CN105256790A - Prefabricated skirt type pipe pile used for drainage and added with pile body inclined support and construction method thereof - Google Patents

Prefabricated skirt type pipe pile used for drainage and added with pile body inclined support and construction method thereof Download PDF

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CN105256790A
CN105256790A CN201510761682.2A CN201510761682A CN105256790A CN 105256790 A CN105256790 A CN 105256790A CN 201510761682 A CN201510761682 A CN 201510761682A CN 105256790 A CN105256790 A CN 105256790A
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pile
rectangular
prefabricated
pile tube
prefabricated skirt
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CN105256790B (en
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唐晓武
李姣阳
周力沛
陆韬羽
张超
甘鹏路
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Zhejiang University ZJU
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Zhejiang University ZJU
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Abstract

The invention discloses a prefabricated skirt type pipe pile used for drainage and added with a pile body inclined support and a construction method thereof. The prefabricated skirt type pipe pile with a perforated pile body is provided with multiple laps of rectangular through hole structures on the side wall at intervals in the axial direction of the pile, wherein the multiple laps of rectangular through hole structures comprise rectangular through holes uniformly distributed in the peripheral direction of the pile body at intervals; prefabricated concrete blocks are hinged and mounted at the tops of the rectangular through holes; and the external of the prefabricated skirt type pipe pile is coated with geotextile. The pipe pile is planted in a soil mass through static pressure; water in soil around the pile is drained after entering an inner pipe through the geotextile and gaps; the prefabricated concrete blocks outwards expand by angles, and the expansion angles are increased through secondary pressing and beating; such fillers as gravels are filled and compacted; and a gravel cushion layer and a grid can be filled back, or a pile bearing table can be arranged after levelness. The pile increases the pile surrounding resistance force through drainage; the concrete blocks are spread to provide lateral support force; the vertical bearing capacity can be greatly improved; the pile body settlement is effectively reduced; and the pile can be suitable for the foundation treatment under complicated geological conditions, can serve as an engineering pile after secondary pressing and beating, is free of construction noise and slurry pollution, and is low in ground disturbance.

Description

Draining and set up prefabricated skirt-type pile tube and the construction method thereof of pile body bearing diagonal
Technical field
The invention belongs to a kind of pile tube and construction method thereof, particularly engineering construction technology field a kind of draining and set up prefabricated skirt-type pile tube and the construction method thereof of pile body bearing diagonal.
Background technology
Along with the continuous expansion of construction scale of projects and scope, corresponding engineering geological conditions becomes increasingly complex.The basement process of such as coastal region in east China weak soil, enclose the basement process etc. of basement process and high-speed railway in extra large reclamation work.In these foundation treatment engineerings, first two is soft foundation, and the bearing capacity of foundation soil that conventional ground stabilization obtains is difficult to reach requirement; Rear a kind of for requiring the special engineering that foundation settlement is very little.In the basement process of these complex conditions, pile foundation technology is absolutely necessary.But although the cheap pile strength of traditional flexible pile composite foundation is low, reinforcement depth is limited, settlement Control and bearing capacity are also difficult to reach requirement; Although rigid pile pile strength is high, if the large control settlement of reinforcement depth, needs increasing depths and stake footpath, thus increase the cost of basement process greatly; And cast-in-situ concrete large-diameter tubular pile newly developed (PCC stake) is although combine the advantage of above two kinds of stakes, there is again supporting capacity limited, settlement Control is limited and work progress produces the shortcomings such as mud contamination.
Therefore, develop and a kind ofly can produce in batches and greatly improve bearing capacity of pile foundation and can effectively the prefabricated skirt-type pile tube of control settlement and construction method thereof have great importance.
Summary of the invention
In order to solve Problems existing in background technology, the object of this invention is to provide a kind of draining and set up prefabricated skirt-type pile tube and the construction method thereof of pile body bearing diagonal, pile peripheral earth frictional resistance is promoted by discharging consolidation, there is provided lateral support by setting up pile concrete block bearing diagonal, thus the object greatly improving bearing capacity of pile foundation and control settlement can be realized.
The technical scheme that the present invention proposes to adopt is as follows:
One, a kind of can draining and set up the prefabricated skirt-type pile tube of pile body bearing diagonal:
The prefabricated skirt-type tubular pile body sidewall of pile body perforate has multi-turn rectangular through-hole structure along stake axially spaced-apart, multi-turn rectangular through-hole structure comprises along pile body circumference at least one pair of rectangular through-hole uniformly at intervals, rectangular through-hole top is hinged is provided with the precast concrete block providing lateral support, precast concrete block and rectangular through-hole surrounding leaves gap so that draining; Prefabricated skirt-type pile tube outer cover has for reducing the geotextile rubbed.
Rectangular through-hole location dislocation distribution in described different multi-turn rectangular through-hole structures, often in circle, rectangular through-hole is that symmetric points are circumferentially symmetrical arranged with the center of circle.
Described rectangular through-hole top build-in has sleeve circumferentially, sleeve turns core body built with cylinder, cylinder is turned bottom core body and is fixedly rigidly connected by junction plate and precast concrete block, and precast concrete block turns the hinged realization of core body and sleeve and the hinged of prefabricated skirt-type pile tube by cylinder.
Described rectangular through-hole is long limit along the stake length direction of prefabricated skirt-type pile tube.
Described precast concrete block is rectangle, and thickness equals the thickness of prefabricated skirt-type tubular pile body, and surfaces externally and internally curvature is identical with the curvature of prefabricated skirt-type tubular pile body outboard sidewalls.
The pile top of described prefabricated skirt-type pile tube adopts precast concrete pile top.
Described sleeve, cylinder turn core body and junction plate all adopts steel material.
When External Force Acting is in precast concrete block, cylinder turns core body rotation and drives precast concrete block outwards to open certain angle by being built in rectangular through-hole, and the steel design in articulated structure need carry out antirust treatment.
Two, a kind of can draining and set up the construction method of the prefabricated skirt-type pile tube of pile body bearing diagonal:
The first step: arbitrary for claim 1 ~ 7 described pile tube is implanted in the soil body by static pressure mode;
Second step: the water in the soil around pile soil body to be penetrated in prefabricated skirt-type pile tube by the gap of precast concrete block surrounding and rectangular through-hole through geotextile and carries out draining after pipe;
3rd step: after discharging consolidation, by extruding-spreading device by outside for precast concrete block hinged in rectangular through-hole expanded angle, then secondary pressure beats prefabricated skirt-type pile tube, and the flared subtended angle of precast concrete block is expanded until preset maximum value;
4th step: continue to pour into the fillers such as rubble and compacting from the inside pipe in prefabricated skirt-type pile tube top, backfill hardcore bed and grid or pile cap is set after smooth.
After described backfill, the height of top layer grid is identical with design elevation.
The present invention is prefabricated tubular pile, and its Bearing Capacity of Composite Foundation calculates and generally obtains according to certain principle superposition pile body bearing capacity and inter-pile soil bearing capacity.The quality of pile body can ensure, construction noiselessness and mud contamination and little to ground perturbation.
In sum, tool of the present invention has the following advantages and effect:
The advantage of composite foundation adopting the present invention to reinforce is its improvement in bearing capacity and sedimentation, namely the ultimate bearing capacity of the composite foundation with piles in inhomogeneous strata that the ultimate bearing force rate of the composite foundation of pile body reinforcing of the present invention is common is greatly improved, sedimentation also will effectively reduce, and be mainly manifested in the following aspects:
(1) drain function of prefabricated skirt-type pile tube can accelerate the discharging consolidation of the soil body outside pile tube (especially soft clay), and inter-pile soil shear strength improves, and inter-pile soil bearing capacity is improved.
(2) process that the bearing diagonal of prefabricated skirt-type pile tube is opened has crowd in-out effects to inter-pile soil, can further improve the bearing capacity of inter-pile soil.
(3), after precast concrete block bearing diagonal launches, pile tube secondary pressure is laid in the process of falling, and inter-pile soil produces vertical counter-force to bearing diagonal, will improve the bearing capacity of prefabricated skirt-type pile tube greatly.
(4) improvement of inter-pile soil body, prefabricated tubular pile outer frictional resistance will increase, and the metaling backfilling also compacting in prefabricated tubular pile in pipe also will produce additional friction resistance inside stake, thus improve the bearing capacity of prefabricated skirt-type pile tube.
(5) prefabricated skirt-type tubular pile body bearing diagonal provides lateral support can effectively reduce pile body axis power, thus effective reduction pile body decrement and pile top penetration amount, the most significantly reduce pile head settlement amount.
Accompanying drawing explanation
Fig. 1 is the present invention's prefabricated skirt-type pile tube overall structure schematic diagram.
Fig. 2 is Fig. 1 localized hinge schematic enlarged-scale view.
Fig. 3 is A-A sectional drawing in a pair rectangular through-hole situation in Fig. 1.
Fig. 4 is the pilework partial elevation view in Fig. 1 between B, C line.
Fig. 5 is drainage procedure schematic diagram after prefabricated skirt-type pile tube is implanted.
Fig. 6 is that extruding-spreading device releases hinged concrete block schematic diagram in pile tube.
Fig. 7 is prefabricated skirt-type pile tube backfill metaling and composite foundation schematic diagram after performing bed course and grid.
In figure: 1, prefabricated skirt-type pile tube, 2, articulated structure, 3, precast concrete block, 4, rectangular through-hole, 5, geotextile, 6, soil around pile, 7, lifting machine, 8, extruding-spreading device, 9, hardcore bed and grid, 10, sleeve, 11, cylinder turns core body, 12, junction plate, 13, precast concrete block pile top.
Detailed description of the invention
Below in conjunction with drawings and Examples, the invention will be further described.
As shown in Figure 1, the present invention has multi-turn rectangular through-hole structure along stake axially spaced-apart on the prefabricated skirt-type pile tube 1 pile body sidewall of pile body perforate, multi-turn rectangular through-hole structure comprises along pile body circumference at least one pair of rectangular through-hole 4 uniformly at intervals, rectangular through-hole 4 top provides the precast concrete block 3 of lateral support by the hinged installation of articulated structure 2, and precast concrete block 3 and rectangular through-hole 4 surrounding leave gap so that draining; Prefabricated skirt-type pile tube outer cover has geotextile 5 for reducing to rub so that the implantation of stake and anti-filter draining.
As shown in Figure 3, concrete implement in different multi-turn rectangular through-hole structures in the distribution of rectangular through-hole 4 location dislocation, often in circle rectangular through-hole 4 with prefabricated skirt-type pile tube 1 center of circle for symmetric points are circumferentially symmetrical arranged.Often in circle, the quantity of rectangular through-hole 4 and the number of turns of rectangular through-hole structure can be determined according to real needs.
Articulated structure 2 place as shown in Figure 2,4, rectangular through-hole 4 top build-in has sleeve 10 circumferentially, sleeve 10 turns core body 11 built with cylinder, cylinder is turned bottom core body 11 and fixedly is rigidly connected by junction plate 12 and precast concrete block 3, and precast concrete block 3 turns core body 11 and the hinged realization of sleeve 10 and the hinged of prefabricated skirt-type pile tube 1 by cylinder.
As shown in Figure 4, rectangular through-hole 4 is long limit along the stake length direction of prefabricated skirt-type pile tube 1, to ensure support force.
Precast concrete block 3 is rectangle, and thickness equals the thickness of prefabricated skirt-type pile tube 1 pile body, and surfaces externally and internally curvature is identical with the curvature of prefabricated skirt-type pile tube 1 pile body outboard sidewalls.
The pile top of prefabricated skirt-type pile tube 1 adopts precast concrete pile top 13, makes interior pipe be in closed state, so that extract the pore water penetrating into interior pipe out.
Sleeve 10, cylinder turn core body 11 and junction plate 12 all adopts steel material.
When External Force Acting is in precast concrete block 3, cylinder turns core body 11 rotation and drives precast concrete block 3 outwards to open certain angle by being built in rectangular through-hole 4.
The present invention is in pile body perforate, and hinged precast concrete block in hole, pile body cover geotextile, the draining of stake side can improve the soil body, and stretching out concrete block can provide lateral support, and its construction method is different from general prefabricated tubular pile construction.Adopt the present invention prefabricated skirt-type pile tube first to be overlapped special geotextile in work progress and reduce pile side friction, be conducive to pile tube and implant in soil; After discharging consolidation a period of time, by extruding-spreading device, angle certain in soil around pile is thrust in the precast concrete block be hinged in rectangular through-hole release, very large lateral support can be provided for preformed pile like this, and the settling amount of preformed pile can be reduced.The backfill of last pile tube inside also will increase pile side friction.These factors comprehensive, the bearing capacity of this kind of stake will increase greatly, and also effectively can reduce settling amount.
Principle of the present invention is as follows:
Inside prefabricated skirt-type pile tube, bed course, outside soil around pile, stake, metaling interacts and forms rigid pile composite foundation.According to theory of composite foundation, formula below can be adopted to estimate its bearing capacity:
p cf=k 1mp pf+k 2λ(1-m)p sf(1)
P in formula cf-Bearing Capacity of Composite Foundation, kPa;
P pf-ultimate bearing capacity of single pile, kPa;
P sf-natural ground ultimate bearing capacity, kPa;
K 1pile body ultimate bearing capacity comparatively ultimate bearing capacity of single pile raising coefficient in-composite foundation;
K 2inter-pile soil ultimate bearing capacity comparatively natural ground ultimate bearing capacity raising coefficient in-composite foundation;
M-composite foundation replacement ratio;
When λ-composite foundation pile body destroys, inter-pile soil ultimate strength performance degree.
Assuming that under pile shaft material intensity generally can meet requirement for bearing capacity situation, the ultimate bearing capacity expression formula of prefabricated skirt-type pile tube is
p pf=[∑f inS inL i+∑f exS exL i+nR sA ssinθ+R pA p]/A p(2)
F in formula inmetaling ultimate friction capacity inside-pile tube;
F exthe ultimate friction capacity of soil around pile outside-pile tube;
S inpile body peripheral length inside-pile tube;
S expile body peripheral length outside-pile tube;
L i-by each section of stake of compartmentalize soil long (not comprising rectangular through-hole along stake length direction length);
R sthe average ultimate vertical bearing capacity of-precast concrete block bearing diagonal place soil body;
A s-pile tube often encloses precast concrete block inner surface in rectangular through-hole and amasss sum;
R p-end ultimate bearing capacity;
A p-pile body area of section;
N-pile tube offers the rectangular through-hole number of turns;
θ-precast concrete block bearing diagonal launches angle that is rear and vertical direction;
K in formula 1 1in reflection composite foundation, the increase of pile body ultimate bearing capacity, this is because inter-pile soil is to pile body lateral pressure, makes pile body practical limit bearing power increase.The more common pile tube of prefabricated skirt-type pile tube because of the expansion of side direction bearing diagonal larger to the lateral pressure of inter-pile soil, pile body ultimate bearing capacity will have more raisings.K 2the raising of reflection composite foundation inter-pile soil ultimate bearing capacity, the more common pile tube of prefabricated skirt-type pile tube is except to except the crowd in-out effects of inter-pile soil, draining through rectangular through-hole can accelerate the consolidation of inter-pile soil, and inter-pile soil shear strength will have larger raising, and inter-pile soil bearing capacity is improved greatly.Two, centre in the more common friction pile of formula 2 prefabricated skirt-type pile tube ultimate bearing capacity formula is many bracket, the i.e. lateral support of the collateral resistance of metaling and the precast concrete block bearing diagonal of expansion in pile tube.So the ultimate bearing capacity p of prefabricated skirt-type pile tube pfgreat raising will be had.
Composite type 1 and formula 2 can be known, the ultimate bearing capacity of composite foundation that prefabricated skirt-type pile tube is reinforced and the ultimate bearing capacity of common composite foundation with piles in inhomogeneous strata are greatly improved.Conclusion has following several aspect:
(1) drain function of prefabricated skirt-type pile tube can accelerate the discharging consolidation of the soil body outside pile tube (especially soft clay), and inter-pile soil shear strength improves, and inter-pile soil bearing capacity is improved.
(2) process that the bearing diagonal of prefabricated skirt-type pile tube is opened has crowd in-out effects to inter-pile soil, can further improve the bearing capacity of inter-pile soil.
(3), after precast concrete block bearing diagonal launches, pile tube secondary pressure is laid in the process of falling, and inter-pile soil produces vertical counter-force to bearing diagonal, will improve the bearing capacity of prefabricated skirt-type pile tube greatly.
(4) improvement of inter-pile soil body, prefabricated tubular pile outer frictional resistance will increase, and the metaling backfilling also compacting in prefabricated tubular pile in pipe also will produce additional friction resistance inside stake, thus improve the bearing capacity of prefabricated skirt-type pile tube.
The total settlement S of the composite foundation that prefabricated skirt-type pile tube is reinforced can be expressed as two-part sum, that is:
S=S 1+S 2(3)
In formula: S 1-composite foundation stabilization district decrement;
S 2substratum decrement in stabilization zone in-ground thickness of compressed layer;
Composite foundation stabilization district decrement S 1comprise thrusting of pile body decrement and pile top.Have formula 1 and 2 analysis of Ultimate known, the side-friction force of prefabricated skirt-type pile tube and pile body lateral support make pile body axis power less, and the decrement of pile body reduces, and the reduction of end resistance can reduce thrusting of pile top.So this composite foundation stabilization district decrement of reinforcing will reduce greatly.According to existing theory of composite foundation, decrement and the common pile tube of substratum are more or less the same.So the more common pile tube of total decrement has very large reduction, so under identical upper load, prefabricated skirt-type pile tube reinforce under the settling amount of composite foundation will reduce greatly.
The present invention is also different from general prefabricated tubular pile construction in construction method, specific implementation process is as follows: the first step: set pile foundation position of sound production and the supporting precast concrete pile top 13 of prefabricated skirt-type pile tube 1 in design, there is by cover in such as Fig. 1 the prefabricated skirt-type pile tube 1 of geotextile 5 to winch in precast concrete pile top by lifting machine 7 and do connection handling, adopting press device to implant in the soil body prefabricated skirt-type pipe pile static-pressure to projected depth.
Second step: because the soil body is squeezed, the water in soil around pile 6 carries out draining after geotextile 5 penetrates into interior pipe by the gap of precast concrete block 3 surrounding and rectangular through-hole 4, as shown in Figure 5;
3rd step: as shown in Figure 6, after discharging consolidation a period of time, in prefabricated skirt-type pile tube 1, often will enclose hinged precast concrete block 3 in rectangular through-hole 4 from the bottom to top by a set of extruding-spreading device 8 and launch certain angle, beat through secondary pressure again, soil around pile 6 extrudes, and subtended angle can expand further until preset maximum value;
4th step: continue to pour into metaling and compacting from the inside pipe in prefabricated skirt-type pile tube 1 top, backfill hardcore bed and grid 9 after smooth, after backfill, the height of top layer grid is identical with design elevation, as shown in Figure 7.
Described 3rd step working procedure detail is as follows: extruding-spreading device 8 winches to rectangular through-hole 4 position by lifting machine 7, extruding-spreading device 8 can adopt hydraulic machinery pawl structure etc., extruding-spreading device 8 stretches point number and often to enclose rectangular through-hole number equal, and can provide enough flared power that precast concrete block 3 is burst during geotextile 5 goes forward side by side and bury, outwards launch under the External Force Acting that precast concrete block 3 provides at extruding-spreading device 8, outwards launching to enter in soil around pile 6 with vertical angled oblique cutting from being vertically built in rectangular through-hole 4 to become, playing bearing capacity.
For the raising of checking the present invention prefabricated skirt-type pile tube ultimate bearing capacity, the model testing simplified.
Embodiment one:
The soil body of testing site is flour sand, and the stake shape that test employing simplifies replaces the prefabricated tubular pile in the present invention.Simplify stake shape: external diameter 150mm, internal diameter 130mm, the pile tube of long 1.5m.Material is carbon steel, does not arrange bearing diagonal from stake top along in pile body 30cm, from pile body 30cm place, arranges welding one and encloses reinforcing bar replacement precast concrete block bearing diagonal, do not establish, altogether arrange 6 circles at the bottom of stake every 20cm.Bar diameter 20mm, length 80mm are 45 degree with pile body angle.Adopt check experiment, makes 3 pile bodies, be the steel pipe pile of non-welded reinforcement respectively, often enclose the steel pipe pile that steel pipe pile, the often lap welding of only welding a pair reinforcing bar connect two pairs of reinforcing bars.
First ground on the scene borehole, it is long that hole depth is less than stake, and above-mentioned 3 kinds of stake shapes are put into borehole, and then static pressure pile body is to projected depth, the compacting of interior pipe backfill metaling.Carry out static load test of pile again.Result of the test shows: the steel pipe pile being welded with the steel pipe pile of reinforcing bar more common is significantly improved in bearing capacity.Relative to the steel pipe pile of non-welded reinforcement, the Bearing Capacity of Steel Pipe Piles welding a pair reinforcing bar improves about 12%, and the Bearing Capacity of Steel Pipe Piles of welding two pairs of reinforcing bars then approximately improves 18%.
Embodiment two:
Testing site engineering geological conditions changes silty clay into, the prefabricated tubular pile that test still adopts the stake shape of simplification to replace in the present invention.The stake shape simplified is all consistent with the parameter in embodiment one.The steel pipe pile of the non-welded reinforcement of same contrast, often enclose the steel pipe pile only welding a pair reinforcing bar, steel pipe pile that every lap welding connects two pairs of reinforcing bars.Static load test of pile result shows: under silty clay condition, and with the bearing power increase of the prefabricated tubular pile of bearing diagonal, comparatively flour sand is more obvious.The Bearing Capacity of Steel Pipe Piles welding a pair reinforcing bar improves 15% nearly, and the bearing power increase welding the steel pipe pile of two pairs of reinforcing bars is about 20%.
Formula 1 in contrast principle analysis and formula 2, do not have the prefabricated skirt-type pile tube of the present invention to increase consolidation draining, do not have the reinforcement of the bearing capacity of soil around pile and pile body in bearing capacity calculation in above-mentioned two embodiments; Borehole implantation in advance reduces the crowd in-out effects of the soil body compared with implanting with static pressure direct in the present invention; In the present invention, the expansion of precast concrete block is also by further solid soil; Comprehensive two embodiments and formula 1 and 2 known, the raising of the bearing capacity of the prefabricated tubular pile that prefabricated skirt-type pile tube of the present invention is relatively common will be more remarkable.
Above-mentioned detailed description of the invention is used for explaining and the present invention is described, instead of limits the invention, and in the protection domain of spirit of the present invention and claim, any amendment make the present invention and change, all fall into protection scope of the present invention.

Claims (9)

1. an energy draining and set up the prefabricated skirt-type pile tube of pile body bearing diagonal, it is characterized in that: prefabricated skirt-type pile tube (1) the pile body sidewall of pile body perforate has multi-turn rectangular through-hole structure along stake axially spaced-apart, multi-turn rectangular through-hole structure comprises along pile body circumference at least one pair of rectangular through-hole (4) uniformly at intervals, rectangular through-hole (4) top is hinged is provided with the precast concrete block (3) providing lateral support, and precast concrete block (3) and rectangular through-hole (4) surrounding leave gap so that draining; Prefabricated skirt-type pile tube outer cover has for reducing the geotextile (5) rubbed.
2. according to claim 1 a kind of can draining and set up the prefabricated skirt-type pile tube of pile body bearing diagonal, it is characterized in that: rectangular through-hole (4) the location dislocation distribution in described different multi-turn rectangular through-hole structures, each rectangular through-hole of often enclosing is that symmetrical centre is circumferentially symmetrical arranged with the center of circle of prefabricated skirt-type pile tube (1).
3. according to claim 1 a kind of can draining and set up the prefabricated skirt-type pile tube of pile body bearing diagonal, it is characterized in that: described rectangular through-hole (4) top build-in has sleeve (10) circumferentially, sleeve (10) turns core body (11) built with cylinder, cylinder is turned core body (11) bottom and is fixedly rigidly connected by junction plate (12) and precast concrete block (3), and precast concrete block (3) turns core body (11) and the hinged realization of sleeve (10) and the hinged of prefabricated skirt-type pile tube (1) by cylinder.
4. according to claim 1 a kind of can draining and set up the prefabricated skirt-type pile tube of pile body bearing diagonal, it is characterized in that: described rectangular through-hole (4) is long limit along the stake length direction of prefabricated skirt-type pile tube (1).
5. according to claim 1 a kind of can draining and set up the prefabricated skirt-type pile tube of pile body bearing diagonal, it is characterized in that: described precast concrete block (3) is rectangle, thickness equals the thickness of prefabricated skirt-type pile tube (1) pile body, and surfaces externally and internally curvature is identical with the curvature of prefabricated skirt-type pile tube (1) pile body outboard sidewalls.
6. according to claim 1 a kind of can draining and set up the prefabricated skirt-type pile tube of pile body bearing diagonal, it is characterized in that: the pile top of described prefabricated skirt-type pile tube (1) adopts precast concrete pile top (13).
7. according to claim 1 a kind of can draining and set up the prefabricated skirt-type pile tube of pile body bearing diagonal, it is characterized in that: described sleeve (10), cylinder turn core body (11) and junction plate (12) all adopts steel material.
When External Force Acting is in precast concrete block, turn core body rotation and drive precast concrete block outwards to open certain angle by being built in rectangular through-hole, and the steel design in articulated structure need carry out antirust treatment.
8. being applied to a kind of of the arbitrary described pile tube of claim 1 ~ 7 can draining and set up the construction method of the prefabricated skirt-type pile tube of pile body bearing diagonal, it is characterized in that adopting following steps:
The first step: arbitrary for claim 1 ~ 7 described pile tube is implanted in the soil body by static pressure mode;
Second step: the water in soil around pile (6) carries out draining after geotextile (5) penetrates into the interior pipe of prefabricated skirt-type pile tube (1) by the gap of precast concrete block (3) surrounding and rectangular through-hole (4);
3rd step: after discharging consolidation, by precast concrete block (3) hinged in rectangular through-hole (4) outwards expanded angle, secondary pressure beats prefabricated skirt-type pile tube (1) again, and the flared subtended angle of precast concrete block (3) is expanded until preset maximum value;
4th step: continue to pour into metaling and compacting from the inside pipe in prefabricated skirt-type pile tube (1) top, backfills hardcore bed and grid (9) after smooth.
9. according to claim 8 a kind of can draining and set up the construction method of the prefabricated skirt-type pile tube of pile body bearing diagonal, it is characterized in that: after described backfill, the height of top layer grid is identical with design elevation.
CN201510761682.2A 2015-11-10 2015-11-10 Prefabricated skirt type pipe pile used for drainage and added with pile body inclined support and construction method thereof Active CN105256790B (en)

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Cited By (4)

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CN105648872A (en) * 2016-02-03 2016-06-08 济南轨道交通集团有限公司 Device and construction method for prefabricated seepage column
CN112609685A (en) * 2020-12-08 2021-04-06 江苏大学 Concrete pipe pile system suitable for soft soil foundation and construction method thereof
CN114517473A (en) * 2022-02-10 2022-05-20 江苏开放大学(江苏城市职业学院) Prefabricated pipe pile suitable for soft soil stratum and capable of effectively enhancing bearing capacity and construction method of prefabricated pipe pile
CN115012395A (en) * 2022-07-25 2022-09-06 中交一公局集团有限公司 Tubular pile assembly

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CN104846809A (en) * 2015-03-31 2015-08-19 浙江大学 Prefabricated tubular pile capable of draining water and increasing frictional resistance and construction method thereof
CN205276254U (en) * 2015-11-10 2016-06-01 浙江大学 Drainage is and add prefabricated skirt tubular pile of pile body bearing diagonal

Cited By (6)

* Cited by examiner, † Cited by third party
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CN105648872A (en) * 2016-02-03 2016-06-08 济南轨道交通集团有限公司 Device and construction method for prefabricated seepage column
CN112609685A (en) * 2020-12-08 2021-04-06 江苏大学 Concrete pipe pile system suitable for soft soil foundation and construction method thereof
CN114517473A (en) * 2022-02-10 2022-05-20 江苏开放大学(江苏城市职业学院) Prefabricated pipe pile suitable for soft soil stratum and capable of effectively enhancing bearing capacity and construction method of prefabricated pipe pile
LU502585B1 (en) * 2022-02-10 2023-08-10 Univ Jiangsu Open Prefabricated pipe pile suitable for soft soil stratum to effectively enhance bearing capacity and construction method thereof
CN115012395A (en) * 2022-07-25 2022-09-06 中交一公局集团有限公司 Tubular pile assembly
CN115012395B (en) * 2022-07-25 2024-03-22 中交一公局集团有限公司 Tubular pile assembly

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