CN104264660A - Cast-in-place pile head construction method capable of retaining pile top laitance - Google Patents
Cast-in-place pile head construction method capable of retaining pile top laitance Download PDFInfo
- Publication number
- CN104264660A CN104264660A CN201410540289.6A CN201410540289A CN104264660A CN 104264660 A CN104264660 A CN 104264660A CN 201410540289 A CN201410540289 A CN 201410540289A CN 104264660 A CN104264660 A CN 104264660A
- Authority
- CN
- China
- Prior art keywords
- pile
- hoop
- stake
- laitance
- pile crown
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—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
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention provides a cast-in-place pile head construction method capable of retaining pile top laitance. The method comprises the following steps: (1) leveling a site, constructing a cast-in-place pile, and controlling the laitance top surface to be not higher than the design elevation during pouring concrete; (2) integrally excavating to reach the design elevation, and locally excavating the surrounding parts of a pile head until reaching a certain depth and width; (3) remaining the pile top laitance without cutting; (4) removing and transporting residual soil and drags, and then pouring a construction cushion; (5) pouring concrete on the side surface of the pile head to form a hoop on the side surface of the pile head, wherein the height of the hoop wrapping the pile head is not less than the sum of the height of the pile top laitance and the diameter of a pile body, and the hoop on the side surface of the pile head and the pile can be processed by one of three modes, namely, the separating mode, the non-separating mode or the separable mode. According to the cast-in-place pile head construction method capable of retaining the pile top laitance, the laitance top surface is controlled to be not higher than the design elevation, the excessive pouring is avoided, and the pile head is not cut; meanwhile, the problems caused by the excessive pouring and the cutting of the pile head can be solved.
Description
Technical field
The invention belongs to field of civil engineering, relate to castinplace pile, especially a kind of construction method of not cutting pile crown and retaining the filling pile head of stake top laitance.
Background technology
In " technical code for building pile foundation " (JGJ94-2008), filling being surpassed to the concrete of dissimilar castinplace pile and has highly made concrete regulation: 6.3.30(mud off pore-creating filling pile) quality control of pouring underwater concrete should meet following requirements: last groundwater increment should be controlled, super filling is highly preferably 0.8-1.0m, must ensure that the stake top concrete strength exposed reaches design grade after cutting bleeding height.6.4.11(long auger guncreting pile) fullness coefficient of guncreting pile is preferably 1.0-1.2.Stake top concrete surpasses filling and highly should not be less than 0.3-0.5m.6.5.4(tube-sinking cast-in-situ pile and interior rammer tube-sinking cast-in-situ pile) pile concrete end face after pile should higher than within design of pile top absolute altitude 500mm.
" building foundation treatment technical specification " (JGJ79-2012) 7.7.3 bar specifies the construction of CFG Compound Foundation: construction stake top mark exceeds that design stake top mark is high should not be less than 0.5m; When operation side exceed a top mark height larger time, filling concrete amount should be increased, improve construction stake top mark high, prevent undergauge.
" composite foundation technology specification " (GB/T 50783-2012) 14.3.2 bar specifies various pile-formation process except should meeting the regulation of national existing related standards, still should meet the requirements: stake toplap is filled with highly should not be less than 0.5m.
" building foundation engineering construction quality standards of acceptance " (GB50202-2002) does not then add the construction technology distinguishing foundation pile, in the general provision of pile foundation, 5.1.4 bar Uniform provisions is: the pile position deviation of castinplace pile must comply with relevant regulations, and stake top mark height at least exceeds 0.5m than design elevation.
In foundation pile construction, filling concrete height is higher than the regulation of design height (super filling); mainly consider that laitance (mud is with the mortar mixture) intensity that filling concrete process produces is lower; the working measure taked to ensure the area and intensity of stake top concrete section to be not less than designing requirement; and thereby produce a work post or technique; cut pile crown; be commonly called as " broken pile head "; " building foundation treatment technical specification " (JGJ79-2002) solution has been right following explanation: construction king-pile top mark is high, and should to exceed design stake top mark high, leaves protection stake long.
The setting protecting stake long is based on following factor: during (1) pile, stake top can not be just in time completely the same with design elevation, generally will exceed design of pile top absolute altitude one segment length; (2) stake top is generally because compound gravity pressure is less or due to the impact of laitance, push up one section of strength of the mixing pile poor by stake; (3) driven piles when not yet tying hard, the new stake of injection may cause vibrated extruding of having driven piles, and compound gushes a footpath is reduced.Namely the height increasing mix surface adds gravity pressure, can improve the ability of opposing soil extruding around.
Cut the technique comparative maturity of pile crown, a lot of patent innovations is also had to improve and optimizate, but cut pile crown construction technology and inevitably there is pile crown quality, the problem of the aspect such as environment pollution and economic waste, super pile crown of filling with increases difficulty and the workload of earthwork exploitation, machinery cuts stake and excavation may cause pile crown to damage, super filling and a section pile crown will additionally increase manually, material, the resource consumptions such as machinery, the pile crown cut out belongs to building waste, broken cost is high and material uneven, the value of reproducible utilization is lower, processing method mostly is air storage, occupy cultivated land contaminated environment.
Summary of the invention
The present invention proposes a kind of construction method of not cutting pile crown and retaining the filling pile head of stake top laitance, it is characterized in that it comprises the following steps:
(1) levelling of the land, filling pile construction, controls laitance apical side height not higher than design elevation during concreting;
(2) entirety is excavated to design elevation, digs a set depth and width around pile crown under local;
(3) retain stake top laitance not amputate;
(4) remaining native waste residue is cleared, pouring construction bed course;
(5) pile crown side concreting forms the hoop of pile crown side, and the height of hoop parcel pile crown is not less than stake top laitance height and pile body diameter sum.
Can take between the hoop of pile crown side with stake to separate, not separated or between separate and not separated between one of three kinds of modes.
Separating type is namely: take the stake of the hoop of pile crown and strap (ZL200710160966.1) to propose a kind of bind round with stake with the use of method for processing foundation, it is characterized in that next setting height scope arranges closed annular hoop on pile crown side, the internal diameter of hoop is greater than the external diameter of pile crown, hoop is what to separate with stake, stake carrys out collaborative work with the hoop of pile crown by the power transmission of inter-pile soil and bed course, be combined into the stake of strap, because hoop is what to separate with stake, make, while increase foundation pile Its ultimate bearing capacity, the vertical rigidity of foundation pile to be adjusted again easily in the position of pile crown.
Not separated mode is namely: bind round completely bonding with the new-old concrete of stake, usual manner can be adopted to solve, such as old concrete dabbing, brush interface adhesive, bar planting or employing additive method arrange shearing elements etc., hoop and the contact area (height of hoop and the product of stake girth) of stake and needs are by bind round and the adhesion of stake new-old concrete transmits the size of vertical load to take the adhesive method of which kind of new-old concrete to depend on, if hoop is less with the contact area of stake, need the load of transmission larger, then need that taking, the methods such as shearing elements are set and improve adhesion strength, if and hoop is larger with the contact area of stake, when needing the load of transmission less, then only need the old concrete dabbing of pile body.
Between separately and not separated between mode namely: the surface dust or the mud that retain pile crown side are not cleared up, namely there is uneven surface dust or mud layer between pile crown side and cast-in-situ concrete hoop, some position of local, pile crown side may not have surface dust or mud yet, between pile crown side and hoop surface dust or mud thicker, can be considered that both are separately, both do not separate not have surface dust or mud then to can be considered between pile crown side with hoop, between pile crown side and hoop surface dust or mud very thin, can be considered both between separately and not separated between, retain surface dust or the mud of pile crown side, advantage is can greatly convenient construction, but shortcoming is that the connection between pile crown side and hoop is unstable, therefore the adhesion stress between pile crown side and hoop can not be considered, the top of stake needs to bear whole vertical load, but, the hoop of pile crown side can bear horizontal loading, the Its ultimate bearing capacity improving entirety combined by hoop with stake, particularly meet with after earthquake forms plastic hinge destruction at pile crown and protect pile crown, do not lose the ability that upper load reliably is born in continuation in the scope plastic hinge of pile crown being constrained in hoop.
After the present invention, the height of the height hoop parcel pile crown of pouring concrete hoop parcel pile crown is not less than laitance height and pile body diameter sum, wrap up the concrete that " the stake top laitance formed when building castinplace pile " retrains this strength of materials lower position, make it be in three-dimensional stress state and improve its strength and ductility, and prior art directly clips the lower position of this strength of materials, do not consider to utilize its intensity.The concrete of pile crown side uses dabbing, brush interface adhesive, arrange one or more combination measures such as shearing elements strengthens linking new and old concrete performance between stake side and hoop, the bang path of upper load can be changed, part or all of load can be transmitted by the adhesion lower portion pile body of hoop with pile crown side, reduce even to completely eliminate the vertical load directly acting on stake top, thus a requirement for topping material performance can be reduced.
In addition, if the deficiency of making a concerted effort of pile ring adhesion stress and stake top laitance bearing capacity, also can increase embedded bar or pre-buried Steel section member at the laitance position, stake top of cast-in-place concrete pile, improve the vertical bearing capacity on stake top.
Novelty of the present invention and novelty are mainly reflected in 2 points: one is control laitance apical side height not fill with higher than design elevation is not super; Two is do not cut pile crown.Solve super in background technology filling and section pile crown Problems existing thus simultaneously.
The present invention is applicable to all kinds, polytechnic castinplace pile, comprises that revolving of underwater concreting digs stake, compact-hole bored pile, long spire technique pull out the CFG stake etc. of boring concrete perfusion.First to construct castinplace pile, laitance apical side height is controlled lower than about 0.5 meter of design elevation during concrete perfusion, this 0.5 meter protection soil layer when being soil excavation, large-scale digging machine can overall excavation and do not worry directly breaking or extrude foundation soil and to fracture foundation pile expeditiously; After overall excavation, local soil excavation is carried out again around pile crown, form a foundation ditch, a set depth and width is dug by under the soil body of pile crown side, concrete width and the degree of depth are comprehensively determined in conjunction with on-the-spot soil property and precipitation event by designing and calculating or detailing requiments, width is larger, and the size of the hoop enlarged footing formed is larger, and the height that the degree of depth should meet the stake of hoop parcel is not less than stake top laitance height and pile body diameter sum; The degree whether following differentiation stake and hoop separate and separate and mode differentiated treatment:
(1) if stake is not separated with hoop, then clear up surface dust or the mud of pile crown side, the concrete of pile crown side adopted to dabbing, brush interface adhesive, arrange one or more combination measures reinforcement linking new and old concrete performances such as shearing elements,
(2) if stake with hoop between separate and not separated between, then without the need to clearing up surface dust or the mud of pile crown side, directly enter next procedure,
(3) if stake separates with hoop, then need to place masterplate or smear the packing material such as surface dust, mud pasting adequate thickness in pile crown side between stake and hoop, thoroughly cut off the connection between hoop and stake;
Last at the assembling reinforcement of pile crown side, concreting, form the hoop of pile crown side.
In the above-described embodiment, relate to the bonding of hoop and stake new-old concrete, usual manner can be adopted to solve, such as old concrete dabbing, brush interface adhesive, bar planting or employing additive method arrange shearing elements etc., hoop and the contact area (height of hoop and the product of stake girth) of stake and needs are by bind round and the adhesion of stake new-old concrete transmits the size of vertical load to take the adhesive method of which kind of new-old concrete to depend on, if hoop is less with the contact area of stake, need the load of transmission larger, then need that taking, the methods such as shearing elements are set and improve adhesion strength, if and hoop is larger with the contact area of stake, when needing the load of transmission less, then only need the old concrete dabbing of pile body.
In the above-described embodiment; comprise but must not comprise: stake is used for doing waterproof and fish tail and waterproof layer in civilian construction; configuration reinforcement in cast-in-situ concrete hoop; hoop does cushion cap (sole plate), concrete hoop and top cushion cap (sole plate) with the top of stake and builds simultaneously; and lay plain concrete construction cushion coat etc. Normal practice, be not set forth in the embodiment and claim that the present invention is of universal significance.
Claims (6)
1. do not cut the construction method that pile crown retains the filling pile head of stake top laitance, it is characterized in that it comprises the following steps:
(1) levelling of the land, filling pile construction, controls laitance apical side height not higher than design elevation during concreting;
(2) entirety is excavated to design elevation, digs a set depth and width around pile crown under local;
(3) retain stake top laitance not amputate;
(4) remaining native waste residue is cleared, pouring construction bed course;
(5) pile crown side concreting forms the hoop of pile crown side, and the height of hoop parcel pile crown is not less than stake top laitance height and pile body diameter sum.
2. according to a kind of construction method of not cutting pile crown and retaining the filling pile head of stake top laitance according to claim 1, it is characterized in that: if stake is not separated with hoop, then clear up surface dust or the mud of pile crown side, to concrete employing dabbing, brush interface adhesive, one or more combination measures reinforcement linking new and old concrete performance arranged in shearing elements three kinds of pile crown side.
3., according to a kind of construction method of not cutting pile crown and retaining the filling pile head of stake top laitance according to claim 1, it is characterized in that: if stake and hoop between separate and not separated between, then do not clear up surface dust or the mud of pile crown side.
4. according to a kind of construction method of not cutting pile crown and retaining the filling pile head of stake top laitance according to claim 1, it is characterized in that: if stake separates with hoop, then one or more flexible materials combined in coil waterproof layer, polyphenyl plate, clay, rubber, resin, ointment six kinds are set between stake and hoop.
5. according to a kind of construction method of not cutting pile crown and retaining the filling pile head of stake top laitance according to claim 1, it is characterized in that: in cast-in-situ concrete hoop, embedded bar stretches into top cushion cap (sole plate) and carries out anchoring, not configuration reinforcement or do not configure and directly stretch into the embedded bar that top cushion cap (sole plate) carries out anchoring in concrete pile, the reinforcing bar configured in concrete pile takes to be wrapped in the inside of stake, bending is anchored in the cast-in-situ concrete hoop of pile crown side, bind round with pile crown side in reinforcing bar one or more combination process such as to be connected.
6., according to a kind of construction method of not cutting pile crown and retaining the filling pile head of stake top laitance according to claim 1, it is characterized in that: increase embedded bar or pre-buried Steel section member at the laitance position, stake top of cast-in-place concrete pile.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410540289.6A CN104264660A (en) | 2014-10-14 | 2014-10-14 | Cast-in-place pile head construction method capable of retaining pile top laitance |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410540289.6A CN104264660A (en) | 2014-10-14 | 2014-10-14 | Cast-in-place pile head construction method capable of retaining pile top laitance |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN104264660A true CN104264660A (en) | 2015-01-07 |
Family
ID=52156224
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410540289.6A Pending CN104264660A (en) | 2014-10-14 | 2014-10-14 | Cast-in-place pile head construction method capable of retaining pile top laitance |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN104264660A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106968243A (en) * | 2017-04-18 | 2017-07-21 | 中国铁路总公司 | A kind of prefabricated workpiece and its construction method |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101191327A (en) * | 2007-12-14 | 2008-06-04 | 薛江炜 | Hoop for pile head and pile with hoop |
| CN101509260A (en) * | 2009-03-03 | 2009-08-19 | 薛江炜 | Method for changing applied force state of pile |
| CN103276728A (en) * | 2013-05-20 | 2013-09-04 | 福建建华管桩有限公司 | Method for mending and reinforcing pile head |
-
2014
- 2014-10-14 CN CN201410540289.6A patent/CN104264660A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101191327A (en) * | 2007-12-14 | 2008-06-04 | 薛江炜 | Hoop for pile head and pile with hoop |
| WO2009076858A1 (en) * | 2007-12-14 | 2009-06-25 | Jiangwei Xue | Pile with hoop |
| CN101509260A (en) * | 2009-03-03 | 2009-08-19 | 薛江炜 | Method for changing applied force state of pile |
| CN103276728A (en) * | 2013-05-20 | 2013-09-04 | 福建建华管桩有限公司 | Method for mending and reinforcing pile head |
Non-Patent Citations (1)
| Title |
|---|
| 薛江炜等: "带伴侣的桩极限承载力初探", 《第三届全国岩土与工程学术大会论文集》 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106968243A (en) * | 2017-04-18 | 2017-07-21 | 中国铁路总公司 | A kind of prefabricated workpiece and its construction method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108914931B (en) | Assembled vertical shield annular foundation pile and construction method | |
| CN102444142B (en) | Pile group column replacement expanded basement and construction method of same | |
| CN106836246B (en) | Open trench tunnel crosses the construction method of section building enclosure | |
| CN203924036U (en) | A kind of pile for prestressed pipe of outsourcing active material pile body | |
| CN106907157B (en) | A kind of shield machine normal pressure opens the cabin operation construction method | |
| CN203729308U (en) | Double-row pile supporting system of reinforced concrete pile combined structural steel cement mixing pile wall | |
| JP2015183364A (en) | Method for preventing soil structure from sliding at slope surface layer with geocell fixing operation auxiliary means | |
| CN102704504A (en) | Method for constructing tower crane foundation | |
| CN103088830A (en) | Construction method for composite outer wall structure of ultra-deep basement | |
| CN109404012A (en) | IV~VI grade of country rock is backbreak Tunnel method | |
| CN104005404A (en) | Prestressed pipe pile coated with active material pile body and construction method | |
| CN102758458A (en) | Underground continuous wall repairing method | |
| CN206070508U (en) | Device for reinforcing foundation | |
| CN105625302B (en) | A kind of variable cross-section strength core enhancing active material composite pile structure and construction method | |
| JP6370645B2 (en) | Slope stabilization method for seismic and rainproof measures of earth structures by using pressure injection type rod-shaped reinforcements | |
| CN206902740U (en) | A kind of retaining structure reinforced for weak soil cutting | |
| CN104453915B (en) | Big cross section vertical shaft pre-pouring grout reinforces Rapid Excavation method | |
| KR20110019674A (en) | G.w foundation reinforcement method | |
| CN106917402B (en) | A kind of CFG pile precast pile head and CFG pile construction method | |
| CN108277800A (en) | A kind of consolidation layer of sand concrete reinforced pipe section broken stone pile and its construction method | |
| CN105484270B (en) | Reinforcement protection construction method of high steep old rubble retaining wall adjacent to deep foundation pit | |
| CN207846409U (en) | A kind of consolidation layer of sand concrete reinforced pipe section broken stone pile | |
| CN209053065U (en) | The leakage preventing structure of rockfill dam with asphalt concrete core on deep covering layer | |
| CN104264660A (en) | Cast-in-place pile head construction method capable of retaining pile top laitance | |
| CN104234041A (en) | Construction method for cast-in-place filling pile head without excessive pouring |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20150107 |
|
| RJ01 | Rejection of invention patent application after publication |