, stake end behind first stake side behind first periphery, stake side note
Starch first up and then down, using the sequence of quincuncial pile interval slip casting, pile end grouting implements equivalent slip casting for each first Grouting Pipe.
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| CN201711415229.1A CN108130903A (en) | 2017-12-21 | 2017-12-21 | A kind of bored concrete pile grouting behind shaft or drift lining construction technology |
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| CN201711415229.1A CN108130903A (en) | 2017-12-21 | 2017-12-21 | A kind of bored concrete pile grouting behind shaft or drift lining construction technology |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110295591A (en) * | 2019-06-27 | 2019-10-01 | 深圳市工勘岩土集团有限公司 | Major diameter ultra-deep bored pile is layered grouting behind shaft or drift lining construction method |
| CN112832235A (en) * | 2021-01-08 | 2021-05-25 | 翟宇思 | Construction method and construction device for precast pile post-grouting |
| CN113431046A (en) * | 2021-07-06 | 2021-09-24 | 广东省水利水电第三工程局有限公司 | Post-grouting construction method for cast-in-place pile |
| CN114875893A (en) * | 2022-04-28 | 2022-08-09 | 中煤江南建设发展集团有限公司 | Post-grouting construction process for cast-in-situ bored pile |
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| CN1540104A (en) * | 2003-10-30 | 2004-10-27 | 北京城建集团有限责任公司 | Post mudjack construction technics for sidewal and bottom of bore of filling pile |
| CN1609347A (en) * | 2004-11-25 | 2005-04-27 | 河北建设勘察研究院有限公司 | Follow-up mud jacking rotary digging drilling hole bored concrete pile technology |
| CN103114576A (en) * | 2013-02-05 | 2013-05-22 | 山西太行建设开发有限公司 | Post grouting construction method for cast-in-place concrete pile |
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| CN110295591A (en) * | 2019-06-27 | 2019-10-01 | 深圳市工勘岩土集团有限公司 | Major diameter ultra-deep bored pile is layered grouting behind shaft or drift lining construction method |
| CN112832235A (en) * | 2021-01-08 | 2021-05-25 | 翟宇思 | Construction method and construction device for precast pile post-grouting |
| CN113431046A (en) * | 2021-07-06 | 2021-09-24 | 广东省水利水电第三工程局有限公司 | Post-grouting construction method for cast-in-place pile |
| CN113431046B (en) * | 2021-07-06 | 2022-03-29 | 广东省水利水电第三工程局有限公司 | Post-grouting construction method for cast-in-place pile |
| CN114875893A (en) * | 2022-04-28 | 2022-08-09 | 中煤江南建设发展集团有限公司 | Post-grouting construction process for cast-in-situ bored pile |
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