CN107254875A - Pile for prestressed pipe pile grouting constructing device and method - Google Patents
Pile for prestressed pipe pile grouting constructing device and method Download PDFInfo
- Publication number
- CN107254875A CN107254875A CN201710558036.5A CN201710558036A CN107254875A CN 107254875 A CN107254875 A CN 107254875A CN 201710558036 A CN201710558036 A CN 201710558036A CN 107254875 A CN107254875 A CN 107254875A
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- pile
- grouting
- pipe
- prestressed pipe
- concrete block
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- 238000000034 method Methods 0.000 title abstract description 12
- 239000002689 soil Substances 0.000 claims abstract description 26
- 238000010276 construction Methods 0.000 claims abstract description 14
- 239000004568 cement Substances 0.000 claims description 18
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 17
- 239000002002 slurry Substances 0.000 claims description 10
- 238000007569 slipcasting Methods 0.000 claims description 9
- 239000012528 membrane Substances 0.000 claims description 8
- 238000000151 deposition Methods 0.000 claims description 3
- 239000004570 mortar (masonry) Substances 0.000 claims description 3
- 230000035515 penetration Effects 0.000 claims description 3
- 230000008961 swelling Effects 0.000 claims description 3
- 230000000694 effects Effects 0.000 abstract description 19
- 230000008569 process Effects 0.000 abstract description 3
- 230000008901 benefit Effects 0.000 description 3
- 238000013461 design Methods 0.000 description 2
- 230000000630 rising effect Effects 0.000 description 2
- 238000004513 sizing Methods 0.000 description 2
- 241001269238 Data Species 0.000 description 1
- 229920002472 Starch Polymers 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 238000000280 densification Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000011049 filling Methods 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 230000037431 insertion Effects 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 235000019698 starch Nutrition 0.000 description 1
- 239000008107 starch Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
Classifications
-
- 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
- E02D5/58—Prestressed concrete piles
-
- 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
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a kind of pile for prestressed pipe pile grouting constructing device and method, belong to technical field of construction.The present invention realizes the closing of hollow prestress pile tube pile cutoff by taper shoe, it is to avoid the soil plug effect in pile driving process；The pile grouting for realizing pile for prestressed pipe by pile grouting device is constructed, and this method principle is simple and reliable, easy to operate, applicable working condition is extensive, influenceed smaller by construction condition, soil plug effect of the pile for prestressed pipe during squeezing into can be avoided, its bearing capacity of single pile is improved.
Description
Technical field
The invention belongs to construction method field, and in particular to it is a kind of for pile for prestressed pipe pile grouting construct device and
Method.
Background technology
Pile foundation engineering is as an important step in engineering construction, and quality and economic benefit to whole engineering are suffered from
Very important influence.In pile foundation engineering, pile for prestressed pipe has speed of application fast, and single pile bearing capacity is high, and stratum is adapted to
Property it is strong, pile quality is guaranteed, the advantages of economic benefit is excellent, and relatively broad application is obtained in Practical Project.
But pile for prestressed pipe in Practical Project work progress because construction method is improper, easily there is hidden danger of quality, it is past
Effect toward required for not reaching.A large amount of practice datas show that pile for prestressed pipe bearing capacity measured value easily occurs and is less than design
The situation of value., can be from the aspect of following two in order to effectively ensure that the bearing capacity of pile for prestressed pipe meets design requirement：
First, avoid in work progress producing soil plug effect as far as possible.Soil plug effect refers to open pile for prestressed pipe in pile sinking
During the soil body pour in pipe and form soil plug.Soil plug effect can influence the hair of pile for prestressed pipe end resistance to a certain extent
Wave.It influences to represent that soil plug effect coefficient λ p are bigger, and the bearing capacity of pile for prestressed pipe is higher with native plug effect coefficient λ p,
And it is less than 1 for open pile for prestressed pipe its soil plug effect coefficient λ p perseverances, it can be seen that, the presence of soil plug effect can reduce pre-
The bearing capacity of stress pile tube.
Second, develop the pile grouting apparatus and method of simple and effective.Pile bottom grouting technique refers to the slurry of special configuration
Liquid injection stake bottom under high pressure effect, splitting is played to the soil layer near stake bottom, the effect such as expansion, filling, densification, consolidation is oozed, and
A kind of new soil layer of high intensity is combined to form, so as to improve a bottom resistance, meanwhile, slurries and the soil body are collectively forming the stake of expansion
Head, adds the lifting surface area at a bottom, can equally improve the bearing capacity of pile for prestressed pipe.
The content of the invention
Soil plug effect can be produced in pile driving process in view of pile for prestressed pipe, its result causes end resistance whole
Play, reduce the bearing capacity of pile for prestressed pipe, it is therefore desirable to the stake end of pile for prestressed pipe is handled and avoided as far as possible
Soil plug effect；Simultaneously, it is contemplated that pile grouting is carried out to the pile for prestressed pipe for sinking to specified location, the result is that can improve pre-
The bearing capacity of stress pile tube, it is therefore desirable to invent a set of apparatus and method constructed for pile for prestressed pipe pile grouting.
Solving the technical scheme of concrete technical problems use is：
Pile for prestressed pipe pile grouting constructing device, the pile for prestressed pipe includes pile body and taper shoe, described taper
At the top of shoe in the stake end inner chamber of embedded pile body bottom, and bottom is in wedge angle taper directed downwardly；Offered in taper shoe vertical
Grouting channel, offers the horizontal grouting outside some connection vertical passageways and taper shoe at taper shoe different height
Passage；Concrete block is provided with the pile body inner chamber above taper shoe and both coordinate in gap, concrete block is circumferentially opened
If a ring-shaped groove for being filled with expanding cement, expanding cement is wrapped in ring-shaped groove by water permeable membrane；Concrete block
It is located in vertical direction through the first Grouting Pipe, the outlet at bottom of the first Grouting Pipe is fixed between concrete block and taper shoe
Pile body inner chamber in.
Preferably, stretching out concrete block upper surface at the top of the first described Grouting Pipe, and it is connected through a screw thread the second note
Starch and stretched out at the top of bottom of the tube, the second Grouting Pipe at the top of pile body.
Preferably, after expanding cement water-swellable in described ring-shaped groove, forming one and the interference of pile body inner chamber
The ring body of cooperation.
Further, the second described Grouting Pipe and the first Grouting Pipe use hard tube.
Preferably, the stake end inner chamber at the top of described taper shoe with pile body bottom is interference fitted.
Preferably, described ring-shaped groove have that one or parallel interval set it is a plurality of.
Preferably, described water permeable membrane uses the pellicle of water penetration.
Preferably, described horizontal grouting channel totally 4, two of which is close to the stake end of pile body and is in horizontal pulp,
Another two are located at described taper, and pulp is tilted upward along the conical surface.
Preferably, the cross section of described concrete block is slightly less than the cross section of pile body inner chamber.
Another object of the present invention is to provide a kind of pile for prestressed pipe pile grouting construction method of utilization described device,
Step is as follows：
Before step 1, prestressed pipe sunk pile, taper shoe is inserted to stake end, then by the prestressing force being completed
Pile tube sinks to precalculated position；
Step 2, expanding cement inserted in the ring-shaped groove of concrete block, and be wrapped in water permeable membrane the table of expanding cement
Face, the second Grouting Pipe and the first Grouting Pipe are connected through a screw thread, and whole concrete block is then put into the specific bit of pile body inner chamber
Put, then a certain amount of water is injected to pile body inner chamber so that expanding cement water-swellable, so that concrete block is fixed on into pile body
Interior specified location；
Step 3, high-pressure slip-casting carried out by exposed the second Grouting Pipe of stake top, slurries pass through the second Grouting Pipe and the first note
Pipe is starched to enter behind stake bottom, then the soil body that vertical grouting channel, the horizontal grouting channel by taper shoe enter near stake end, from
And complete pile for prestressed pipe pile grouting constructing operation；
After step 4, completion pile grouting constructing operation, the second Grouting Pipe is unloaded, for next group of pile for prestressed pipe stake
The assembling of rising pouring sizing device and mortar depositing construction operation.
Beneficial effects of the present invention are as follows：
1. installing taper shoe at pile for prestressed pipe stake end, the soil body in pile driving process has been essentially prevented from it and has entered shape inside pile tube
Cheng Tusai effects, it is to avoid influence of the native plug effect to prestressed pipe pile bearing capacity；
2. the present invention devises a set of construction method and device for pile for prestressed pipe pile grouting, available for prestressing force
Pile tube carries out high-pressure slip-casting after sinking to specified location to stake bottom, so as to improve the bearing capacity of pile for prestressed pipe；
3. slurries can be entered near stake end by the hollow channel of shoe in pile for prestressed pipe pile grouting work progress
It is in connection to form a kind of more stable soil layer in the soil body, increase the end resistance of pile for prestressed pipe；
4. the second Grouting Pipe in pile for prestressed pipe pile grouting constructing device can be reused, it can effectively reduce
Construction cost.
Brief description of the drawings
Fig. 1 is the structural representation of taper shoe；
Fig. 2 is the overall assembling schematic diagram of pile for prestressed pipe stake bottom constructing device；
Fig. 3 is pile for prestressed pipe pile grouting schematic device；
In figure：Vertical grouting channel 1, horizontal grouting channel 2, pile body 3, the second Grouting Pipe 4, the first Grouting Pipe 5, concrete
Block 6, ring-shaped groove 7, expanding cement 8, slurries 9.
Embodiment
The present invention is further described with implementation steps below in conjunction with the accompanying drawings.
A kind of pile for prestressed pipe pile grouting constructing device of the present invention, includes pile body 3, the taper shoe of pile for prestressed pipe
And the part of pile grouting device three.In the present embodiment, pile body 3 is in cylinder, and its lumenal cross-section is also rounded.
As shown in figure 1, in the cylinder matched with the inner chamber of pile body 3 at the top of taper shoe, in order to the embedded bottom of pile body 3
Stake end inner chamber in, and bottom be in wedge angle taper directed downwardly, in order to enter the soil body.Vertical grouting is offered in taper shoe logical
Road 1, offers 4 horizontal grouting channels 2, the every horizontal connection of grouting channel 2 vertical passageway 1 at taper shoe different height
Outside taper shoe, for the slurries in vertical grouting channel 1 to be distributed into the soil body of periphery.In the present embodiment, laterally grouting
Totally 4, passage 2, two of which is close to the stake end of pile body 3 and in horizontal pulp, and another two are located at described taper, along the conical surface
Pulp is tilted upward, the structure equably can carry out slip casting to stake end.
As shown in Fig. 2 the stake end of insertion pile body 3 bottom can be interference fitted at the top of taper shoe by fixture or directly
In inner chamber, form overall.Concrete block 6, the effect of concrete block 6 are additionally provided with the inner chamber of pile body 3 above taper shoe
Closure bore passages, make during slip casting slurries 9 can only flow down enter the soil body.Therefore, concrete block 6 also uses cylinder
Shape structure, the cross section of concrete block 6 is slightly less than the cross section of the inner chamber of pile body 3, and both coordinate in gap.Concrete block 6 is perpendicular
Nogata is to through the first Grouting Pipe 5 is fixed with, and the outlet at bottom of the first Grouting Pipe 5 is located between concrete block 6 and taper shoe
The inner chamber of pile body 3 in, slurries 9 can be injected in the chamber, and by the chamber enter each slip casting passage.First Grouting Pipe 5 is also
For adjusting height and position of the concrete block 6 inside pile body 3.Concrete block 6 circumferentially opens up one and is filled with expanding cement 8
Ring-shaped groove 7, expanding cement 8 is wrapped in ring-shaped groove 7 by water permeable membrane (the preferably pellicle of water penetration).Work as expansion
After the water-swellable of cement 8, a ring body being interference fitted with the inner chamber of pile body 3 is formed, thus concrete block 6 pile body can be fixed on
In 3, and a pile grouting device is formed with the first Grouting Pipe 5.Ring-shaped groove 7 can only have one, can also parallel interval
Set a plurality of, specifically depending on actual conditions.Thus, concrete block position can arbitrarily be adjusted as needed, and easily be led to
Expanding cement water swelling is crossed to realize the fixation of its position.
First Grouting Pipe 5 can directly stretch out stake top and carry out slip casting, but generally longer in view of grouting pipe, disposably make
With excessively wasting, therefore typically the first Grouting Pipe 5 directly can be in advance formed on inside concrete block 6, its top is slightly above coagulation
The upper surface of soil block 6, and it is threaded the mouth that spins.Set a top to stretch out second Grouting Pipe 4 at the top of pile body 3 in addition, pass through
Screw thread is connected with the first Grouting Pipe 5.In use, first two pipelines are spirally connected, the second Grouting Pipe 4 is screwed out again using finishing, only
First Grouting Pipe 5 is stayed in pile body 3.Second Grouting Pipe 4 and the first Grouting Pipe 5 generally use hard tube, with some strength,
Operated with convenient construction.
In addition, the present embodiment also provides a kind of pile for prestressed pipe pile grouting construction method based on the device, step is such as
Under：
Before step 1, prestressed pipe sunk pile, taper shoe is inserted to stake end, then by the prestressing force being completed
Pile tube sinks to precalculated position；
Step 2, expanding cement 8 inserted in the ring-shaped groove 7 of concrete block 6, and expanding cement is wrapped in water permeable membrane
Surface, the second Grouting Pipe 4 and the first Grouting Pipe 5 be connected through a screw thread, and whole concrete block 6 then is put into the inner chamber of pile body 3
Specified location, then a certain amount of water is injected to the inner chamber of pile body 3 so that the water-swellable of expanding cement 8, so that by concrete block
6 are fixed on specified location in pile body 3；
Step 3, carry out high-pressure slip-casting by exposed the second Grouting Pipe 4 of stake top, slurries 9 pass through the second Grouting Pipe 4 and the
One Grouting Pipe 5 enters behind stake bottom, then vertical grouting channel 1, the horizontal grouting channel 2 by taper shoe enter near stake end
The soil body, so as to complete pile for prestressed pipe pile grouting constructing operation；
After step 4, completion pile grouting constructing operation, the second Grouting Pipe 4 is unloaded, for next group of pile for prestressed pipe stake
The assembling of rising pouring sizing device and mortar depositing construction operation.
Taper shoe is connected integral and sunk to specified by the present invention by above-mentioned technical proposal with pile for prestressed pipe pile body
Position, can be effectively prevented from pile sinking effect.Method And Principle is simple and reliable, easy to operate, and applicable working condition is extensive, by site operation
Condition influence is smaller, can avoid soil plug effect of the pile for prestressed pipe during squeezing into, improve its bearing capacity of single pile.
Embodiment described above is a kind of preferably scheme of the present invention, and so it is not intended to limiting the invention.Have
The those of ordinary skill for closing technical field, without departing from the spirit and scope of the present invention, can also make various changes
Change and modification.For example, the shape of concrete block can be changed according to pile body cavity shape.Therefore it is all take equivalent substitution or
The technical scheme that the mode of equivalent transformation is obtained, all falls within protection scope of the present invention.
Claims (10)
1. a kind of pile for prestressed pipe pile grouting constructing device, it is characterised in that the pile body (3) and tapered pile of pile for prestressed pipe
At the top of boots, described taper shoe in the stake end inner chamber of embedded pile body (3) bottom, and bottom is in wedge angle taper directed downwardly；Taper
Vertical grouting channel (1) is offered in shoe, offered at taper shoe different height some connection vertical passageway (1) and
Horizontal grouting channel (2) outside taper shoe；Concrete block (6) is provided with pile body (3) inner chamber above taper shoe
And both coordinate in gap, concrete block (6) circumferentially opens up a ring-shaped groove (7) for being filled with expanding cement (8), swelling water
Mud (8) is wrapped in ring-shaped groove (7) by water permeable membrane；Concrete block (6) runs through in vertical direction is fixed with the first slip casting
Manage (5), the outlet at bottom of the first Grouting Pipe (5) is located in pile body (3) inner chamber between concrete block (6) and taper shoe.
2. pile for prestressed pipe pile grouting constructing device as claimed in claim 1, it is characterised in that the first described Grouting Pipe
(5) concrete block (6) upper surface is stretched out at top, and is connected through a screw thread the second Grouting Pipe (4) bottom, the second Grouting Pipe (4) top
Portion is stretched out at the top of pile body (3).
3. pile for prestressed pipe pile grouting constructing device as claimed in claim 1, it is characterised in that described ring-shaped groove
(7) after expanding cement (8) water-swellable in, a ring body being interference fitted with pile body (3) inner chamber is formed.
4. pile for prestressed pipe pile grouting constructing device as claimed in claim 2, it is characterised in that the second described Grouting Pipe
(4) and the first Grouting Pipe (5) use hard tube.
5. pile for prestressed pipe pile grouting constructing device as claimed in claim 1, it is characterised in that described taper shoe top
The stake end inner chamber in portion and pile body (3) bottom is interference fitted.
6. pile for prestressed pipe pile grouting constructing device as claimed in claim 1, it is characterised in that described ring-shaped groove
(7) have that one or parallel interval set is a plurality of.
7. pile for prestressed pipe pile grouting constructing device as claimed in claim 1, it is characterised in that described water permeable membrane is used
The pellicle of water penetration.
8. pile for prestressed pipe pile grouting constructing device as claimed in claim 1, it is characterised in that described horizontal grouting is logical
Totally 4, road (2), two of which is close to the stake end of pile body (3) and in horizontal pulp, and another two are located at described taper, along cone
Face tilts upward pulp.
9. pile for prestressed pipe pile grouting constructing device as claimed in claim 1, it is characterised in that described concrete block
(6) cross section is slightly less than the cross section of pile body (3) inner chamber.
10. a kind of pile for prestressed pipe pile grouting construction method using device as claimed in claim 2, it is characterised in that step
It is rapid as follows：
Before step 1, prestressed pipe sunk pile, taper shoe is inserted to stake end, then by the pile for prestressed pipe being completed
Sink to precalculated position；
Step 2, expanding cement (8) inserted in the ring-shaped groove (7) of concrete block (6), and swelling water is wrapped in water permeable membrane
The surface of mud, the second Grouting Pipe (4) and the first Grouting Pipe (5) are connected through a screw thread, and whole concrete block (6) then is put into stake
The specified location of body (3) inner chamber, then injects a certain amount of water so that expanding cement (8) water-swellable to pile body (3) inner chamber,
So as to which concrete block (6) is fixed on into pile body (3) interior specified location；
Step 3, carry out high-pressure slip-casting by exposed the second Grouting Pipe (4) of stake top, slurries (9) by the second Grouting Pipe (4) and
First Grouting Pipe (5) enters behind stake bottom, then vertical grouting channel (1), the transverse direction grouting channel (2) by taper shoe enter stake
The soil body near end, so as to complete pile for prestressed pipe pile grouting constructing operation；
After step 4, completion pile grouting constructing operation, the second Grouting Pipe (4) is unloaded, for next group of pile for prestressed pipe stake bottom
The assembling of grouting device and mortar depositing construction operation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710558036.5A CN107254875A (en) | 2017-07-10 | 2017-07-10 | Pile for prestressed pipe pile grouting constructing device and method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710558036.5A CN107254875A (en) | 2017-07-10 | 2017-07-10 | Pile for prestressed pipe pile grouting constructing device and method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN107254875A true CN107254875A (en) | 2017-10-17 |
Family
ID=60026072
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710558036.5A Pending CN107254875A (en) | 2017-07-10 | 2017-07-10 | Pile for prestressed pipe pile grouting constructing device and method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107254875A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108104117A (en) * | 2017-12-12 | 2018-06-01 | 河海大学 | A kind of three-dimensional slip casting fin steel pipe pile foundation and its installation method |
| CN109083158A (en) * | 2018-09-28 | 2018-12-25 | 浙江工业大学 | Slip-crack surface bracing means and its construction method |
| CN114134896A (en) * | 2021-10-13 | 2022-03-04 | 王伟泽 | Grouting device and post-grouting process for post-grouting of PHC (prestressed high-strength concrete) tubular pile |
| CN115233668A (en) * | 2022-08-16 | 2022-10-25 | 浙江大学 | Post-grouting construction method for precast tubular pile by internally hammering pile tip into rock |
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| CN103046891A (en) * | 2011-10-13 | 2013-04-17 | 江苏君东新材料科技发展有限公司 | Mine water absorption self-expansion hole sealing technique |
| CN203613537U (en) * | 2013-10-12 | 2014-05-28 | 中勘冶金勘察设计研究院有限责任公司 | Special pile tip for post-grouting of PHC (pyrolysis hydrocarbon) tubular pile |
| CN204551455U (en) * | 2015-03-26 | 2015-08-12 | 上海市房屋建筑设计院有限公司 | A kind of grouting behind shaft or drift lining prestressing concrete hollow pile |
| CN104895071A (en) * | 2015-06-29 | 2015-09-09 | 山东省建筑科学研究院 | Direction-controllable grouting device and method applicable to prefabricated hollow pile |
| CN206052722U (en) * | 2016-08-11 | 2017-03-29 | 樊杰 | A kind of device of prestressed pipe post-pressure grouting |
| CN206928283U (en) * | 2017-07-10 | 2018-01-26 | 浙江大学 | A kind of pile for prestressed pipe pile grouting constructing device |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN201106173Y (en) * | 2007-10-17 | 2008-08-27 | 山东万鑫建设有限公司 | Pile terminal pressure slip-casting machine for prestressed concrete pipe pile |
| CN101182716A (en) * | 2007-12-05 | 2008-05-21 | 中北大学 | Pile sinking method of Synchronization grouting static pressure precast pile |
| CN102350150A (en) * | 2011-06-21 | 2012-02-15 | 上海隧道工程股份有限公司 | Filter pipe for suction and discharge of biogas-containing stratum gas |
| CN103046891A (en) * | 2011-10-13 | 2013-04-17 | 江苏君东新材料科技发展有限公司 | Mine water absorption self-expansion hole sealing technique |
| CN102828509A (en) * | 2012-09-26 | 2012-12-19 | 长沙学院 | Joint grouting method from bottom and side of prestressed pipe pile |
| CN203613537U (en) * | 2013-10-12 | 2014-05-28 | 中勘冶金勘察设计研究院有限责任公司 | Special pile tip for post-grouting of PHC (pyrolysis hydrocarbon) tubular pile |
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| CN104895071A (en) * | 2015-06-29 | 2015-09-09 | 山东省建筑科学研究院 | Direction-controllable grouting device and method applicable to prefabricated hollow pile |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108104117A (en) * | 2017-12-12 | 2018-06-01 | 河海大学 | A kind of three-dimensional slip casting fin steel pipe pile foundation and its installation method |
| CN109083158A (en) * | 2018-09-28 | 2018-12-25 | 浙江工业大学 | Slip-crack surface bracing means and its construction method |
| CN114134896A (en) * | 2021-10-13 | 2022-03-04 | 王伟泽 | Grouting device and post-grouting process for post-grouting of PHC (prestressed high-strength concrete) tubular pile |
| CN115233668A (en) * | 2022-08-16 | 2022-10-25 | 浙江大学 | Post-grouting construction method for precast tubular pile by internally hammering pile tip into rock |
| CN115233668B (en) * | 2022-08-16 | 2024-08-02 | 浙江大学 | Post grouting construction method for prefabricated pipe pile with pile tip entering rock through inner hammering |
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