CN104234041A - Construction method for cast-in-place filling pile head without excessive pouring - Google Patents
Construction method for cast-in-place filling pile head without excessive pouring Download PDFInfo
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- CN104234041A CN104234041A CN201410540413.9A CN201410540413A CN104234041A CN 104234041 A CN104234041 A CN 104234041A CN 201410540413 A CN201410540413 A CN 201410540413A CN 104234041 A CN104234041 A CN 104234041A
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Abstract
The invention provides a construction method for a cast-in-place filling pile head without excessive pouring. The construction method comprises the following steps that (1) the construction of a cast-in-place pile is conducted, the height of the top face of laitance is controlled to be lower than the designed elevation when concrete is poured, and a protection soil layer is reserved on the top face of the laitance; (2) overall excavation is conducted to the designed evaluation, and the periphery of the pile head is locally excavated downwards by the set depth and the set width; (3) the laitance on the top of the pile head is removed; (4) residual soil and waste residues are removed, and a construction cushion layer is poured; (5) steel bars are bonded on the side face of the pile head; (6) concrete is poured on the side face of the pile head to form a hoop of the side face of the pile head, the part, wrapping the pile head, of the hoop is larger than or equal to the diameter of a pile body, and one of a separation mode, a connection mode and the mode between separation and connection can be adopted between the hoop of the side face of the pile head and the pile. The concrete of the cast-in-place pipe is not excessively poured, the height of the top face of the laitance is controlled to be smaller than the designed levitation, the protection soil layer is reserved on the top face of the laitance, and thus a large excavator can conduct overall excavation efficiently without the worry that a foundation pile is broken due to direct colliding or squeezing of foundation soil.
Description
Technical field
The invention belongs to field of civil engineering, relate to castinplace pile, especially a kind of construction method of not super filling pile head of filling with.
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.
Super pile crown of filling with increases difficulty and the workload of earthwork exploitation, construction regulations requires the position hand excavation close to pile crown, but because current manual is taken high and the usage charges of construction machinery are on the low side, so also use mechanical equivalent of light excavation in large quantities near pile crown in practice of construction, near pile crown, use big machinery to excavate, there will be two class quality problems: one is that machinery breaks pile crown or causes superficial part broken pile; Two is foundation soils that weight of machinery itself is pressed onto a side, produces horizontal pressure force poor, is equivalent to still be in free end and stake top without vertical load has acted on a horizontal force, causes the position generation broken pile of a certain degree of depth in pile body bottom.
Summary of the invention
The present invention proposes a kind of construction method of not super filling pile head of filling with, and it is characterized in that it comprises the following steps:
(1) filling pile construction, controls laitance apical side height lower than design elevation during concreting, laitance end face reserved protection soil layer;
(2) entirety is excavated to design elevation, digs a set depth and width around pile crown under local;
(3) pile crown top laitance is amputated;
(4) remaining native waste residue is cleared, pouring construction bed course;
(5) pile crown side assembling reinforcement;
(6) pile crown side concreting forms the hoop of pile crown side, and the height of hoop parcel pile crown is not less than pile body diameter.
Novelty of the present invention and novelty are mainly reflected in the super filling of cast-in-place pile concrete; control laitance apical side height and be less than design elevation; laitance end face reserved protection soil layer, large-scale digging machine can overall excavation and do not worry directly breaking or extrude foundation soil and to fracture foundation pile expeditiously.
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.
The present invention is applicable to all kinds, polytechnic castinplace pile, comprises the CFG stake that revolving of underwater concreting digs stake, long spire technique pulls out brill 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 pile body diameter; Then the laitance of pile crown about 0.5 meter height is amputated; 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; 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 (5)
1. a construction method for not super filling pile head of filling with, is characterized in that it comprises the following steps:
(1) filling pile construction, controls laitance apical side height lower than design elevation during concreting, laitance end face reserved protection soil layer;
(2) entirety is excavated to design elevation, digs a set depth and width around pile crown under local;
(3) pile crown top laitance is amputated;
(4) remaining native waste residue is cleared, pouring construction bed course;
(5) pile crown side assembling reinforcement;
(6) pile crown side concreting forms the hoop of pile crown side, and the height of hoop parcel pile crown is not less than pile body diameter.
2. according to the construction method of a kind of not super filling pile head of filling with 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 the construction method of a kind of super filling pile head of filling with 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 the construction method of a kind of not super filling pile head of filling with 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 the construction method of a kind of not super filling pile head of filling with 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 one or more combination process of being connected in three kinds of reinforcing bar.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410540413.9A CN104234041A (en) | 2014-10-14 | 2014-10-14 | Construction method for cast-in-place filling pile head without excessive pouring |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201410540413.9A CN104234041A (en) | 2014-10-14 | 2014-10-14 | Construction method for cast-in-place filling pile head without excessive pouring |
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| CN104234041A true CN104234041A (en) | 2014-12-24 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105735335A (en) * | 2015-12-31 | 2016-07-06 | 上海建工五建集团有限公司 | Foundation pile construction method and foundation pile structure |
| CN111119181A (en) * | 2020-01-17 | 2020-05-08 | 中交第四航务工程勘察设计院有限公司 | Pile head cutting method for underwater concrete pile construction |
-
2014
- 2014-10-14 CN CN201410540413.9A patent/CN104234041A/en active Pending
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105735335A (en) * | 2015-12-31 | 2016-07-06 | 上海建工五建集团有限公司 | Foundation pile construction method and foundation pile structure |
| CN111119181A (en) * | 2020-01-17 | 2020-05-08 | 中交第四航务工程勘察设计院有限公司 | Pile head cutting method for underwater concrete pile construction |
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Application publication date: 20141224 |