CN101298770B - Bottom enlarging prestress conical pipe pile and construction method thereof - Google Patents

Bottom enlarging prestress conical pipe pile and construction method thereof Download PDF

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Publication number
CN101298770B
CN101298770B CN2008100118544A CN200810011854A CN101298770B CN 101298770 B CN101298770 B CN 101298770B CN 2008100118544 A CN2008100118544 A CN 2008100118544A CN 200810011854 A CN200810011854 A CN 200810011854A CN 101298770 B CN101298770 B CN 101298770B
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China
Prior art keywords
pile
conical pipe
prestress
pipe pile
stake
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Expired - Fee Related
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CN2008100118544A
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Chinese (zh)
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CN101298770A (en
Inventor
孔纲强
杨庆
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Dalian University of Technology
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Dalian University of Technology
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Publication of CN101298770B publication Critical patent/CN101298770B/en
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Abstract

The invention belongs to the technical field of construction pile foundation, more particularly relates to a bottom-expanded prestressing conical pipe pile, characterized in that the invention comprises two parts of the prestressing conical pipe pile body and an expansion head, the pile body adopts the prestressing conical pipe pile formed by jointing a plurality of clamping reverse conical body pipe sections with the same dip angle or with the different dip angles; a cage of reinforcement in the expansion head uses diameter-changing radial way. Cross section of the pile body is circular, hollow quadrangle, hollow hexagon or hollow rectangle. The effect and the benefit of the invention are to enhance positive friction and pile end resistance at the side of the pile, and meanwhile to efficiently lessen the influence by negative friction to the pile body, which guarantees intensity of the pile body and construction pressing efficiency. The bottom-expanded prestressing conical pipe pile is able to give play to the advantages of the prestressing pipe piles, conical piles and bottom-expanded pipes simultaneously and avoids the pitfalls respectively; the invention intensifies utilization rate of intensity of unit material, and enhances the positive friction and pile end resistance at the side of the pile at the same time of effectively reducing the influence by negative friction to the pile body, so as to promote the integral bearing force of the foundation pile.

Description

A kind of bottom enlarging prestress conical pipe pile and job practices thereof
Technical field
The invention belongs to the building pile foundation technical field, relate in particular to a kind of bottom enlarging prestress conical pipe pile and job practices thereof.
Background technology
The pile foundation vertical bearing capacity is made up of pile side friction and end resistance two parts.Traditional uniform section stake exists that the unit materials rate of utilization of strength is low, pile body is subjected to deficiencies such as pile-side negative friction influences significantly; Prestressed concrete pipe pile has pile strength height (C60~C80), advantage such as pile setting capability is strong, bearing capacity of single pile is high, short construction period, cost are low.Tapered pile commonly used at present utilizes back taper body inclined-plane, part power vertically downward is converted into horizontal force, give full play to a side soil body supporting capacity, thereby raising pile side friction, prestress conical pipe pile (as: ZL200420063381.x etc.) is than the equal diameter pile for prestressed pipe, the advantage that better soil layer penetration power, higher aspects such as pile body unit's bearing capacity are arranged, but because the stake basal cross section is long-pending less, cause the end resistance performance to be restricted; Expanded bore pile (as: ZL200410102711.6, ZL200510009681.9 etc.) commonly used at present is on the basis of traditional uniform section stake, to carrying out enlarged footing at the bottom of the stake to increase the stake end cross-sectional area, thereby improve the end resistance value, but this method there is no improvement to the raising of pile side friction, and is subjected to the influence of pile-side negative friction easily and cuts pile foundation integrated carrying ability.
Pretensioning prestressed concrete (or high-strength concrete) pile tube is a kind of hollow cylindrical shell elongate concrete prefabricated units that adopt pretensioned prestressing technology and centrifugal casting to make, and mainly is made up of cylindrical shape pile body, end plate and steel hoop etc.; Advantages such as this type has the pile strength height, pile setting capability is strong, bearing capacity of single pile is high, short construction period, cost are low and be easy to produce in batches, thereby in actual engineering, obtained using widely; Raw material at pile for prestressed pipe are selected, tube coupling is made, the pile tube splicing, quality control, the examination and test of products, store, correlative details such as transportation have been formulated corresponding techniques standard (as: product national standard " Pretensioned spun concrete piles " GB13476-1999, " pretensioning prestressed concrete thin-wall pipe pile " JC888-2001, " pretensioned prestressing pile tube production Technology rules " (FS/QW01-2002), prestressed concrete pipe pile (atlas) 03SG409, Guangdong standard " pile for prestressed pipe basic technology rules " DBJ15-22-98 etc.), belong to relative mature technique.
Summary of the invention
The technical problem to be solved in the present invention provides and a kind ofly can improve positive frictional resistance of a side and end resistance value simultaneously, and can effectively reduce the bottom enlarging prestress conical pipe pile of pile-side negative friction to the pile body influence.
Technical solution of the present invention is as follows:
The present invention improves the needs of prestress conical pipe pile being produced to adapt to traditional equal diameter pile for prestressed pipe production equipment, according to bevel angle θ, the long L of stake of actual engineering design gained and stake footpath D up and down iSize adjust the size dimension of conically shaped pile body, end plate and steel hoop, adopt pretensioned prestressing technology and centrifugal casting to make the prestress conical pipe pile tube coupling.Can make the prestress conical pipe pile that tube coupling pile body cross section is annular, hollow quadrangle, hollow hexagon or hollow triangle shape according to the difference of conically shaped pile body.By the prestress conical pipe pile that is spliced to form to the truncation back taper body tube coupling of the splicing of the truncation back taper body tube coupling at the same inclination angle of more piece or different angle.
For making a stake end enlarged footing that mechanical property preferably be arranged, the present invention designs the radial reinforcing cage of a kind of reducing: connect main muscle and stirrup and the plate that stops and form a kind of radial reinforcing cage system that can reducing together with a kind of articulated body that can activity.Transfer in the process at reinforcing cage, because reinforcing cage upper end is stressed, reinforcing cage is in contraction state to be made it can pass pile tube smoothly to sink down into and expand cavity, the end; When the reinforcing cage lower end sinks down into design height and contacts the soil body, the load that reinforcing cage applies along with reinforcing bar dead weight or upper end stirrup and be launched into radial gradually laterally; Reach at last and stop Board position and stop to further develop that reinforcing cage is in is more radial.
Effect of the present invention and benefit are that the prestress conical pipe pile pile body can improve the positive frictional resistance of stake side, and can effectively reduce the influence of negative friction to pile body simultaneously, and prefabricated prestress conical pipe pile pile body guarantees that easily pile strength and construction are pressed into efficient; Stake end enlarged footing can effectively improve end resistance, and the radial reinforcing cage of reducing can improve the mechanical property of stake end enlarged footing to guarantee intensity.Bottom enlarging prestress conical pipe pile can be brought into play the advantage of pile for prestressed pipe, tapered pile and expanded bore pile simultaneously and avoid its deficiency separately: improve the unit materials rate of utilization of strength, improve stake positive frictional resistance of side and end resistance and can effectively reduce the influence of pile-side negative friction simultaneously, thereby improve the foundation pile total bearing capacity pile body.The inclination angle on this type pile body inclined-plane is difficult for too big, and is a little for middle stub better effects if.
Description of drawings
Fig. 1 is a kind of structural representation of the present invention.
Fig. 2 (a) is a prestress conical pipe pile end plate schematic cross-section of the present invention.
Fig. 2 (b) is that prestress conical pipe pile tube coupling of the present invention is arranged schematic diagram.
Fig. 2 (c) is a prestress conical pipe pile tube coupling schematic cross-section of the present invention.
Fig. 3 (a) is the contraction-like schematic diagram of the radial reinforcing cage of reducing of the present invention.
Fig. 3 (b) is that the radial reinforcing cage of reducing of the present invention launches the shape schematic diagram.
Fig. 4 is a work progress schematic diagram of the present invention.
Among the figure: 1 for profile is the precast prestressed conical pipe pile of truncation back taper, and the horizontal section is up big and down small annular; 2 is present walling pile end enlarged footing; 3 is the conically shaped pile body; 4 is end plate; 5 is steel hoop; 6 is bolt hole; 7 is the presstressed reinforcing steel anchor hole; 8 is presstressed reinforcing steel; 9 is spiral stirrup; 10 is stirrup; 11 is main muscle; 12 is movable articulated body; 13 are the plate that stops; Before Fig. 4 (a) pile sinking (solid arrow is represented pile sinking load direction); Tube coupling pile sinking of Fig. 4 (b) is finished; Fig. 4 (c) electric welding connecting method connects two tube coupling joints; Fig. 4 (d) pile sinking is finished; Fig. 4 (e) gets the interior surface dust of pile tube and becomes cavity (dotted arrow represents to get the surface dust direction) with the shoe and the expansion end; Fig. 4 (f) descending reinforcing cage (dotted arrow is represented the descending reinforcing cage direction); Fig. 4 (g) present walling pile end enlarged footing (dotted arrow is represented the concreting direction); Fig. 4 (h) pile.
The specific embodiment
Be described in detail specific embodiments of the invention below in conjunction with technical scheme and accompanying drawing.
At first adopt static pressure method, hammering method, lash method, water jetting, prebored hole method and in methods such as pick method will have stake point (boots) a first segment prestress conical pipe pile tube coupling (also claim end stake, sink to as shown in Figure 2) in the soil (as Fig. 4 (a) (b) shown in); Next adopts end plate electric welding connecting method to connect the second joint prestress conical pipe pile tube coupling and makes it to sink to (shown in Fig. 4 (c)) in the soil, finishes successively and sinks to the design elevation place at the bottom of a few pipe joint stakes in back make, stake reaches designing requirement (shown in Fig. 4 (d)); Then take out stake point (boots), utilize in borrow equipment (inhaling indigenous equipment etc. as air) the taking-up pile tube and be positioned at the soil plug of pile body bottom (when adopting open-type stake point (boots), soil plug highly be about 1/3 long, when adopting closed type stake point (boots), the soil plug is highly relatively littler), situations such as check tubular pile body quality and repetition measurement pile sinking length; Expand the end at the bottom of utilizing bottom-expanding equipment to stake then, make a bottom portion form a base cavity pocket, inhale soil (shown in Fig. 4 (e)) in the indigenous equipment taking-up cavity with air greater than bottom stake footpath; Then sink to being in the radial reinforcing cage of contraction-like reducing (shown in Fig. 3 (a)) again, when reinforcing cage sinks down into design elevation, apply a load in the reinforcing cage upper end and make it be launched into radial (shown in Fig. 3 (b)), finish the process of transferring (shown in Fig. 4 (f)) of reinforcing cage; Cast-in-situ concrete forms the stake major part and guarantees major part rule moulding link to each other with prefabricated prestressing pipe pile well with the present walling pile major part (shown in Fig. 4 (g)) at the bottom of stake then again; Last pile is finished (shown in Fig. 4 (h)).

Claims (3)

1. bottom enlarging prestress conical pipe pile, comprise prestress conical pipe pile pile body and enlarged footing two parts, it is characterized in that: pile body adopts the prestress conical pipe pile that is spliced to form to the truncation back taper body tube coupling of the splicing of the truncation back taper body tube coupling at the same inclination angle of more piece or different angle; Reinforcing cage in the enlarged footing adopts the radial form of reducing.
2. a kind of bottom enlarging prestress conical pipe pile according to claim 1 is characterized in that: the pile body cross section is annular, hollow quadrangle, hollow hexagon or hollow triangle.
3. the job practices of the described a kind of bottom enlarging prestress conical pipe pile of claim 1 is characterized in that following steps:
(1) the first segment prestress conical pipe pile tube coupling that adopts static pressure method, hammering method, lash method, water jetting, prebored hole method or middle pick method will have shoe sinks in the soil;
(2) adopt end plate electric welding connecting method to connect the second joint prestress conical pipe pile tube coupling and make it to sink in the soil, finish successively and sink to the design elevation place at the bottom of a few pipe joint stakes in back make, stake reaches designing requirement;
(3) take out shoe, utilize borrow equipment to take out the soil plug that is positioned at the pile body bottom in the pile tube;
(4) expand the end at the bottom of utilizing bottom-expanding equipment to stake, make a bottom portion form a base cavity pocket, inhale indigenous equipment with air and take out soil in the cavity greater than bottom stake footpath;
(5) sink to being in the radial reinforcing cage of contraction-like reducing, when reinforcing cage sank down into design elevation, apply a load that it is launched into was radial in the reinforcing cage upper end, finished the process of transferring of reinforcing cage;
(6) cast-in-situ concrete forms the stake major part and guarantees that a major part rule moulding links to each other well with prefabricated prestressing pipe pile with the present walling pile major part at the bottom of stake, and pile is finished.
CN2008100118544A 2008-06-12 2008-06-12 Bottom enlarging prestress conical pipe pile and construction method thereof Expired - Fee Related CN101298770B (en)

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CN101298770B true CN101298770B (en) 2010-06-23

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CN101649613B (en) * 2009-09-03 2011-11-30 广州市建筑科学研究院新技术开发中心有限公司 Enlarged head prestress tubular pile and construction method thereof
CN101899838B (en) * 2010-04-27 2012-02-01 河海大学 Bottom-grouting-enlarged small-diameter prestressed tubular pile composite foundation construction method
CN102587372A (en) * 2012-02-27 2012-07-18 侯隆飙 Construction method for burying pile by under reaming and grouting
CN102839655B (en) * 2012-09-18 2014-04-09 中国地质大学(武汉) Cast-in-place five-star-shaped end part threaded tapered pile and construction method of cast-in-place five-star-shaped end part threaded tapered pile
CN102839654A (en) * 2012-09-18 2012-12-26 中国地质大学(武汉) Cast-in-place X-shaped tapered pile with threaded end and construction method of tapered pile
CN102936902A (en) * 2012-10-30 2013-02-20 广东明阳风电产业集团有限公司 Cup type concrete wind power tower foundation
CN103266603A (en) * 2013-05-27 2013-08-28 浙江城建建设集团有限公司 Construction method for pre-drilling hole-forming base-expanding and grouting of prestressed concrete special-shaped pile
CN103911986B (en) * 2014-03-31 2016-01-20 福建工程学院 A kind of construction method combining strike-on steel pipe pile
CN106245629B (en) * 2016-09-13 2018-10-16 大连理工大学 A kind of anti-skid uplift pile in mountain area and its design method
CN110055954A (en) * 2018-01-17 2019-07-26 中国电力科学研究院有限公司 A kind of squeezed bored concrete pile force bearing disk arrangement of reinforcement device and application method
CN111877324A (en) * 2020-06-28 2020-11-03 东南大学 Expanded-base composite pile and construction method thereof

Citations (3)

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Publication number Priority date Publication date Assignee Title
CN2039321U (en) * 1988-07-18 1989-06-14 阜新矿务局建设处 Taper pipe pile of reinforced concrete
CN2231275Y (en) * 1994-05-12 1996-07-17 王光明 Reinforced pile with rotary spray composite pile
EP0758699A1 (en) * 1995-07-31 1997-02-19 Dipl.Ing. Helmut Hemmerlein GmbH & CO. Bau KG. Method for installing tapered piles, tapered piles, and foundation structures made with these piles

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN2039321U (en) * 1988-07-18 1989-06-14 阜新矿务局建设处 Taper pipe pile of reinforced concrete
CN2231275Y (en) * 1994-05-12 1996-07-17 王光明 Reinforced pile with rotary spray composite pile
EP0758699A1 (en) * 1995-07-31 1997-02-19 Dipl.Ing. Helmut Hemmerlein GmbH & CO. Bau KG. Method for installing tapered piles, tapered piles, and foundation structures made with these piles

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