CN110106875A - Improve the filling pile structure and construction method of arid area bearing capacity of pile foundation - Google Patents
Improve the filling pile structure and construction method of arid area bearing capacity of pile foundation Download PDFInfo
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- CN110106875A CN110106875A CN201910403069.1A CN201910403069A CN110106875A CN 110106875 A CN110106875 A CN 110106875A CN 201910403069 A CN201910403069 A CN 201910403069A CN 110106875 A CN110106875 A CN 110106875A
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- grouting pipe
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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
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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
- E02D5/62—Compacting the soil at the footing or in or along a casing by forcing cement or like material through tubes
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D9/00—Removing sheet piles bulkheads, piles, mould-pipes or other moulds or parts thereof
- E02D9/005—Removing sheet piles bulkheads, piles, mould-pipes or other moulds or parts thereof removing the top of placed piles of sheet piles
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The present invention provides a kind of filling pile structures and construction method for improving arid area bearing capacity of pile foundation, filling pile structure includes stake holes, the concrete pile in stake holes and pours the steel reinforcement cage in concrete pile, Grouting Pipe is arranged on steel reinforcement cage, several injected holes are offered on the tube wall of Grouting Pipe, Grouting Pipe is led to outside stake holes close to stake holes bottom end closing setting, close to one end at the top of stake holes；In work progress, using Grouting Pipe concrete pile it is molding during into concrete pile watering pours water and cement slurry, thus supplement concrete pile by the moisture of soil back suction and as moisture by back suction and caused by undergauge.The present invention has under the premise of not destroying pile body structure, significantly improves the beneficial effect of arid area pouring pile bearing capacity.
Description
Technical field
The present invention relates to the technical fields of pile foundation engineering, more particularly, to a kind of filling for improving arid area bearing capacity of pile foundation
Infuse pilework and construction method.
Background technique
Bored concrete pile is a kind of directly pore-forming on the spot on stake position at the scene, then casting concrete or places steel reinforcement cage in hole
Stake made of casting concrete again, the bearing capacity of pile foundation of bored concrete pile are the most key indexs for measuring piling quality.Pile foundation
The size of bearing capacity depends greatly on the friction between the peripheral wall of pile body and soil horizon, however low in soil moisture content
Arid area, bored concrete pile is in solidification process after the completion of pouring, usually since the moisture in concrete is fallen by soil absorption,
Cause pile body to occur undergauge, collapse hole and other issues after solidification, causes dress column that can not combine closely with surrounding soil layer, and then make
It obtains pile body side friction to be difficult to play, this significantly reduces the bearing capacities of bored concrete pile.
Application No. is a kind of methods and perfusion for improving pouring pile bearing capacity of the disclosure of the invention of CN201310540280.0
Stake reinforcement structure, the invention are that one group of axial reinforced hole is bored on existing bored concrete pile, and reinforced hole pierces supporting course 1m, then will
One group of steel pipe is put into reinforced hole, steel pipe bottom closing, and away from the interval split one group of diameter of 500mm in tube bottom 5m length range
For the mud jacking hole of 10mm, back-grouting is carried out to bored concrete pile bottom by steel pipe, to improve pouring pile bearing capacity.
Above-mentioned construction method carries out back-grouting to bored concrete pile bottom by steel pipe, to improve pouring pile bearing capacity, one
The undergauge that pile body is reduced in degree is determined, but since reinforced hole is drilled with again after the completion of pile body construction, to original
Some pile body structures have a degree of destruction, and the arid region extremely low for soil moisture content, this along bored concrete pile axis
Play the role of to the mode for carrying out back-grouting to enhancing bearing capacity of pile foundation very little.
Summary of the invention
One of the objects of the present invention is to provide a kind of filling pile structures for improving arid area bearing capacity of pile foundation, have
The bearing capacity of arid area bored concrete pile is significantly improved, and avoids generating the beneficial effect destroyed to pile body structure.
One of foregoing invention mesh of the invention has the technical scheme that
A kind of filling pile structure improving arid area bearing capacity of pile foundation, including stake holes, the concrete-pile in the stake holes
Column and pour the steel reinforcement cage in the concrete pile, the steel reinforcement cage includes several axial direction rows along the concrete pile
Cloth main reinforcement circlewise positioned at the cricoid inside that main reinforcement surrounds and intersects the stirrup of spot welding with each main ribs and spiral is tied up
It is tied in the ring muscle in the cricoid outside that main ribs surround, Grouting Pipe, the tube wall of the Grouting Pipe are arranged on the steel reinforcement cage
On offer several injected holes, the Grouting Pipe close to stake holes bottom end closing setting, one at the top of the stake holes
End is led to outside the stake holes.
By using above-mentioned technical proposal, steel reinforcement cage is poured into the setting in concrete pile so that bored concrete pile have compared with
High resistance to compression, tension, the counter-bending and anti-ability toppled over, the bearing capacity of bored concrete pile is stronger, and stirrup and ring muscle collective effect make
The stirrup that main reinforcement can be adjacent on the inside of it is distributed；The setting of Grouting Pipe is so that personnel can be in the process of concrete pile initial set
It is middle that water is added into bored concrete pile, the moisture that concrete is fallen by soil absorption is supplemented with this, undergauge and the collapse hole for reducing bored concrete pile are existing
As, also, personnel also concrete grout or cement slurry can be added into concrete pile by Grouting Pipe, supplement concrete-pile with this
The undergauge generated in column, to increase the frictional force between bored concrete pile side wall and stake holes inner wall.Since Grouting Pipe is around steel
The setting of muscle cage, therefore, side wall of the Grouting Pipe apart from concrete pile is closer, and the water or cement slurry injected from Grouting Pipe is closer
The intersection of concrete pile and stake holes side wall, the effect played hence for the undergauge for reducing pile body is more significant, therefore, the filling
Note pilework can largely improve the bearing capacity of bored concrete pile under the premise of not destroying pile body structure.
The present invention is further arranged to: the Grouting Pipe is set around the cricoid outside that main ribs surround, and Grouting Pipe
On injected hole be opened on side wall of the Grouting Pipe far from the steel reinforcement cage side.
By using above-mentioned technical proposal, water or cement slurry flow out, water flow or water after Grouting Pipe injection from injected hole
Side wall of the outflow direction towards concrete pile of mud, and positional distance concrete pile and soil after water or cement slurry outflow
The intersection of earth is closer, is more advantageous to the undergauge phenomenon for reducing bored concrete pile, improves the bearing capacity of bored concrete pile.
The present invention is further arranged to: the Grouting Pipe and the ring muscle are respectively equipped with more, the ring muscle and the note
Pipe is starched along the length direction interval winding of the steel reinforcement cage.
By using above-mentioned technical proposal, Grouting Pipe interval keep the skin wet between concrete pile and stake holes and undergauge
The gap generated afterwards improves the bearing capacity of bored concrete pile, simultaneously as every section under the premise of reducing every section of slip casting length of tube
The length of Grouting Pipe shortens, therefore into Grouting Pipe when injection cement slurry, the path that cement slurry passes through is shorter, and mobility is more
By force, Grouting Pipe is avoided to block.
The present invention is further arranged to: the Grouting Pipe is connected in main ribs by the way of spot welding, and in stirrup
Grouting Pipe is bound with the infall of main reinforcement.
By using above-mentioned technical proposal, Grouting Pipe is fixed on steel reinforcement cage by the way of spot welding and the dual fixation of binding
On, so that Grouting Pipe fixation is stronger, when its impact during concrete casting by concrete, it is able to maintain
Securely, without generating displacement, the positional accuracy of later period grout injection is caused to be affected.
The second object of the present invention is to provide a kind of cast-in-place pile construction method for improving arid area bearing capacity of pile foundation,
With significantly improving the bearing capacity of arid area bored concrete pile, and avoid generating the beneficial effect destroyed to pile body structure.
The foregoing invention second purpose of the invention has the technical scheme that
A kind of cast-in-place pile construction method improving arid area bearing capacity of pile foundation, characterized by the following steps:
S1: pile hole, stake holes depth are higher than designed elevation 0.5-2m；
S2: borehole cleaning；
S3: insertion steel reinforcement cage；
S4: secondary pile hole cleaning；
S5: the concrete perfusion into stake holes；
S6: the high-pressure injected water mud into Grouting Pipe；
S7: pile crown is abolished.
By using above-mentioned technical proposal, the soil and mud that first time borehole cleaning is used to generate during pile hole are gone out,
For that will be inserted into during steel reinforcement cage, the soil that steel reinforcement cage contacts stake holes hole wall and scrapes clears out second of borehole cleaning, reaches reduction
The effect of pile bottom sediment；Personnel can prevent concrete pile by the setting that cement slurry is added into concrete pile for Grouting Pipe
Undergauge is generated in process of setting, while can also supplement the undergauge generated in concrete pile, to increase bored concrete pile
Frictional force between side wall and stake holes inner wall, so under the premise of not destroying pile body structure improve bored concrete pile bearing capacity；It is mixed
Soil stake is coagulated in pile crown partially due to containing a certain amount of pile bottom sediment, therefore intensity is poor, therefore need to go the pile crown of this part
Fall the quality to guarantee entire bored concrete pile.
The present invention is further arranged to: the S6 includes:
S61: after concrete initial set, the high pressure water injection into Grouting Pipe；
S62: the high pressure water injection into Grouting Pipe again after ten hours of interval；
S63: after being completely absorbed to the water in Grouting Pipe, cement slurry is injected into Grouting Pipe.
By using above-mentioned technical proposal, the mode filled the water to bored concrete pile mesohigh can supplement concrete by soil absorption
The moisture fallen, so that the undergauge and collapse hole phenomenon of bored concrete pile are reduced, simultaneously as water is more liquid, therefore can be mixed
The concrete of slip casting orifice part is washed open before the solidification completely of solidifying soil so that concrete generated at injected hole certain recess or
Water stream channel, after water flow is absorbed with the solidification of concrete, the region of this part be used for just cement slurry circulation and
Storage, enable cement slurry pass through injected hole flow into concrete pile in, supplement the space of this part, thus reduce or
The undergauge and collapse hole for avoiding concrete pile, improve the bearing capacity of entire bored concrete pile.
The present invention is further arranged to: stirrup and ring muscle are not set within the scope of the steel reinforcement cage upper end 0.5m-2m in the S3, and
Grouting Pipe within the scope of this is parallel to main ribs on the ring edge that main ribs surround, and covers in main reinforcement and Grouting Pipe
Equipped with separation sleeve.
By using above-mentioned technical proposal, eliminate stirrup, ring muscle and around shape Grouting Pipe to the obstruction for abolishing pile crown,
Meanwhile separation sleeve makes concrete not directly contact main reinforcement and Grouting Pipe during pouring, to avoid concrete
In the tension embraced between main reinforcement and Grouting Pipe after condensation lead to abolish pile crown during be difficult to concrete and main reinforcement or
Grouting Pipe separates, and the transition of main reinforcement or Grouting Pipe is caused to pull and deform.The setting so as to abolish pile crown more convenient, quick,
Save the cost.
The present invention is further arranged to: the S7 includes the following steps:
S71: concrete-pile pillar height is broken in the side wall of designed elevation part；
S72: perpendicular to the axial joint-cutting of concrete pile；
S73: being broken using tower crane or the mode of digging machine cutting removes pile crown along joint-cutting.
By using above-mentioned technical proposal, when concrete pile head above joint-cutting is by the tractive force of tower crane or digging machine,
The pile crown of this part splits from joint-cutting, and since the side wall of concrete pile has been broken, the fracture of pile crown is relatively easy to,
As pile crown continues stress, deviate from by the pulling force of concrete outside separation sleeve from the end of main reinforcement or Grouting Pipe, exposes master
Muscle and Grouting Pipe.This method to abolish pile crown quicker, and avoids excessive damage steel reinforcement cage.
In conclusion advantageous effects of the invention are as follows:
1. by the winding Grouting Pipe in steel reinforcement cage space outside, using Grouting Pipe during concrete pile is molding to
Watering pours water and cement slurry in concrete pile, to supplement concrete pile by the moisture of soil back suction and due to moisture by back suction
Undergauge caused by and significantly improves the bearing capacity of arid area bored concrete pile under the premise of not destroying pile body structure；
2. by being arranged separation sleeve in the main reinforcement and Grouting Pipe of steel reinforcement cage upper end, using separation sleeve concrete and main reinforcement it
Between form isolation so that abolishing, pile crown is more convenient laborsaving, and avoid abolish pile crown during cause the deformation of steel reinforcement cage
Even damage.
Detailed description of the invention
Fig. 1 is steel reinforcement cage and slip casting in a kind of filling pile structure of raising arid area bearing capacity of pile foundation of present disclosure
The overall structure diagram of pipe.
In figure, 1, main reinforcement；2, stirrup；3, ring muscle；4, Grouting Pipe；41, injected hole.
Specific embodiment
Below in conjunction with attached drawing, invention is further described in detail.
It referring to Fig.1, is a kind of filling pile structure for improving arid area bearing capacity of pile foundation disclosed by the invention, including stake
Hole, the concrete pile being set in stake holes and steel reinforcement cage in concrete pile is poured (in stake holes and concrete pile figure
It is not shown), the ring-type that steel reinforcement cage includes several axial arrangings along concrete pile main reinforcement 1 circlewise, surrounds positioned at main reinforcement 1
Inside and with each main reinforcement 1 intersect spot welding stirrup 2 and spiral bind in the ring muscle 3 in the cricoid outside that main reinforcement 1 surrounds；Steel
Grouting Pipe 4 is arranged on muscle cage, Grouting Pipe 4 is set around the cricoid outside that main reinforcement 1 surrounds and is connected to by the way of spot welding
In main reinforcement 1, meanwhile, Grouting Pipe 4 is bound in stirrup 2 and the infall of main reinforcement 1, the tube wall of Grouting Pipe 4 is far from steel reinforcement cage
Several injected holes 41 are offered on side, Grouting Pipe 4 is open at one end at the top of stake holes bottom end closing setting, close stake holes
It is arranged and open at one end is led to outside stake holes.Personnel water can be added into bored concrete pile during concrete pile is pre-hardening,
Supplement the moisture that concrete is fallen by soil absorption with this, reduce the undergauge and collapse hole phenomenon of bored concrete pile, or concrete initial set it
Cement slurry is added into concrete pile by Grouting Pipe 4 afterwards, the undergauge generated in concrete pile is supplemented with this.
Generation cement slurry when grout injection is caused to be difficult to circulate to avoid the problem that the circular distance of Grouting Pipe 4 is too long,
Referring to Fig.1, the Grouting Pipe 4 in above structure and ring muscle 3 are respectively arranged with more, and every ring muscle 3 and Grouting Pipe 4 are along steel reinforcement cage
The winding range of ring muscle 3 in the winding of length direction interval and each intercept is greater than the winding range of Grouting Pipe 4, every section of Grouting Pipe
4 enclose along the direction for being parallel to main reinforcement 1 from main reinforcement 1 after the complete respective distance of one end (i.e. open at one end) winding of stake holes oral area
At ring edge on be pierced by stake holes.
The construction method of above-mentioned bored concrete pile includes the following steps:
S1: pile hole to designed elevation.According to the true fixed pile of design requirement, excavates stake holes to depth and be greater than 1m, due to punja
Area's looseness of soil, hole wall soil body independence are poor, therefore first can place casing in the stake holes oral area excavated, and casing height is at least
For 1m, casing top edge and ground notice that casing keeps concentric with stake holes, then use CK1800 punching flush or above ground
Piling machine continuation is persistently drilled down into from the position of pile hole, and final stake holes total depth is higher than designed elevation 0.5-2m, this
Place is preferably 2m.
S2: borehole cleaning.Stake holes depth in place after, the drilling rod of drilling machine is improved upwards 20cm or so, maintains to rinse and follow
Annular space turns 30min, and the soil and mud that generate during pile hole are gone out.
S3: insertion steel reinforcement cage.Steel reinforcement cage one end is sling using truck crane, and steel reinforcement cage is vertically transferred in stake holes, this
Truck crane in invention selects Feitian Z12 truck crane, during hanging when steel reinforcement cage is hung to its lower end apart from ground 0.5m
The position of steel reinforcement cage is adjusted, until steel reinforcement cage center is essentially coincided with stake holes center, truck crane slightly stops in this position
It stays, is slowly transferred again when steel reinforcement cage stops swinging, steel reinforcement cage is avoided excessively to scrape stake holes hole wall in decentralization process.
S4: secondary pile hole cleaning.It is filled the water with conduit into stake holes, while steel reinforcement cage is contacted into stake holes hole to extracardiac pumping with water pump
Wall and the soil scraped clears out, have the function that be further reduced pile bottom sediment.
S5: concrete perfusion is to being higher than designed elevation.The equipment that this process uses is concrete placement vehicle.
S6: the high-pressure injected water mud into Grouting Pipe 4.This process specifically comprises the following steps:
S61: after concrete initial set, the high pressure water injection into Grouting Pipe 4；
S62: the high pressure water injection into Grouting Pipe 4 again after ten hours of interval；
S63: after being completely absorbed to the water in Grouting Pipe 4, the high-pressure injected water mud into Grouting Pipe 4.
The mode filled the water to bored concrete pile mesohigh can supplement the moisture that concrete is fallen by soil absorption, to reduce perfusion
The undergauge and collapse hole phenomenon of stake, simultaneously as water is more liquid, therefore can be before concrete solidifies completely by slip casting
The concrete of 41 oral area of hole is washed open so that concrete generates certain recess or water stream channel at injected hole 41, when water flow with
Concrete solidification be absorbed after, the region of this part is used for the circulation and storage of cement slurry just, enables cement slurry
It enough passes through injected hole 41 to flow into concrete pile, supplements the space of this part, to reduce or avoid concrete pile
Undergauge and collapse hole, improve the bearing capacity of entire bored concrete pile.
S7: pile crown is abolished.This process specifically comprises the following steps:
S71: excavating the soil layer within the scope of concrete pile oral area 2m, keeps the concrete pile side wall of this part exposed outside；Make
Concrete-pile pillar height is broken in the side wall of designed elevation part with gas pick or impact drill；
S72: using cutting machine in the horizontal joint-cutting in the root that concrete pile is broken, joint-cutting depth is outer no more than the ring-type of steel reinforcement cage
For wall to the distance of concrete pile side wall, joint-cutting number is one or multi-channel；
S73: being broken using tower crane or the mode of digging machine cutting removes pile crown along joint-cutting, is used herein as the tower crane of C7050 model,
Tower crane, which hooks, to be set at pile crown, tilts lifting upwards to far from joint-cutting side, until pile crown is broken from joint-cutting and is detached from steel reinforcement cage.
For the ease of the smooth removal of pile crown in S7 process, the steel reinforcement cage in this embodiment of the invention is in production, thereon
It is reserved within the scope of the 2m of end convenient for abolishing the part of pile crown, referring to Fig.1, the not set stirrup 2 of this part steel reinforcement cage and ring muscle 3, from
And eliminate stirrup 2, ring muscle 3 and around shape Grouting Pipe 4 to the obstruction for abolishing pile crown, meanwhile, in main reinforcement 1 and Grouting Pipe 4
It is arranged with separation sleeve, for save the cost, the preferred waste foam bag of separation sleeve or polyethylene foam cotton (pearl cotton) bag, separation sleeve
Upper end closed, lower end are bound using rubber band or other rope class objects, the priming petock or when cement slurry into Grouting Pipe 4, can
The separation sleeve at 4 top of Grouting Pipe is torn.
Separation sleeve makes concrete not directly contact main reinforcement 1 and Grouting Pipe 4 during pouring, to avoid mixing
Solidifying soil be difficult to during the tension embraced between main reinforcement 1 or Grouting Pipe 4 after condensation leads to abolish pile crown by concrete with
Main reinforcement 1 or Grouting Pipe 4 separate, and the transition of main reinforcement 1 is caused to pull and deform.The setting so as to abolish pile crown more convenient, quick,
Save the cost.
A kind of filling pile structure and construction method improving arid area bearing capacity of pile foundation provided by the invention, has significant
The bearing capacity of arid area bored concrete pile is improved, and avoids generating the beneficial effect destroyed to pile body structure.
The embodiment of present embodiment is presently preferred embodiments of the present invention, not limits protection of the invention according to this
Range, therefore: the equivalence changes that all structures under this invention, shape, principle are done, should all be covered by protection scope of the present invention it
It is interior.
Claims (8)
1. a kind of filling pile structure for improving arid area bearing capacity of pile foundation, including stake holes, the concrete in the stake holes
Pile and pour the steel reinforcement cage in the concrete pile, it is characterised in that: the steel reinforcement cage includes several along the coagulation
The axial arranging of native pile main reinforcement (1) circlewise, be located at cricoid inside that main reinforcement (1) surrounds and with each main ribs
(1) stirrup (2) and spiral for intersecting spot welding are bound in the ring muscle (3) in the cricoid outside that main ribs (1) surround, the reinforcing bar
It is arranged on cage Grouting Pipe (4), is offered several injected holes (41) on the tube wall of the Grouting Pipe (4), the Grouting Pipe (4) is leaned on
The nearly stake holes bottom end closing setting, one end is led to outside the stake holes at the top of the stake holes.
2. the filling pile structure according to claim 1 for improving arid area bearing capacity of pile foundation, it is characterised in that: the note
Slurry pipe (4) is set around the cricoid outside that main ribs (1) surround, and the injected hole (41) in Grouting Pipe (4) be opened in it is described
Grouting Pipe (4) is far from the side wall of the steel reinforcement cage side.
3. the filling pile structure according to claim 2 for improving arid area bearing capacity of pile foundation, it is characterised in that: the note
Slurry pipe (4) and the ring muscle (3) are respectively equipped with more, and the ring muscle (3) is with the Grouting Pipe (4) along the length of the steel reinforcement cage
The winding of direction interval.
4. the filling pile structure according to claim 3 for improving arid area bearing capacity of pile foundation, it is characterised in that: the note
Slurry pipe (4) is connected on main ribs (1) by the way of spot welding, and in the infall of stirrup (2) and main reinforcement (1) to Grouting Pipe
(4) it is bound.
5. a kind of construction method based on the filling pile structure as claimed in claim 4 for improving arid area bearing capacity of pile foundation,
It is characterized in that: including the following steps:
S1: pile hole, stake holes depth are higher than designed elevation 0.5-2m；
S2: borehole cleaning；
S3: insertion steel reinforcement cage；
S4: secondary pile hole cleaning；
S5: the concrete perfusion into stake holes；
S6: to the interior high-pressure injected water mud of Grouting Pipe (4)；
S7: pile crown is abolished.
6. the cast-in-place pile construction method according to claim 5 for improving arid area bearing capacity of pile foundation, it is characterised in that: institute
Stating S6 includes:
S61: after concrete initial set, to Grouting Pipe (4) interior high pressure water injection；
S62: again to Grouting Pipe (4) interior high pressure water injection after ten hours of interval；
S63: after being completely absorbed to the water in Grouting Pipe (4), cement slurry is injected into Grouting Pipe (4).
7. the cast-in-place pile construction method according to claim 5 for improving arid area bearing capacity of pile foundation, it is characterised in that: institute
It states within the scope of the steel reinforcement cage upper end 0.5m-2m in S3 and does not set stirrup (2) and ring muscle (3), and the Grouting Pipe (4) within the scope of this is parallel
In on the ring edge that main ribs (1) is set to that main ribs (1) surrounds, isolation is arranged in main reinforcement (1) and Grouting Pipe (4)
Set.
8. the cast-in-place pile construction method according to claim 7 for improving arid area bearing capacity of pile foundation, it is characterised in that: institute
S7 is stated to include the following steps:
S71: concrete-pile pillar height is abolished in the side wall of designed elevation part；
S72: perpendicular to the axial joint-cutting of concrete pile；
S73: being broken using tower crane or the mode of digging machine cutting removes pile crown along joint-cutting.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910403069.1A CN110106875A (en) | 2019-05-15 | 2019-05-15 | Improve the filling pile structure and construction method of arid area bearing capacity of pile foundation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910403069.1A CN110106875A (en) | 2019-05-15 | 2019-05-15 | Improve the filling pile structure and construction method of arid area bearing capacity of pile foundation |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN110106875A true CN110106875A (en) | 2019-08-09 |
Family
ID=67490256
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910403069.1A Pending CN110106875A (en) | 2019-05-15 | 2019-05-15 | Improve the filling pile structure and construction method of arid area bearing capacity of pile foundation |
Country Status (1)
| Country | Link |
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| CN (1) | CN110106875A (en) |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001248154A (en) * | 2000-03-07 | 2001-09-14 | Tokyu Constr Co Ltd | Method of processing pile head, head structure of cast-in- place concrete pile, and form for processing pile head, for use in method of constructing cast-in-place concrete pile |
| CN206308699U (en) * | 2016-11-24 | 2017-07-07 | 北京市地质工程公司 | Dregs area slope protection pile fixed section grouting and reinforcing device |
| CN108086322A (en) * | 2017-12-25 | 2018-05-29 | 中冶交通建设集团有限公司 | The method removed mudcake device and pouring pile bearing capacity is improved using the device |
| CN208023559U (en) * | 2018-01-24 | 2018-10-30 | 中冶天工集团有限公司 | Grouting long spiral pressure-grouting pile |
-
2019
- 2019-05-15 CN CN201910403069.1A patent/CN110106875A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001248154A (en) * | 2000-03-07 | 2001-09-14 | Tokyu Constr Co Ltd | Method of processing pile head, head structure of cast-in- place concrete pile, and form for processing pile head, for use in method of constructing cast-in-place concrete pile |
| CN206308699U (en) * | 2016-11-24 | 2017-07-07 | 北京市地质工程公司 | Dregs area slope protection pile fixed section grouting and reinforcing device |
| CN108086322A (en) * | 2017-12-25 | 2018-05-29 | 中冶交通建设集团有限公司 | The method removed mudcake device and pouring pile bearing capacity is improved using the device |
| CN208023559U (en) * | 2018-01-24 | 2018-10-30 | 中冶天工集团有限公司 | Grouting long spiral pressure-grouting pile |
Non-Patent Citations (1)
| Title |
|---|
| 王新泉主编: "《工程地质学》", 30 June 2016, 吉林大学出版社 * |
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Application publication date: 20190809 |
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