CN104264661B - A kind of construction for changing stake top stress - Google Patents
A kind of construction for changing stake top stress Download PDFInfo
- Publication number
- CN104264661B CN104264661B CN201410540450.XA CN201410540450A CN104264661B CN 104264661 B CN104264661 B CN 104264661B CN 201410540450 A CN201410540450 A CN 201410540450A CN 104264661 B CN104264661 B CN 104264661B
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- Prior art keywords
- pile
- concrete
- hoop
- pile crown
- stake
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- 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)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a kind of construction for changing stake top stress, including pre-buried in cast-in-place concrete hoop, the cast-in-place concrete hoop of concrete-pile, the set depth of pile crown side one and width stretch into top cushion cap（Sole plate）The reinforcing bar for being anchored, first make concrete-pile after-pouring concrete hoop, the height of hoop parcel pile crown is not less than pile body external diameter, the concrete of pile crown side takes dabbing, brush interface adhesive, sets one or more combination measure such as shearing elements, and embedded bar stretches into top cushion cap in cast-in-place concrete hoop（Sole plate）Anchored, configuration reinforcement or do not configure and be directly protruding into top cushion cap in concrete-pile（Sole plate）The embedded bar for being anchored, the reinforcing bar configured in concrete-pile is taken to be wrapped in the inside of stake, bending and is anchored in the cast-in-place concrete hoop of pile crown side and one or more combination such as be connected with the reinforcing bar in the hoop of pile crown side and process, and vertical load can be delivered to bottom pile body by the hoop of pile crown side.
Description
Technical field
The invention belongs to field of civil engineering, it is related to stake, especially a kind of construction for changing stake top stress.
Background technology
The hoop of pile crown and the stake of strap（200710160966.1）Propose a kind of basement process for binding round and being used cooperatively with stake
Method, it is characterised in that next setting height scope sets closed annular hoop on pile crown side, and the internal diameter of hoop is more than pile crown
External diameter, hoop is to separate with stake, and stake is cooperated with the hoop of pile crown by the power transmission of inter-pile soil and bed course, is combined into strap
Stake.Institutes Of Technology Of Taiyuan's thesis for the doctorate《Stake companion（Changeable ridigity pile）To the directly basic optimizing research with indirect basis》For this
Patented technology has carried out the research of rudimentary system, and this technology is to separate with stake due to hoop so that held in increase foundation pile level
While loading capability, the vertical rigidity of foundation pile can be easily adjusted in the position of pile crown again.But in current ground foundation engineering
Also the vertical rigidity of foundation pile is adjusted in pile crown seldom using with research field, and is being built from 13 layers of Shanghai in 2009
The event analysis that residence collapses due to " pressure differential ", the simple Its ultimate bearing capacity for improving foundation pile is still very necessary.Will hoop and stake point
Open, hoop shares horizontal loading, can reduce the stress of pile body；And hoop and stake are linked to be entirety, equivalent to a pile crown for expansion,
The Its ultimate bearing capacity of stake can be improved.
Stake top enlarged footing is broadly divided into two categories below, and one is by scalable drill bit one-shot forming, for example, to reinforce embankment
The dumb-bell shape drilled pile composite foundation structure and its construction method of soft base（201310470424.X）；Two is at the top of original stake
Secondary pouring does enlarged footing, such as ballastless track sheet-pile structure（201120058462.0）Exempt from shake with Japan Patent and build Wu Ji Foundation
Agencies makes（Log in designation：No. 4634829）, above-mentioned enlarged footing is all to collect top vertical load, and the top to stake applies
Pressure, in enlarged footing and the junction of stake, although stake footpath reduces, but needs the top vertical load for undertaking almost not subtract
It is small.
Associate static press piling top pressure and embrace the difference of pressure：Top press type hydralic static pile press machine is then from the top of prefabricated pile
Pressure, is pressed into ground, and hugging pressure type hydraulic static pile pressing machine piling process is to live pile body side by clamping device " embracing ", by
What this produced friction power transmission to realize, wherein, hugging pressure type stake owner will be made up of piling system and Pile holding mechanism, and roof pressing type stake
Owner will be made up of piling system and pile cover.If embracing pressure, then the pressure for directly acting on stake top is zero, is thus thoroughly changed
The stress of stake top, with stake could be linked to be the thinking combination pile crown side that static press piling embraces pressure overall hoop and be innovated
For changing the stress of stake top.
The content of the invention
The invention discloses a kind of construction for changing stake top stress, it is characterised in that：Including concrete-pile, pile crown side
It is pre-buried in cast-in-place concrete hoop, the cast-in-place concrete hoop of the set depth of face one and width to stretch into top cushion cap（Sole plate）Enter
The reinforcing bar of row anchoring, first makees concrete-pile after-pouring concrete hoop, and the height of hoop parcel pile crown is not less than pile body external diameter, pile crown side
The concrete in face takes dabbing, brush interface adhesive, sets one or more combination measure, cast-in-place concrete hoop such as shearing elements
Middle embedded bar stretches into top cushion cap（Sole plate）Anchored, in concrete-pile not configuration reinforcement or do not configure directly
Stretch into top cushion cap（Sole plate）The embedded bar for being anchored, the reinforcing bar configured in concrete-pile is taken and is wrapped in stake
Internal, bending is anchored in the cast-in-place concrete hoop of pile crown side and is connected etc. a kind of or many with the reinforcing bar in the hoop of pile crown side
Plant combination treatment.
The construction method of above-mentioned change stake top stress is comprised the following steps：Construct first concrete-pile, then by pile crown
A set depth and width are dug under the soil body of side, the surface dust or mud of pile crown side, the concrete of pile crown side is then cleared up
Using dabbing, brush interface adhesive, one or more combination measure such as shearing elements is set, then in pile crown side colligation steel
Muscle, it is pre-buried to stretch into top cushion cap（Sole plate）The reinforcing bar for being anchored, finally in pile crown side casting concrete, forms pile crown
The hoop of side, hoop parcel pile crown height be not less than pile body external diameter, concrete-pile if there is leakage reinforcing bar then pour it is mixed
Reinforcing bar in bend before solidifying soil hoop in the cast-in-place concrete hoop for being anchored at pile crown side or being bound round with pile crown side is connected
Connect.
The concrete of pile crown side takes one or more combination such as dabbing, brush interface adhesive, setting shearing elements to arrange
The purpose applied is to strengthen linking new and old concrete performance between stake and hoop so that part or all of top vertical load by hoop with
The adhesion of pile crown side is delivered to bottom pile body.
Construction cushion coat is not referred in above-mentioned construction and construction, because the Main Function of construction cushion coat is to provide hardening
Clean working face, different site conditions and the requirement designed to construction cushion coat are not quite similar, and can use plain concrete or spray
Penetrate pea gravel concreten, mortar etc., can laying construction bed course situation such as：After locally being dug down around pile crown；Before laying waterproof layer；
While casting concrete to designed elevation forms pile crown enlarged footing.
Novelty of the invention and novelty are mainly reflected in the following aspects：
（1）Pile ring of the prior art or pile cover are covered at the top of stake, primarily to transmission vertical load and protection stake
Head, is only a bag side for the side of pile crown, and present disclosure is the hoop for being located at pile crown side, and positioned at pile crown top
All kinds of construction measures form complementation.
（2）Chinese foundation pile specification the height of cushion cap or sole plate is entered for 50mm according to the different regulation pile crown in stake footpath or
100mm, U.S. norm Uniform provisions are 70mm, and the height of the enlarged footing parcel pile crown side poured after mending afterwards in the prior art is substantially
On also in this scope, only meet the requirement of transmission vertical load and horizontal shear, form the construction that semi-rigid joint is partly hinged, it is difficult
To transmit larger moment of flexure, and in the present invention, the height of hoop parcel stake is not less than pile body diameter, can increase substantially pile crown section
The ability of point transmission moment of flexure.
（3）Contrast utility model patent ballastless track sheet-pile structure（201120058462.0）, propose a kind of ballastless track
Sheet-pile structure, including：Bearing sheet and bottom pile body, are provided with umbrella support shape, also, bottom pile body between bearing sheet and bottom pile body
In cage bar extend to bearing sheet by umbrella support shape, shear reinforcement is provided with umbrella support shape and shear reinforcement from umbrella support shape extend simultaneously
Into bearing sheet.Although the patent is rigidly connected by the umbrella shape pile crown pile foundation for expanding with bearing sheet, though the umbrella shape pile crown of expansion
It is so the later stage to pour but do not wrap up bottom pile body.
（4）Contrast Japan Patent exempts from shake and builds Wu Ji Foundation Agencies to make（Log in designation：No. 4634829）Be by former pile crown clip with
After do enlarged footing, new pile crown and the part Pouring concrete at the same time for expanding, while formed, and the present invention retains former pile crown, stake
Successively formed with hoop, after the hoop former pile crown of parcel that pours.
（5）As the structural form of pile foundation, need for the Bar Anchorage in stake to enter top cushion cap in the prior art（Base
Plinth base plate）, and the cast-in-place concrete hoop of pile crown side of the present invention is powerful enough, the reinforcing bar during only pile crown side need to be bound round is stretched into
Portion's cushion cap（Sole plate）Can just meet bearing requirements, and concrete-pile can not configuration reinforcement or the reinforcing bar that is configured not
It is directly protruding into top cushion cap（Sole plate）, for example：During its reinforcing bar can be embedded in the concrete of stake, it is anchored at pile crown side
Be connected with the reinforcing bar in the hoop of pile crown side in hoop etc..
The present invention is applied to various types of rigid piles or Half rigid pile, bored concrete pile or prefabricated pile.Applying for stake is completed first
Work；Soil excavation is carried out around pile crown again, a foundation ditch is formed, a set depth and width will be dug under the soil body of pile crown side,
Specific width and depth are calculated by design or detailing requiments combine live soil property and precipitation event comprehensively determines, width more it is big then
The size of the hoop enlarged footing of formation is bigger, and the height that depth should meet hoop parcel stake is not less than pile body diameter；Tied up in pile crown side
Wire-tie, it is pre-buried to stretch into top cushion cap（Sole plate）The reinforcing bar for being anchored, pile crown side casting concrete forms pile crown side
The hoop in face, stake is not directly protruding into top cushion cap without configuration reinforcement or the reinforcing bar for being configured（Sole plate）, concrete-pile is such as
Fruit then bent before casting concrete hoop in the cast-in-place concrete hoop for being anchored at pile crown side in the presence of the reinforcing bar of leakage or
Reinforcing bar during person binds round with pile crown side is connected.
In the above-described embodiment, for hoop and the bonding of stake new-old concrete, can be solved using usual manner, such as it is old
Concrete dabbing, brush interface adhesive, bar planting set shearing elements etc. using other method, take which kind of new-old concrete
Adhesive method depend on hoop and the contact area of stake（The height of hoop and the product of stake girth）And need new with stake by binding round
The adhesion of old concrete transmits the size of vertical load, if hoop is smaller with the contact area of stake, need the load of transmission compared with
Greatly, then need to take the methods such as setting shearing elements to improve adhesion strength, and if hoop is larger with the contact area of stake, need biography
When the load passed is smaller, then only need to the old concrete dabbing of pile body.If additionally, pile ring cohesive force is held with stake top laitance
The deficiency of making a concerted effort of power is carried, can also increase embedded bar or pre-buried Steel section member at the stake top laitance position of cast-in-place concrete pile, carried
The vertical bearing capacity of stake top high.
In the above-described embodiment, also including but not necessarily include：The superfilled height of bored concrete pile amputation stake top, prefabricated pile amputation
It is super beat or superpressure highly, the distributing bar, stake in cast-in-place concrete hoop, must for doing waterproof and fish tail and waterproof layer in civil buildings
Seal ring is set when wanting at conjunction old and new concret, and hoop does cushion cap with the top of stake（Sole plate）, cast-in-place concrete hoop
With top cushion cap（Sole plate）Pour simultaneously, and lay plain concrete construction cushion coat etc. Normal practice, it is unrequited at this
In implementation method and claim that invention is of universal significance.
Claims (6)
1. it is a kind of change stake top stress construction, it is characterised in that：Including concrete-pile, the set depth of pile crown side one and
It is pre-buried in cast-in-place concrete hoop, the cast-in-place concrete hoop of width to stretch into top cushion cap（Sole plate）The reinforcing bar for being anchored,
Concrete-pile after-pouring concrete hoop is first made, the height of hoop parcel pile crown is not less than pile body external diameter, and the concrete of pile crown side is adopted
Dabbing, brush interface adhesive, the one or more combination measure set in three kinds of shearing elements are taken, it is pre-buried in cast-in-place concrete hoop
Reinforcing bar stretches into top cushion cap（Sole plate）Anchored, configuration reinforcement or do not configure is not directly protruding into concrete-pile
Portion's cushion cap（Sole plate）The embedded bar for being anchored, the reinforcing bar configured in concrete-pile take be wrapped in stake inside,
Bending is anchored in the cast-in-place concrete hoop of pile crown side the one kind or many being connected with the reinforcing bar in the hoop of pile crown side in three kinds
Plant combination treatment.
2. according to the construction of the change stake top stress described in claim 1, it is characterised in that construction method includes following step
Suddenly：Construct first concrete-pile, then a set depth and width will be dug under the soil body of pile crown side, then clear up pile crown side
Surface dust or mud, the concrete of pile crown side use dabbing, brush interface adhesive, the one kind or many set in three kinds of shearing elements
Combination measure is planted, it is pre-buried to stretch into top cushion cap then in the assembling reinforcement of pile crown side（Sole plate）The reinforcing bar for being anchored, most
Afterwards in pile crown side casting concrete, the hoop of pile crown side is formed, the height of hoop parcel pile crown is not less than pile body external diameter, concrete
Stake was then bent the cast-in-place concrete hoop for being anchored at pile crown side if there is the reinforcing bar of leakage before casting concrete hoop
In or with pile crown side hoop in reinforcing bar be connected.
3. according to the construction of the change stake top stress described in claim 1, it is characterised in that：Stake is cast-in-place concrete pile,
Retain the stake top laitance formed during concrete perfusion not amputate.
4. according to the construction of the change stake top stress described in claim 1, it is characterised in that：Stake is Prefabricated hollow pile, in advance
Do not filled out inside the pile crown of hollow pile processed and concrete not configuration reinforcement or hollow pile are only filled with inside core or hollow pile head
Fill armored concrete but do not configure and be directly protruding into top cushion cap in pile crown inside（Sole plate）The embedded bar for being anchored, it is empty
Heart pile head is filled out the reinforcing bar configured in core and is taken and is wrapped in the inside of stake, bending and is anchored at the cast-in-place concrete hoop of pile crown side
In one or more combination being connected in three kinds with the reinforcing bar in the hoop of pile crown side process.
5. according to the construction of the change stake top stress described in claim 1, it is characterised in that：Stake is cast-in-place concrete pile,
Laitance apical side height is controlled to be not higher than designed elevation, laitance top surface reserved protection soil layer during casting concrete.
6. according to the construction of the change stake top stress described in claim 1, it is characterised in that：Stake is prefabricated pile, prefabricated pile
Stake top absolute altitude is controlled to be less than designed elevation during construction.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410540450.XA CN104264661B (en) | 2014-10-14 | 2014-10-14 | A kind of construction for changing stake top stress |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410540450.XA CN104264661B (en) | 2014-10-14 | 2014-10-14 | A kind of construction for changing stake top stress |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104264661A CN104264661A (en) | 2015-01-07 |
| CN104264661B true CN104264661B (en) | 2017-06-06 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410540450.XA Expired - Fee Related CN104264661B (en) | 2014-10-14 | 2014-10-14 | A kind of construction for changing stake top stress |
Country Status (1)
| Country | Link |
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| CN (1) | CN104264661B (en) |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS579916A (en) * | 1980-06-20 | 1982-01-19 | Takenaka Komuten Co Ltd | Foundation structure for building |
| JPS63134719A (en) * | 1986-11-25 | 1988-06-07 | Takenaka Komuten Co Ltd | Constructing method for pile-group-forming foundation pile |
| CN101191327A (en) * | 2007-12-14 | 2008-06-04 | 薛江炜 | Hoop for pile head and pile with hoop |
| CN102425162A (en) * | 2011-12-13 | 2012-04-25 | 中交第二公路工程局有限公司 | Steel sleeve mechanism for construction of pile footing composite foundation reserved hole with soft soil foundation top-down construction method |
-
2014
- 2014-10-14 CN CN201410540450.XA patent/CN104264661B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS579916A (en) * | 1980-06-20 | 1982-01-19 | Takenaka Komuten Co Ltd | Foundation structure for building |
| JPS63134719A (en) * | 1986-11-25 | 1988-06-07 | Takenaka Komuten Co Ltd | Constructing method for pile-group-forming foundation pile |
| CN101191327A (en) * | 2007-12-14 | 2008-06-04 | 薛江炜 | Hoop for pile head and pile with hoop |
| CN102425162A (en) * | 2011-12-13 | 2012-04-25 | 中交第二公路工程局有限公司 | Steel sleeve mechanism for construction of pile footing composite foundation reserved hole with soft soil foundation top-down construction method |
Non-Patent Citations (3)
| Title |
|---|
| 带伴侣的桩极限承载力初探;薛江炜等;《第三届全国岩土与工程学术大会论文集》;20090611;第103-106页 * |
| 桩体复合地基柔性垫层的效用研究;毛前等;《岩土力学》;19980622;第19卷(第2期);第67-73页 * |
| 水平静力荷载作用下桩伴侣工作性状有限元模拟及与无伴侣构造形式的比较分析;薛江炜等;《岩石力学与工程学报》;20130715;第32卷(第2期);第4073-4081页 * |
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| Publication number | Publication date |
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| CN104264661A (en) | 2015-01-07 |
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Granted publication date: 20170606 Termination date: 20171014 |