CN108797627A - A kind of pulling-resistant type PHC pile piles being connect with cushion cap - Google Patents
A kind of pulling-resistant type PHC pile piles being connect with cushion cap Download PDFInfo
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- CN108797627A CN108797627A CN201810577525.XA CN201810577525A CN108797627A CN 108797627 A CN108797627 A CN 108797627A CN 201810577525 A CN201810577525 A CN 201810577525A CN 108797627 A CN108797627 A CN 108797627A
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- pile
- cushion cap
- pulling
- connect
- piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
-
- 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
- E02D5/24—Prefabricated piles
- E02D5/30—Prefabricated piles made of concrete or reinforced concrete or made of steel and concrete
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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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- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention belongs to pile foundation engineering fields, it is intended to provide a kind of pulling-resistant type PHC pile piles being connect with cushion cap, its key points of the technical solution are that including pile pile and the longitudinal rib being embedded in pile pile, the longitudinal rib end is fixedly connected with supporting rib, the supporting rib is equipped with supporting plate, the connection main reinforcement for being useful for connection cushion cap is fixedly connected on the supporting plate, the end face that the pile pile is used to accept cushion cap is fitted with end plate, the end plate is fixedly connected with the end of longitudinal rib, wadding weft variation is filled in the pile pile and above supporting plate, shearing-resistant member is equipped in the pile pile, the both ends of the shearing-resistant member are embedded in pile pile and are fixedly connected on longitudinal rib, the shearing-resistant member is along longitudinal equidistantly continuous setting of pile pile or crisscross setting.This PHC pile piles transmit pulling capacity using the shear-carrying capacity of shearing-resistant member, and withdrawal resistance between core ontology and PHC pile piles is filled out to improve concrete.
Description
Technical field
The present invention relates to pile foundation engineering field, more particularly to a kind of pulling-resistant type PHC pile piles being connect with cushion cap.
Background technology
With the propulsion of Urbanization in China, the utilization of the underground space are grown rapidly, and have resistance to plucking requirement
Building it is increasing, depth is also increasingly deeper, and the anti-floating problem of the underground space becomes increasingly conspicuous, be frequently encountered in engineering by
In engineering accident caused by the improper measures for not considering the measure of anti float of structure or taking.PHC pile piles can efficiently control stake
Body cracks, and is widely promoted and applied as compressive pile in pile foundation engineering, application range gradually expands in recent years
To uplift pile basis.
PHC pile piles are connect with cushion cap is mainly constructed by the method that concrete fills out core, is managed by wadding weft variation and PHC
Bonding between stake inner wall is as withdrawal resistance, but pile pile inner wall often there are soil layer particle make by smoother or pile pile inner wall
Cohesive force at wadding weft variation and pile pile inner wall can not ensure, when uplift load acts on, it may appear that is be perfused in stake fills out core
Concrete is pulled out, and stake top and cushion cap Joint failure situation, stake directly jeopardize the safety of building with cushion cap fastening invalidation, to
Cause safety accident.
Currently, the Chinese patent that notification number is CN204456162U discloses a kind of pulling-resistant type prefabricated pipe being connect with cushion cap
Stake, it includes foundation platform and pile pile, and the foundation platform is set to the top of pile pile, between the foundation platform and pile pile
It is provided with pile end plate and bed course, the bed course is set between pile end plate and pile pile upper surface, is provided in the foundation platform
The longitudinal reinforcement of " L " type is provided with the bearing rod of U-typed, the short side of the longitudinal reinforcement and the top of bearing rod in the pile pile
While being fixed together, the bottom of the bearing rod is fixedly installed a circular supporting plate, in the pile pile, bearing rod it
Between be filled with slightly expanded concrete, the madial wall of the pile pile is embedded with embedded bar.
This prefabricated tubular pile in the pre-buried bar dowel of tube wall by increasing rubbing between wadding weft variation and PHC pile pile inner walls
Power is wiped, to provide the cohesive force of bigger, but bar dowel stretching is too short, and core is filled out when uplift force is excessive and is still easy to slip.
Invention content
The object of the present invention is to provide a kind of pulling-resistant type PHC pile piles being connect with cushion cap, shearing-resistant member is horizontal to fill out core coagulation
In soil, pulling capacity is transmitted using the shear-carrying capacity of shearing-resistant member, resisting between core ontology and PHC pile piles is filled out to improve concrete
Pull out force.
The present invention above-mentioned technical purpose technical scheme is that：
A kind of pulling-resistant type PHC pile piles being connect with cushion cap, including pile pile and the longitudinal rib being embedded in pile pile, the longitudinal direction
Muscle end is fixedly connected with supporting rib, and the supporting rib is equipped with supporting plate, is fixedly connected on the supporting plate and is useful for connection cushion cap
Connection main reinforcement, the end face that the pile pile is used to accept cushion cap is fitted with end plate, and the end of the end plate and longitudinal rib, which is fixed, to be connected
It connects, wadding weft variation is filled in the pile pile and above supporting plate, shearing-resistant member is equipped in the pile pile, the shearing-resistant member
Both ends are embedded in pile pile and are fixedly connected on longitudinal rib, and the shearing-resistant member is along longitudinal equidistantly continuous setting of pile pile or vertical
It is horizontal to be staggered.
By using above-mentioned technical proposal, shearing-resistant member is horizontal in wadding weft variation, both ends and is embedded in pile pile
Longitudinal rib is fixedly connected, and pile pile, longitudinal rib and shearing-resistant member are linked together, and drawing is transmitted using the high shear-carrying capacity of shearing-resistant member
Power, the anti-pulling capacity that shearing-resistant member is transmitted to tubular pile body increase, are filled out between core ontology and PHC pile piles to improve concrete
Withdrawal resistance effectively prevents making wadding weft variation be sliding out out of pile pile since uplift force is excessive and coming.
Further setting：The length that the concrete fills out core is not less than 5 times of pile pile outer diameters, shortest length 2.0m.
By using above-mentioned technical proposal, connection of the wadding weft variation in pile pile can be made more to stablize.
Further setting：The connection main reinforcement anchors into the diameter of not less than 45 times connection main reinforcements of the effective length in cushion cap,
And it is not less than 500mm.
By using above-mentioned technical proposal, the length that connection main reinforcement anchors into cushion cap can bear the transverse direction from cushion cap
Power improves the connectivity robustness of cushion cap and pile pile quality inspection.
Further setting：It is divided into 250mm~300mm between adjacent two shearing-resistant members.
By using above-mentioned technical proposal, pile pile when carrying different cushion caps, fill out core and be also required to by internal concrete
Different withdrawal resistances, therefore be arranged and be spaced different shearing-resistant members, it can be needed according to different withdrawal resistances to realize shearing-resistant member
Reasonable layout maximally utilizes the anti-pulling capacity of shearing-resistant member.
Further setting：The supporting plate is equipped with circular hole.
By using above-mentioned technical proposal, air pressure in pile pile is discharged in pile sinking, while the inner wall of pile pile can be cleared up,
When pile sinking, soil particle can be entered in pile pile, in order to avoid soil particle influences the Forming Quality of wadding weft variation, is needed to soil particle
It is cleared up, when cleaning, using high pressure water washing soil particle, soil particle forms muddy water and flowed out by circular hole after being broken up.
Further setting：The pile pile inner wall is painted with the neat slurry that at least two layers of grade strength is not less than 42.5 grades.
By using above-mentioned technical proposal, the roughness of pile pile inner wall is improved, to increase the bonding to wadding weft variation
Power.
Further setting：The diameter of the supporting plate is consistent with the internal diameter of the pile pile, and the circular hole is equipped with cover board, described
The diameter of cover board is more than bore inner diameter.
It by using above-mentioned technical proposal, is fitted closely between supporting plate and pile pile inner wall, while cover board is set in circular hole upper cover,
When pouring wadding weft variation, wadding weft variation flows through supporting plate without going past circular hole, and core is filled out to be formed on supporting plate.
Further setting：The cover board is fixedly connected with position-limiting tube on one side towards supporting plate, and the outer diameter of the position-limiting tube is small
In the internal diameter of circular hole.
By using above-mentioned technical proposal, on the one hand, position-limiting tube makes cover board more easily cover the circular hole in supporting plate, separately
On the one hand, by the limitation of position-limiting tube, position of the cover board on supporting plate is limited, and is avoided when pouring wadding weft variation, lid
Plate deviates circular hole.
Further setting：The connection main reinforcement has at least one stirrup by the position banding of proximal plate.
By using above-mentioned technical proposal, connection main reinforcement obtains banding by stirrup, avoids it due to tension outward
Make the strength reduction in wadding weft variation.
Further setting：The connection main reinforcement uses HRB400 grades of reinforcing bars, the stirrup to use HPB300 grades and the above steel
Muscle.
By using above-mentioned technical proposal, HRB400 grades of reinforcing bars are common low alloy hot rolling reinforcing bar, belong to Ribbed Bar,
Tension resistance design strength is 360MPa, which can offset the withdrawal resistance born in pile pile；HPB300 grades of reinforcing bars are heat
Calendering round bar, tensile strength are not less than 420MPa, when banding connects main reinforcement, can bear the cross for coming from connection main reinforcement
Xiang Li prevents connection main reinforcement distending.
In conclusion the invention has the advantages that：Pulling capacity is transmitted using the high shear-carrying capacity of shearing-resistant member, is resisted
It cuts part and is transmitted to the anti-pulling capacity of tubular pile body and increase, resistance to plucking between core ontology and PHC pile piles is filled out to improve concrete
Power effectively prevents making wadding weft variation be sliding out out of pile pile since uplift force is excessive and coming.
Description of the drawings
Fig. 1 is the sectional view for embodying internal structure of the present invention in embodiment 1；
Fig. 2 is the sectional view for embodying connection relation between shearing-resistant member and pile pile in embodiment 1；
Fig. 3 is the structural schematic diagram for embodying supporting plate in embodiment 1；
Fig. 4 is in embodiment 1 for embodying the connection relationship diagram between cover board and position-limiting tube；
Fig. 5 is the sectional view for embodying internal structure of the present invention in embodiment 2.
In figure, 1, pile pile；2, longitudinal rib；3, supporting rib；4, end plate；5, supporting plate；51, main reinforcement is connected；52, circular hole；53, it covers
Plate；531, position-limiting tube；6, shearing-resistant member；7, stirrup；8, cushion cap；9, neat slurry.
Specific implementation mode
Below in conjunction with attached drawing, invention is further described in detail.
Embodiment 1：A kind of pulling-resistant type PHC pile piles being connect with cushion cap, referring to Fig.1, including pile pile 1 and longitudinal rib 2, it is longitudinal
Muscle 2 is embedded in along the outer circumferential walls of pile pile 1 in pile lining, and underground is sunk in 1 one end of pile pile, and the other end is longitudinal for connecting cushion cap 8
One end of muscle 2 towards underground is fixedly connected with supporting rib 3, and supporting rib 3 passes through the center of circle of pile pile 1, both ends in the horizontal direction
Two different longitudinal ribs 2 are connected to, the end face that pile pile 1 is used to accept cushion cap 8 is fitted with end plate 4, end plate 4 and longitudinal rib
It is connected by welding manner between 2 end, supporting plate 5, diameter and the pile pile 1 of supporting plate 5 is fixedly connected on supporting rib 3
Internal diameter is identical, and the connection main reinforcement 51 for anchoring into cushion cap 8 is fixed on supporting plate 5, and connection main reinforcement 51 uses HRB400 grades of reinforcing bars.
Before connecting cushion cap 8, need to pour wadding weft variation in the stake holes to pile pile 1, wadding weft variation is deposited in support
On plate 5 and full of in stake holes, length is not less than 5 times of 1 outer diameter of pile pile, and shortest length is 2.0m.
In order to increase cohesive force of the wadding weft variation in pile pile 1, after the inner wall cleaning of pile pile 1 is clean, in it
Wall surface is painted with the neat slurry 9 that two layers of grade strength is not less than 42.5 grades, and neat slurry 9 increases the thick of 1 inner wall of pile pile
Rough degree improves the cohesive force between 1 inner wall of wadding weft variation and pile pile with this.
The part that connection main reinforcement 51 anchors into cushion cap 8 is inclined outwardly, and the connection main reinforcement 51 being obliquely installed can further strengthen
Connect the connectivity robustness between main reinforcement 51 and cushion cap 8.For the transverse direction for enabling connection main reinforcement 51 to bear to come from cushion cap 8
Power, connection main reinforcement 51 anchors into the diameter of not less than 45 times connection main reinforcements 51 of the effective length in cushion cap 8, while its minimum length is
500mm。。
But since the inner wall of pile pile 1 is relatively smooth, the bonding force between 1 inner wall of wadding weft variation and pile pile can not protect
Card can cause the wadding weft variation being perfused in stake to be pulled out when uplift load acts on, stake top and 8 Joint failure of cushion cap, directly
Jeopardize building safety.
Referring to Fig.1, in order to make wadding weft variation be not easy to be drawn out in pile pile 1, shearing-resistant member 6, shearing resistance are equipped in pile pile 1
Part 6 is angle steel, and shearing-resistant member 6 is horizontal in pile pile 1, and both ends penetrate in the pile body of pile pile 1 and are fixedly connected on longitudinal rib 2, is resisted
Cut longitudinal direction equidistant continuous arrangement of the part 6 along pile pile 1, the size of the withdrawal resistance carried as needed, adjacent two shearing-resistant members 6 it
Between between be divided into 250mm~300mm.
Shearing-resistant member 6 is made using angle steel, the uplift force that the high shear-carrying capacity of angle steel will generate on wadding weft variation
It is transmitted on the pile body of pile pile 1, power transmission is directly secured；Shearing-resistant member 6 is staggered in pile pile 1, realizes to wadding weft variation
The stabilization of internal structure, intensity are bigger；Shearing-resistant member 6 is placed equidistant with, and can more uniformly be transmitted and be come from and wadding weft variation
Uplift force.
The present invention sink to underground be by Static pressure pile driver carry out pile sinking, with pile pile 1 gradually in depth under, be located at supporting plate 5
Air pressure in 1 stake holes of pile pile of lower section gradually increases, and air pressure can not gush, and when air pressure reaches certain limit, can support pile pile 1
It splits, influences the intensity of pile pile 1.
With reference to Fig. 3 circular hole is provided with the plate of supporting plate 5 to make the pressure in pile pile 1 (referring to Fig.1) be released
52, when pile pile 1 is in depth descended via Static pressure pile driver, the pressure in pile pile 1 is released by circular hole 52, is avoided positioned at supporting plate
1 space of pile pile of 5 lower sections generate pressure it is excessive and the phenomenon that crack pile pile 1.
The setting of circular hole 52 can realize the cleaning to 1 inner wall of pile pile, when soil particle enters in pile pile 1, Xiang Guan simultaneously
High pressure water, high pressure water impact soil particle are poured in stake 1, soil particle is mixed to form muddy water with water and is flowed out from circular hole 52, to realize
Cleaning to 1 inner wall of pile pile.
After completing to the inner wall cleaning of pile pile 1, need to carrying out filling out core work in pile pile 1, and the circle opened up on supporting plate 5
Hole 52 can be such that wadding weft variation reveals.
With reference to Fig. 4, wadding weft variation leakage in order to prevent is equipped with cover board 53, cover board 53 in circular hole 52 (with reference to Fig. 3) upper cover
Diameter be more than the internal diameter of circular hole 52, cover board 53 is fixedly connected with position-limiting tube 531, position-limiting tube 531 1 on one side towards circular hole 52
Aspect enables cover board 53 more accurately to cover to be located on circular hole 52, on the other hand can avoid cover board 53 in supporting plate 5 (with reference to figure
3) deviate circular hole 52 on.
Before pouring wadding weft variation, cover board 53 is covered on circular hole 52, circular hole 52 is plugged, mixed so as to avoid core is filled out
Solidifying soil is revealed by circular hole 52.
Connection main reinforcement 51 is arranged with two stirrups 7 made of HPB300 grades of reinforcing bars, stirrup by the shaft position of proximal plate 4
7 tightening connection main reinforcements 51 make the inside structure of wadding weft variation more stablize to offset the outside tension of connection main reinforcement 51.
The present invention fills out core ontology and stretches into 1 pile body of pile pile by elongated pass through of pre-buried shearing-resistant member 6 (angle steel), filling out core and pipe
Stake 1 is linked together, and pulling capacity is transmitted using the high shear-carrying capacity of angle steel, and securely and reliably, pulling capacity control is accurate.
Concrete is filled out the withdrawal resistance between core ontology and pile pile 1 and is determined by the shear-carrying capacity calculating of angle steel itself, every
The anti-pulling capacity calculation formula that angle steel is transmitted to pile body is as follows：
In formula：FvAngle steel shear-carrying capacity, fvShearing strength design value, I cross sectional moment of inertias, twIn section web thickness, S
With the above area moment of axis.
The cohesive force of 1 inner wall of core and pile pile, the bonding of the part need not be considered to fill out by the withdrawal resistance of this connection construction technology
Power is as resistance to plucking safety stock.
Such as：Certain pile foundation engineering is using PHC500 (125) as pile pile 1, the long L=15.0m of stake, pile foundation anti-pulling capacity Nk
=400kN, 7 specification of stirrup that connection main reinforcement 51 fixes main reinforcement using 5 φ 20,2 are φ 8, and wadding weft variation is micro- swollen using C40
Swollen concrete, shearing-resistant member 6 use L75 × 50 × 8.
It is as follows that the withdrawal resistance calculating that per pass angle steel can be born then can be obtained according to formula：
5 pre-buried angle steel are configured, spacing 25cm is continuous to configure, and shear-carrying capacity amounts to 528kN, wadding weft variation and pipe
1 inner wall cohesive force of stake fills out core total length 1.5m as safety stock.
Specific implementation process：
1, before making pile pile 1, shearing-resistant member 6 is fixedly connected between longitudinal rib 2, in 2 bottom fixed pallet of longitudinal rib
5, the making of pile pile 1 is carried out then according to 1 manufacture craft of pile pile in the prior art；
2, pile sinking is carried out using Static pressure pile driver, after suppressing suitable position, high pressure water, high pressure water impact is rushed into pile pile 1
Soil particle in pile pile 1 forms muddy water, and muddy water is flowed out by circular hole 52, to complete the region to pouring wadding weft variation
Cleaning；
3, circular hole 52 is blocked using cover board 53, wadding weft variation is then filled into pile pile 1, concrete is in pile pile 1
Form core.
Embodiment 2：The present embodiment is difference from example 1 is that arrangement mode of the shearing-resistant member 6 between longitudinal rib 2
It is different.
With reference to Fig. 5, shearing-resistant member 6 is placed equidistant with along the longitudinal direction of pile pile 1, and mutually close two shearing-resistant members 6 are crisscross, together
When, the interval between adjacent two shearing-resistant members 6 is also 250mm~300mm.
Bonding strength between wadding weft variation and pile pile 1 can be further strengthened using this crisscross structure,
So that the connection between wadding weft variation and pile pile 1 is more secured.
The above embodiments are only explanation of the invention, are not limitation of the present invention, people in the art
Member can as needed make the present embodiment the modification of not creative contribution after reading this specification, but as long as at this
It is all protected by Patent Law in the right of invention.
Claims (10)
1. a kind of pulling-resistant type PHC pile piles being connect with cushion cap, including pile pile (1) and the longitudinal rib (2) that is embedded in pile pile (1),
Longitudinal rib (2) end is fixedly connected with supporting rib (3), and the supporting rib (3) is equipped with supporting plate (5), on the supporting plate (5)
It is fixedly connected with the connection main reinforcement (51) for being useful for connection cushion cap (8), the pile pile (1) is used to accept the end face fitting of cushion cap (8)
There are end plate (4), the end plate (4) to be fixedly connected with the end of longitudinal rib (2), in the pile pile (1) and above supporting plate (5)
Filled with wadding weft variation, it is characterized in that：Shearing-resistant member (6) is equipped in the pile pile (1), the both ends of the shearing-resistant member (6) are pre-buried
In pile pile (1) and it is fixedly connected on longitudinal rib (2), the shearing-resistant member (6) is equidistantly continuously arranged along the longitudinal of pile pile (1)
Or crisscross setting.
2. a kind of pulling-resistant type PHC pile piles being connect with cushion cap according to claim 1, it is characterized in that：The concrete is filled out
The length of core is not less than 5 times of pile pile (1) outer diameters, shortest length 2.0m.
3. a kind of pulling-resistant type PHC pile piles being connect with cushion cap according to claim 1, it is characterized in that：The connection main reinforcement
(51) diameter of the effective length in cushion cap (8) not less than 45 times of connection main reinforcements (51) is anchored into, and is not less than 500mm.
4. a kind of pulling-resistant type PHC pile piles being connect with cushion cap according to claim 1, it is characterized in that：Adjacent two shearing resistances
It is divided into 250mm~300mm between part (6).
5. a kind of pulling-resistant type PHC pile piles being connect with cushion cap according to claim 1, it is characterized in that：On the supporting plate (5)
Equipped with circular hole (52).
6. a kind of pulling-resistant type PHC pile piles being connect with cushion cap according to claim 1, it is characterized in that：In the pile pile (1)
Wall is painted with the neat slurry (9) that at least two layers of grade strength is not less than 42.5 grades.
7. a kind of pulling-resistant type PHC pile piles being connect with cushion cap according to claim 1, it is characterized in that：The supporting plate (5)
Diameter is consistent with the internal diameter of the pile pile (1), and the circular hole (52) is equipped with cover board (53), and the diameter of the cover board (53) is more than
Circular hole (52) internal diameter.
8. a kind of pulling-resistant type PHC pile piles being connect with cushion cap according to claim 7, it is characterized in that：The cover board (53)
It is fixedly connected with position-limiting tube (531) on one side towards supporting plate (5), the outer diameter of the position-limiting tube (531) is less than the interior of circular hole (52)
Diameter.
9. a kind of pulling-resistant type PHC pile piles being connect with cushion cap according to claim 1, it is characterized in that：The connection main reinforcement
(51) the position banding of proximal plate (4) is leaned on to have at least one stirrup (7).
10. a kind of pulling-resistant type PHC pile piles being connect with cushion cap according to claim 9, it is characterized in that：The connection main reinforcement
(51) HRB400 grades of reinforcing bars, the stirrup (7) is used to use HPB300 grades and the above reinforcing bar.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810577525.XA CN108797627A (en) | 2018-06-05 | 2018-06-05 | A kind of pulling-resistant type PHC pile piles being connect with cushion cap |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810577525.XA CN108797627A (en) | 2018-06-05 | 2018-06-05 | A kind of pulling-resistant type PHC pile piles being connect with cushion cap |
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| CN108797627A true CN108797627A (en) | 2018-11-13 |
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ID=64087397
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| Application Number | Title | Priority Date | Filing Date |
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| CN201810577525.XA Pending CN108797627A (en) | 2018-06-05 | 2018-06-05 | A kind of pulling-resistant type PHC pile piles being connect with cushion cap |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110984138A (en) * | 2019-11-29 | 2020-04-10 | 中建八局第四建设有限公司 | Method for manufacturing PHS hollow square pile concrete pile core supporting plate component |
| CN111560972A (en) * | 2020-05-20 | 2020-08-21 | 太原理工大学 | PHC tubular pile and bearing platform mortise-tenon type semi-rigid joint |
| CN111648228A (en) * | 2020-05-29 | 2020-09-11 | 中铁北京工程局集团第一工程有限公司 | Assembled pier and construction process thereof |
| CN114045822A (en) * | 2021-11-19 | 2022-02-15 | 无锡市大筑岩土技术有限公司 | Anti-pulling hollow pile and construction method thereof |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN202073110U (en) * | 2011-05-04 | 2011-12-14 | 江苏建华管桩有限公司 | Concrete pile and bearing platform connecting structure |
| CN102720206A (en) * | 2012-07-16 | 2012-10-10 | 南京工业大学 | Novel connecting structure of prestressed concrete pile and cushion cap |
| CN204456162U (en) * | 2015-02-12 | 2015-07-08 | 江苏建院营造有限公司 | A kind of pulling-resistant type prefabricated tubular pile be connected with cushion cap |
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2018
- 2018-06-05 CN CN201810577525.XA patent/CN108797627A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN202073110U (en) * | 2011-05-04 | 2011-12-14 | 江苏建华管桩有限公司 | Concrete pile and bearing platform connecting structure |
| CN102720206A (en) * | 2012-07-16 | 2012-10-10 | 南京工业大学 | Novel connecting structure of prestressed concrete pile and cushion cap |
| CN204456162U (en) * | 2015-02-12 | 2015-07-08 | 江苏建院营造有限公司 | A kind of pulling-resistant type prefabricated tubular pile be connected with cushion cap |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110984138A (en) * | 2019-11-29 | 2020-04-10 | 中建八局第四建设有限公司 | Method for manufacturing PHS hollow square pile concrete pile core supporting plate component |
| CN111560972A (en) * | 2020-05-20 | 2020-08-21 | 太原理工大学 | PHC tubular pile and bearing platform mortise-tenon type semi-rigid joint |
| CN111648228A (en) * | 2020-05-29 | 2020-09-11 | 中铁北京工程局集团第一工程有限公司 | Assembled pier and construction process thereof |
| CN114045822A (en) * | 2021-11-19 | 2022-02-15 | 无锡市大筑岩土技术有限公司 | Anti-pulling hollow pile and construction method thereof |
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Application publication date: 20181113 |
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| RJ01 | Rejection of invention patent application after publication |