CN202672143U - Back-anchor type flexible pile top uplift pile - Google Patents
Back-anchor type flexible pile top uplift pile Download PDFInfo
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- CN202672143U CN202672143U CN 201120553150 CN201120553150U CN202672143U CN 202672143 U CN202672143 U CN 202672143U CN 201120553150 CN201120553150 CN 201120553150 CN 201120553150 U CN201120553150 U CN 201120553150U CN 202672143 U CN202672143 U CN 202672143U
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Abstract
The utility model provides a back-anchor type flexible pile top uplift pile. A compressible flexible connecting cushion layer (2) is filled between the top of a concrete pile body (3) and a basic beam plate (4), the lower portion of an unbonded steel strand (1) is anchored at the bottom of the concrete pile body (3), and the unbonded steel strand (1) penetrates through the concrete pile body (3) and the flexible connecting cushion layer (2) on the top of the pile, extends out of the upper end portion of the basic beam plate (4), and is fixed on the upper end portion of the basic beam plate (4) through a pile top anchorage device. Anchoring is not stretched on the upper end portion of the unbonded steel strand (1) during underground structure construction and is stretched before backwater of a foundation pit and after foundation soil compresses, subsides and stabilizes. Therefore, friction prestress is formed between the concrete pile body (3) and soil around the pile (9). As the pile top is anchored after foundation subsides and the friction prestres formed between the concrete pile body (3) and soil around the pile (9) is utilized, uplift displacement of underground projects is reduced, and vertical transmission is effectively controlled.
Description
Technical field
The utility model relates to a kind of rear anchor formula flexible pile offends and disobey with rude remarks and pulls out (floating) stake, belongs to the technical field of underground construction.
Background technology
Along with the development of urban construction and improving constantly of resident living level, the utilization of the underground space (basement, underground garage, underground store etc.) has become a kind of trend.In recent years, because the large-scale development of the underground space, more and more with buildings such as the podium of basement and simple underground parkings, embedded depth of foundation is more and more darker, particularly the degree of depth of basis immersion underground water is increasing, and the situation that underground structure bears the floating load is more and more many, and load is increasing
[1]
Traditional resistance to plucking (floating) stake stake top is rigidly connected with sole plate, in the construction period stake for pressured state, thereby can produce the jacking drag to sole plate, so just retrained the flexible arrangement of stake, often can only be stake cloth under post, even distribute stake cloth at span centre in order to optimize bearing and mid span moment, also must consider sole plate top and bottom biaxial bending, can increase like this cost of engineering, and the jacking drag that stake produces sole plate is difficult to calculate
[2]
Existing resistance to plucking (a floating) stake type mainly contains common prefabricated or perfusion resistance to plucking (float) stake, prestress pulling resistant (float) stake, part binding prestress resistance to plucking (floating), fibrous concrete resistance to plucking (floating) etc.
The technical scheme of prior art one
Common resistance to plucking (floating) stake (Fig. 1) pile body structure adopts preformed pile or the castinplace pile of reinforced concrete construction, the main muscle in stake top stretches into anchoring in sole plate or the grade beam, pile concrete and sole plate or grade beam concreting together, stake top and sole plate or grade beam are rigidly connected.Pulling out under the load, pile concrete is extended state.Adopt the high reinforcement ratio of pile body master's muscle to realize the pile concrete control of crack width, thereby satisfy the erosion-resisting life requirement of reinforcing bar.The shortcoming of prior art one
There are problems in present common resistance to plucking (floating) stake in design, comprise that the stake top is rigidly connected with basic beam slab, can produce the jacking drag to basic beam slab without buoyancy construction period, thereby retrained the layout of stake, often can only be stake cloth under post, even distribute stake cloth at span centre in order to optimize mid span moment, also must consider basic beam slab top and bottom biaxial bending, cause the arrangement of reinforcement waste
[2]And stake produces the jacking drag to basic beam slab and is difficult to accurate calculating, and especially this problem is particularly outstanding in soft foundation, has potential safety hazard.In addition, the method that common resistance to plucking (floating) stake solves the pile concrete control of crack width problem under the load of pulling out is to adopt high reinforcement ratio, thereby satisfies the erosion-resisting life requirement of reinforcing bar, and is quite uneconomical.Need to produce under underground structure limit floating operating mode and larger extract displacement and just can give full play to pile side friction, the distortion of underground structure floating is large, and the underground structure strict to Deformation control will increase a quantity, and be very uneconomical.
The technical scheme of prior art two
Prestress pulling resistant (floating) stake (seeing Fig. 2) generally is that the pre-stretch-draw by in advance is placed on the presstressed reinforcing steel in the pile body in advance, namely applied certain prestressing force in resistance to plucking (floating) stake before uplift resistance is being born in resistance to plucking (floating) stake, we are referred to as prestress pulling resistant (floating) stake this stake.It mainly by pretensioned bar, produces compressive stress in pile concrete, to realize that concrete does not produce the tensile stress crack under resistance to plucking (floating) operating mode, avoid the corrosion of reinforcing bar
[3]
The shortcoming of prior art two
Prestressed concrete resistance to plucking (floating) stake also can run into many problems in design, comprise that the stake top is rigidly connected with basic beam slab, can produce the jacking drag to basic beam slab without buoyancy construction period stake top, the buoyancy condition of work is next to make basic beam slab be subjected to downward pulling force and having, can cause like this ground beam slab to produce biaxial bending, need to solve problem to two-sided arrangement of reinforcement about the ground beam slab, uneconomical.In addition, after prestress pulling resistant (floating) stake applied prestressing force, all soil of stake also can continue sedimentation, so can affect prestressed performance, so the top lower of Ultimate Loads produces larger displacement competence exertion pile side friction, the distortion of underground structure floating is still larger; And prestressed durability also is problem in the urgent need to address.
The technical scheme of prior art three
Part binding prestress resistance to plucking (floating) stake (seeing Fig. 3) applies prestressing force by the prestress wire of pre-plugged in pile body to stake, and the origin of force of uplift force is arranged on the bottom of resistance to plucking (floating) stake.Mode by reserving the steel strand free segment so that the uplift force origin of force in the bottom of stake, thereby make a side soil frictional resistance from bottom to up with the increase of load gradually performance avoided common resistance to plucking (float) to make a top concrete crack the drawback of inefficacy because uplift force is excessive
[4] [5]
The shortcoming of prior art three
Part binding prestress concrete resistance to plucking (floating) stake can realize the work of pile concrete pressurized with low reinforcement ratio, but the top of stake is to be rigidly connected with grade beam is board-like, so can not solve without lower problem that basic beam slab is produced the jacking drag of buoyancy operating mode, so basic beam slab produces biaxial bending, so basic beam slab needs up and down two-sided arrangement of reinforcement to solve the problem of biaxial bending, quantity of reinforcement is large, and the plane lays out pile dumb.Also there is prestressed endurance issues simultaneously in part binding prestress concrete resistance to plucking (floating) stake.
The technical scheme of prior art four
A kind of fibrous concrete resistance to plucking (floating) stake (Fig. 4), comprise: concrete pile body 2, an end at the concrete pile body is provided with pile crown, an end that is provided with the FRP fiber bar 1 of outside sheathed sleeve pipe in the concrete pile body extends in the termination 6, and the described FRP fiber bar other end oppositely extends to outside the concrete pile body; Be provided with gripper shoe in pile crown, FRP muscle one end that is positioned at the termination is anchored on the gripper shoe 3b by ground tackle 4b; At the sheathed gripper shoe 3a of the other end of FRP fiber bar, and be anchored on the corresponding gripper shoe with ground tackle 4a.The FRP muscle of fibrous concrete resistance to plucking (floating) stake does not apply prestressing force, around it snare pipe is arranged, and nothing bonding between the concrete, can produce relative slippage between the two.Cushion cap 5 is thrown off fully with the pile body concrete
[6]
The shortcoming of prior art four
Because the resilience of foundation soil recompression characteristic at the bottom of the foundation ditch, the basis beam slab has certain sedimentation in underground structure construction period, and the FRP muscle in fibrous concrete resistance to plucking (floating) stake does not apply prestressing force, can cause the FRP fiber bar to produce certain buckling, and FRP fiber bar itself is flexible relatively poor, may under contractive condition brittle fracture occur.And it is complete at Underground Construction, behind the foundation ditch backwater, under the water buoyancy, it at first is the tensioning of the FRP fiber bar of being buckled, then be the stretching of fiber bar, also the producing after certain displacement the native frictional resistance of stake and just can give full play to of stake soil, can cause so the larger floating displacement of underground structure deposits yields.In addition, the price of fiber bar is very high, compares less economical with steel strand.
List of references (such as patent/paper/standard)
[1] Li Jingpei, Sun Wenjie. the buoyancy calculations of underground structure and uplift pile method for designing research [J]. the structural engineer, 2007,23(2): 80-84
[2] Wang Jingyu, Lu Daoyuan. uplift pile lays out pile to optimize and analyzes [J]. building science, 2010,26 (5): 99-101
[3] Zhang Bingji, Zhang Lifeng. prestress wire uplift pile technical research [J]. engineering investigation, the 1st phase of supplementary issue in 2008
[4] He Shiming, Guo Yuelong, Zhao Xiaodong, Cheng Jinxia, Jia Cheng, Yang Min. the optimal design [J] of part binding prestress resistance to plucking (floating) stake. mineral exploration engineering (rock and soil drilling engineering) .2010,37(7): 39-43
[5] Du Gaoheng. the experimental study of part binding prestress resistance to plucking (floating) and application [D]. Beijing: China University of Geosciences, 2007
[6] Mei Guoxiong, Zhou Feng, Zhang Qian, Song Linhui, Meiling Hill. the fibrous concrete uplift pile. patent of invention. notice of authorization CN101761089 B.2011 06 22
Summary of the invention
Technical problem: the purpose of this utility model is to overcome current resistance to plucking (floating) stake to exist the work of pile concrete tension, stake top to the problems and shortcomings of basic beam slab jacking, provides that the work of a kind of pile concrete pressurized, stake top flexibly connect with basic beam slab, stake and all local products of stake give birth to the prestressed rear anchor formula flexible pile of friction and offend and disobey with rude remarks and pull out (floating).
Technical scheme: principle of the present utility model is: the concrete pile top is connected with flexibility of foundation, non-bending steel cable passes stake top flexible cushion and grade beam board concrete by sleeve pipe in the pile body, the non-bending steel cable end not anchoring during Underground Construction that passes, can be in sleeve pipe free-extension slide, before the foundation ditch backwater, the foundation soil Compression Settlement carries out anchoring after stable.Stake only is subjected to pulling capacity, does not bear basic downward pressure, can be arranged in the span centre of basic beam slab, can reduce basic beam slab span centre maximal bending moment, also can not cause its reverse bending moment, greatly reduces the quantity of reinforcement of basic grade beam or raft plate.Simultaneously, offending and disobeying with rude remarks the stake top anchoring of pulling out (floating) stake in conjunction with flexible pile processes, inner constructional reinforcement and the non-bending steel cable of adopting of pile body, fixed end ground tackle anchor is passed through in the stake base concrete in the steel strand bottom, a top flexible cushion anchor is passed in basic beam slab in top, steel strand are added certain uplift force that adds in advance in advance before the sealing off and covering anchorage, steel strand pass pile body, at the bottom of pulling force reached, stake occurs with respect to soil to pull out displacement, thereby produces friction prestressing force between stake soil, has increased the performance of collateral resistance, the complete pressurized work of pile concrete, thus avoid draw crack to occur.With the problem that solves the pile body cracking resistance than prestress pulling resistant (floating) stake steel using amount still less, save in a large number amount of reinforcement, can realize significant economic benefit.
Rear anchor formula flexible pile of the present utility model is offended and disobey with rude remarks pile pulling and is comprised: fill with the compressible bed course that flexibly connects between the top of concrete pile body and the basic beam slab, the non-bending steel cable bottom is anchored at the bottom of concrete pile body with stake end ground tackle, non-bending steel cable passes the concrete pile body and the stake top flexibly connects bed course and passes basic beam slab upper end by sleeve pipe, is fixed on the upper end of basic beam slab by stake top ground tackle;
The upper end of non-bending steel cable that passes basic beam slab upper end not anchoring or only carry out in sleeve pipe, to slide by easy on and off without the first anchor of prestressing force during Underground Construction;
Before the foundation ditch backwater, the foundation soil Compression Settlement stable after, carry out stretch-draw in the upper end of non-bending steel cable, make between concrete pile body and all soil of stake and produce friction prestressing force, and with a top ground tackle anchoring non-bending steel cable upper end.
The described bed course that flexibly connects is to have flexible material water resistance, low elastic modulus.
Described concrete pile body flexibly connects bed course by the stake top and links to each other with basic beam slab bottom; To the upper end of non-bending steel cable, stretch-draw anchor not during Underground Construction, before the foundation ditch backwater, the foundation soil Compression Settlement stable after, carry out again stretch-draw anchor, make between concrete pile body and all soil of stake and produce friction prestressing force.
Beneficial effect: one, compare with traditional resistance to plucking (floating) stake, rear anchor formula flexible pile is offended and disobey with rude remarks and is pulled out (floating) stake and used and flexibly connect layer, stake top concrete directly is not connected with basic beam slab, basic beam slab is not produced jacking force, only produce downdrag, avoided that basic beam slab is two-way to be subjected to curvedly, the plane lays out pile flexibly, can significantly reduce basic beam slab quantity of reinforcement, economical rationality.They are two years old, rear anchor formula flexible pile offend and disobey with rude remarks pull out (floating) stake be before the foundation ditch backwater, works carries out steel strand tension and anchoring after finishing the part sedimentation, between pile body and all soil of stake, produce friction prestressing force during tension steel strand, underground structure just can make resistance to plucking (floating) stake give full play to the native frictional resistance of stake under very little floating displacement condition, improve the anti-pulling capacity of stake, and effective control structure thing floating displacement.Its three, pile body master muscle for wrap up in outward sleeve pipe, in fill out lubricant grease without bonding guiding principle twisted wire, the work of pile concrete pressurized need not be considered concrete crack width control and steel bar anti-corrosion problem, greatly reduces the pile body reinforcement ratio, has obvious economic benefit.Its four, a stake top concrete does not directly link to each other with the grade beam board concrete, its gap adopts flexible waterproof material to connect bed course filling, has solved the antiseep problem of basic beam slab anchor hole.
Description of drawings
The resistance to plucking that Fig. 1 is common (floating) stake,
Fig. 2 prestress pulling resistant (floating) stake,
Fig. 3 part binding prestress resistance to plucking (floating) pilework,
Fig. 4 fibrous concrete resistance to plucking (floating) pilework,
Fig. 5 is the front view of structure of the present utility model.
Fig. 6 is the I-I cross-sectional view of the utility model structure.
Among the figure: 1. non-bending steel cable; 2. flexibly connect bed course; 3. concrete pile body; 4. basic beam slab; 5. stake top ground tackle; The stake end ground tackle; 7. sleeve pipe; 8. spacer bars cage; 9. stake week is native.
The specific embodiment
The utility model be a kind of with non-bending steel cable, concrete, flexibly connect that bed course, ground tackle combine that the stake top that develops into is connected with flexibility of foundation, pile concrete pressurized, stake local products give birth to the prestressed resistance to plucking (floating) of rubbing.
This stake comprises: fill with the compressible bed course that flexibly connects between the top of concrete pile body and the basic beam slab, the non-bending steel cable bottom is anchored at the bottom of concrete pile body with stake end ground tackle, non-bending steel cable passes the concrete pile body and the stake top flexibly connects bed course and passes basic beam slab upper end by sleeve pipe, is fixed on the upper end of basic beam slab by stake top ground tackle;
The upper end of non-bending steel cable that passes basic beam slab upper end not anchoring or only carry out in sleeve pipe, to slide by easy on and off without the first anchor of prestressing force during Underground Construction;
Before the foundation ditch backwater, the foundation soil Compression Settlement stable after, carry out stretch-draw in the upper end of non-bending steel cable, make between concrete pile body and all soil of stake and produce friction prestressing force, and with a top ground tackle anchoring non-bending steel cable upper end.
Rear anchor formula flexible pile of the present utility model is offended and disobey with rude remarks and is pulled out (floating) stake, comprise: fill with compressible flexible waterproof bed course 2 between the top of concrete pile body 3, stake and the basic beam slab 4, non-bending steel cable 1 bottom is anchored at the bottom of stake with stake end ground tackle 6, non-bending steel cable 1 passes concrete pile body 3, the stake top flexibly connects bed course 2, and pass basic beam slab 4 by sleeve pipe 7, the non-bending steel cable end that passes not anchoring or only carry out to slide at sleeve pipe 7 interior easy on and off without the first anchor of prestressing force during Underground Construction.After certain Compression Settlement occured foundation soil, the part that passes basic beam slab 4 at the top of non-bending steel cable 1 was carried out stretch-draw, and make between pile body and all soil of stake and produce friction prestressing force, and with top ground tackle 5 anchoring non-bending steel cables 1 top.
Such as Fig. 5, by concrete pile body 3, flexible water bed course 2, non-bending steel cable 1, stake top ground tackle 5, stake end ground tackle 6, sleeve pipe 7, spacer bars cage 8 forms.Non-bending steel cable 1 bottom locks with stake end ground tackle 6 anchorings, non-bending steel cable 1 colligation is on spacer bars cage 8, non-bending steel cable 1 is reserved certain-length on the top of spacer bars cage 8, so that flexible water bed course 2, sleeve pipe 7 and stake top ground tackle 5 can be passed in non-bending steel cable 1 top behind the pile, and stay anchorage length.After pouring pile hole finished, cast-in-place pile construction method hung that the spacer bars cage 8 of colligation non-bending steel cable 1 and stake end ground tackle 6 enters a hole, the fluid concrete pile routinely.The flexible water bed course 2 that certain thickness modified bitumen mixes with foamed plastics is filled after cutting laitance in the stake top, and be tightly connected with basic beam slab bottom surface waterproofing course, non-bending steel cable 1 passes flexible water bed course 2, and at the external sleeve pipe 7 of the part that passes, and be cast in the concrete of basic beam slab 4, guarantee that non-bending steel cable 1 can be free to slide in sleeve pipe 7.Pass basic beam slab 4 non-bending steel cable 1 not anchoring of end or only carry out without the first anchor of prestressing force.After this according to normal operation construction underground structure.Before treating that foundation ditch is about to stop precipitation, stretch-draw is carried out at the top of non-bending steel cable 1, made between pile body and all soil of stake and produce friction prestressing force, and with top ground tackle 5 anchoring non-bending steel cables 1 top, and carry out the waterproof sealing off and covering anchorage.The size of each several part and material can design, select according to Practical Project.Be specially: according to resistance to plucking (floating) requirement for bearing capacity of stake, according to the cross sectional area of pile soil horizon condition designing pile length, stake footpath and non-bending steel cable.According to determining non-bending steel cable tension stress, ground tackle specification according to resistance to plucking (floating) Design of Bearing Capacity value.According to the basic beam slab settling amount of construction period, determine thickness, the material of flexible water bed course.
Stake top flexible water bed course in the utility model is except with modified bitumen and the flexible waterproof material that foamed plastics mixes, can also process material substitution with other high-compressibilities in conjunction with basic beam slab waterproofing course, rear on-the-spot installation can cast-in-site also can be prefabricated in the factory.
Non-bending steel cable in the utility model can replace with other flexible unbonded tendon materials.
Resistance to plucking described in the utility model (floating) stake pile mode can adopt castinplace pile, also can adopt preformed pile.
Claims (3)
1. anchor formula flexible pile is offended and disobey with rude remarks pile pulling after one kind, it is characterized in that this stake comprises: fill with the compressible bed course (2) that flexibly connects between the top of concrete pile body (3) and the basic beam slab (4), non-bending steel cable (1) bottom is anchored at the bottom of concrete pile body (3) with stake end ground tackle (6), non-bending steel cable (1) passes concrete pile body (3) and the stake top flexibly connects bed course (2) and passes basic beam slab (4) upper end by sleeve pipe (7), is fixed on the upper end of basic beam slab (4) by stake top ground tackle (5).
2. rear anchor formula flexible pile according to claim 1 is offended and disobey with rude remarks pile pulling, it is characterized in that the described bed course (2) that flexibly connects is for having flexible material water resistance, low elastic modulus.
3. rear anchor formula flexible pile according to claim 1 is offended and disobey with rude remarks pile pulling, it is characterized in that described concrete pile body (3) flexibly connects bed course (2) by the stake top and links to each other with basic beam slab (4) bottom.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201120553150 CN202672143U (en) | 2011-12-27 | 2011-12-27 | Back-anchor type flexible pile top uplift pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201120553150 CN202672143U (en) | 2011-12-27 | 2011-12-27 | Back-anchor type flexible pile top uplift pile |
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| Publication Number | Publication Date |
|---|---|
| CN202672143U true CN202672143U (en) | 2013-01-16 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201120553150 Expired - Fee Related CN202672143U (en) | 2011-12-27 | 2011-12-27 | Back-anchor type flexible pile top uplift pile |
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| CN (1) | CN202672143U (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102535456A (en) * | 2011-12-27 | 2012-07-04 | 南京林业大学 | Back-anchored uplift pile with flexible pile top |
| CN103174134A (en) * | 2013-04-01 | 2013-06-26 | 中铁隧道勘测设计院有限公司 | Prestressed concrete pile with recoverable steel strands and construction method |
| CN105350531A (en) * | 2015-10-21 | 2016-02-24 | 葛建 | Pipe pile-anchor rod composite foundation capable of bearing pulling and pressing bidirectional loads and construction technology |
| CN110359363A (en) * | 2019-07-26 | 2019-10-22 | 山东建筑大学 | Prestressing force assembled Self-resetting bridge pier column node and method are cohered in a kind of part |
| CN113865990A (en) * | 2021-09-27 | 2021-12-31 | 吉林大学 | Device for simulating drawing test of concrete pile in frozen soil layer |
-
2011
- 2011-12-27 CN CN 201120553150 patent/CN202672143U/en not_active Expired - Fee Related
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102535456A (en) * | 2011-12-27 | 2012-07-04 | 南京林业大学 | Back-anchored uplift pile with flexible pile top |
| CN103174134A (en) * | 2013-04-01 | 2013-06-26 | 中铁隧道勘测设计院有限公司 | Prestressed concrete pile with recoverable steel strands and construction method |
| CN103174134B (en) * | 2013-04-01 | 2015-06-24 | 中铁隧道勘测设计院有限公司 | Prestressed concrete pile with recoverable steel strands and construction method |
| CN105350531A (en) * | 2015-10-21 | 2016-02-24 | 葛建 | Pipe pile-anchor rod composite foundation capable of bearing pulling and pressing bidirectional loads and construction technology |
| CN105350531B (en) * | 2015-10-21 | 2017-08-29 | 葛建 | The pile tube anchor pole composite foundation and construction technology of tension compression bidirectional load can be born |
| CN110359363A (en) * | 2019-07-26 | 2019-10-22 | 山东建筑大学 | Prestressing force assembled Self-resetting bridge pier column node and method are cohered in a kind of part |
| CN113865990A (en) * | 2021-09-27 | 2021-12-31 | 吉林大学 | Device for simulating drawing test of concrete pile in frozen soil layer |
| CN113865990B (en) * | 2021-09-27 | 2024-04-19 | 吉林大学 | Device for simulating drawing test of concrete pile in frozen soil layer |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20130116 Termination date: 20141227 |
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| EXPY | Termination of patent right or utility model |