CN1367296A - Soft foundation composite ground base construction method for field pouring pipe pile with large diameter - Google Patents
Soft foundation composite ground base construction method for field pouring pipe pile with large diameter Download PDFInfo
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- CN1367296A CN1367296A CN 02112538 CN02112538A CN1367296A CN 1367296 A CN1367296 A CN 1367296A CN 02112538 CN02112538 CN 02112538 CN 02112538 A CN02112538 A CN 02112538A CN 1367296 A CN1367296 A CN 1367296A
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Abstract
A method for constructing cast-in-place pipe pile composite ground base on the soft ground is characterized by that a hollow structure with internal and external casing pipes is adopted and draven into the ground base, and a specially-designed casing pipe forming large-diameter in-situ pipe pile casting machine is used, then the concrete is placed in-situ so as to obtain the large-diameter cast-in-place pipe pile, and on its top portion, a sandstone layer and geotechnical grille and laid. This invention is a thin-wall pipe pile, belonging to the rigid pile, and its trength is high.
Description
Technical field
The present invention relates on soft foundation, carry out the method for pouring pipe pile composite foundation construction.
Background technology
Before the present invention makes, in the work progress of high-grade highway, municipal administration and industry and civilian construction, must carry out consolidation process to soft foundation, increase the stability of ground and reduce sedimentation, above-mentioned building can be ensured the quality of products, safe handling.At present, what generally use is the composite foundation technology of performance pile soil common action, as methods such as granular material pile composite foundations such as rubble, cement mixing method composite foundation, rigidity precast concrete pile composite foundations.
Granular material pile composite foundation method costs such as rubble are low, but pile strength is low; Cement mixing method composite foundation construction quality is difficult to control, and testing cost height and reinforcement depth are limited; Rigidity precast concrete pile speed of application is fast, and it is big to handle the degree of depth, suitable various geological conditionss, but precast concrete pile need be prefabricated in the factory, and want configuration reinforcement so that transport and the scene sets, make ground stabilization involve great expense.
Summary of the invention
Purpose of the present invention just is to overcome above-mentioned defective, designs a kind of pouring pipe pile with large diameter composite foundation construction method that soft foundation is punished.
Technical scheme of the present invention is: soft foundation composite ground base construction method for field pouring pipe pile with large diameter, and its major technique is characterised in that:
(1) sleeve pipe is become mould pouring pipe pile with large diameter machine be arranged in the ground place that to drive piles;
(2) the Vibration on Start-up head vibrates downwards, and it is downward to drive the internal and external casing cavity structure that is attached thereto;
(3) the internal and external casing cavity structure is squeezed in the ground under the protection of flap valve pile shoe structure closure;
(4) when the internal and external casing cavity structure sinks to predetermined projected depth, in the cavity of internal and external casing cavity structure, evenly inject concrete by the concrete current divider;
(5) the internal and external casing cavity structure is upwards extracted in the vibration head vibration, and flap valve pile shoe structure top separates automatically simultaneously;
(6) extract ground fully until the internal and external casing cavity structure, in ring domain, form concrete tubular pile between the soil body of the soil body and outside;
(7) treat in the pile tube after the concrete setting, lay sand stone layer on the stake top, and in sand stone layer, put into geo-grid, form the composite foundation mattress layer.
Its further major technique feature is to become mould pouring pipe pile with large diameter machine for the custom-designed sleeve pipe of said method, Equipment Foundations are connected with the lower end of gantry support, connect vibration head under in the gantry support top, it is characterized in that the vibration head bottom connects the internal and external casing cavity structure, internal and external casing cavity structure upper outside is provided with feed hopper, internal and external casing cavity structure bottom outer tube connects the flap valve pile shoe structure, and the lubricated pulping device of mould is arranged in medial and lateral, internal and external casing cavity structure bottom.
Advantage of the present invention and effect are thin-wall pipe pile, belong to rigid pile, pile strength is higher, reaches C20-C25, and the immersed tube mode of pressurization makes and handles the degree of depth greater than 25 meters while vibrating, construction technology is simple, workable, be convenient to quality control, supervision, cost is low, the bearing capacity height, the stability of ground is obviously strengthened.
Description of drawings
Fig. 1-sleeve pipe of the present invention becomes mould pouring pipe pile with large diameter machine face stereogram.
Fig. 2-sleeve pipe of the present invention becomes mould pouring pipe pile with large diameter pusher side face stereogram.
I-I sectional drawing among Fig. 3-Fig. 1.
Partial enlarged drawing among Fig. 4-Fig. 1.
Fig. 5-application example figure of the present invention.
The specific embodiment
As Fig. 1, Fig. 2, Fig. 3, Fig. 4, sleeve pipe shown in Figure 5 becomes mould pouring pipe pile with large diameter machine, this machine is arranged on the ground (soft foundation) 12 that will drive piles, Equipment Foundations 1 are fixedlyed connected with the lower end, bottom of gantry support 2, connect vibration head 3 under in gantry support 2 tops, feed hopper 7 is arranged on internal and external casing cavity structure 4 upper outside, feed hopper 7 connects concrete current divider 8, concrete current divider 8 is corresponding to internal and external casing cavity structure 4 cavity inside upper part, the upper end of the fixedly connected internal and external casing cavity structure 4 in vibration head 3 bottoms, this internal and external casing cavity structure 4 adopts steel material to make, has suitable hardness and intensity, in internal and external casing cavity structure 4 lower ends, arranged outside becomes mould to lubricate pulping device 6, in the formation, outer shroud connects flap valve pile shoe structure 5 on internal and external casing cavity structure 4 bottom outer tubes.
Vibration on Start-up 3 vibration downwards, make and be attached thereto the internal and external casing cavity structure that connects 4 and driven together vibration downwards, flap valve pile shoe structure 5 closures, taper off to a point, protecting and be beneficial to 4 vibrations of internal and external casing cavity structure squeezes in the ground 12, when internal and external casing cavity structure 4 sank to the degree of depth of design in advance, feed hopper 7 evenly injected concrete with concrete by the concrete current divider 8 that is attached thereto in the cavity of internal and external casing cavity structure 4, form pipe pile die in the ground 12; Vibration head 7 vibrations upwards drive internal and external casing cavity structure 7 and upwards extract, and flap valve pile shoe structure 5 tops separate automatically simultaneously, just form pouring pipe pile with large diameter 9 between the soil body of the soil body and outside in ring domain; Squeeze into and vibrate in the process of extracting in internal and external casing cavity structure 4 vibration, molding slurry-making device 6 reduces the resistance of internal and external casing cavity structure 4 medial and lateral soil by being pressed into lubricated slurry to internal and external casing cavity structure 4 medial and lateral; Treat in the pile tube 9 after the concrete setting, lay certain thickness sand stone layer 10 on pile tube 9 tops, about about 50 centimetres, in sand stone layer 10, put into geo-grid 11 again, form the composite foundation mattress layer.
Principle of the present invention can be widely used in other various soft soil foundations.
Claims (4)
1. soft foundation composite ground base construction method for field pouring pipe pile with large diameter is characterized in that:
(1) sleeve pipe is become mould pouring pipe pile with large diameter machine be arranged in the ground place that to drive piles;
(2) the Vibration on Start-up head vibrates downwards, and it is downward to drive the internal and external casing cavity structure that is attached thereto;
(3) the internal and external casing cavity structure is squeezed in the ground under the protection of flap valve pile shoe structure closure;
(4) when the internal and external casing cavity structure sinks to predetermined projected depth, in the cavity of internal and external casing cavity structure, evenly inject concrete by the concrete current divider;
(5) the internal and external casing cavity structure is upwards extracted in the vibration head vibration, and flap valve pile shoe structure top separates automatically simultaneously;
(6) extract ground fully until the internal and external casing cavity structure, in ring domain, form concrete tubular pile between the soil body of the soil body and outside;
(7) treat in the pile tube after the concrete setting, lay sand stone layer on the stake top, and in sand stone layer, put into geo-grid, form the composite foundation mattress layer.
2. become mould pouring pipe pile with large diameter machine for the custom-designed sleeve pipe of claim 1, Equipment Foundations are connected with the lower end of gantry support, connect vibration head under in the gantry support top, it is characterized in that the vibration head bottom connects the internal and external casing cavity structure, internal and external casing cavity structure upper outside is provided with feed hopper, internal and external casing cavity structure bottom outer tube connects the flap valve pile shoe structure, and the lubricated pulping device of mould is arranged in medial and lateral, internal and external casing cavity structure bottom.
3. soft foundation composite ground base construction method for field pouring pipe pile with large diameter according to claim 1 is characterized in that squeezing into and extracting in the ground process at the internal and external casing cavity structure, and lubricated slurry is gone in molding slurry-making device side pressure inside and outside the internal and external casing cavity structure.
4. sleeve pipe according to claim 2 becomes mould pouring pipe pile with large diameter machine, it is characterized in that the feed hopper lower end connects concrete current divider, corresponding internal and external casing cavity structure upper lateral part.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB021125384A CN1158434C (en) | 2002-01-14 | 2002-01-14 | Soft foundation composite ground base construction method for field pouring pipe pile with large diameter |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB021125384A CN1158434C (en) | 2002-01-14 | 2002-01-14 | Soft foundation composite ground base construction method for field pouring pipe pile with large diameter |
Publications (2)
| Publication Number | Publication Date |
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| CN1367296A true CN1367296A (en) | 2002-09-04 |
| CN1158434C CN1158434C (en) | 2004-07-21 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNB021125384A Expired - Lifetime CN1158434C (en) | 2002-01-14 | 2002-01-14 | Soft foundation composite ground base construction method for field pouring pipe pile with large diameter |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100371537C (en) * | 2006-01-05 | 2008-02-27 | 江苏南水土建工程公司 | Novel method for reinforcing deep soft foundition-cencrete core sand stone pile compound foundition method |
| CN100387787C (en) * | 2005-02-16 | 2008-05-14 | 周兆弟 | Apparatus and method for constructing shape-variable pile in situ by static pressure and drawing |
| CN100387788C (en) * | 2005-02-17 | 2008-05-14 | 周兆弟 | Apparatus and method for constructing strength-variable pile in situ by static pressure and drawing |
| CN101691753B (en) * | 2009-09-14 | 2011-01-19 | 河海大学 | Pile mould for PCC pile and construction method for overlong PCC pile |
| CN102296632A (en) * | 2011-06-20 | 2011-12-28 | 河海大学 | Manufacturing method of PCC (Cast-in-Place Concrete Large-Diameter Pipe Pile) underground storage well in soft soil region |
| CN102296598A (en) * | 2011-06-20 | 2011-12-28 | 河海大学 | Construction method of PCC (cast-in-place concrete large-diameter pipe) pile |
| CN105274987A (en) * | 2015-09-15 | 2016-01-27 | 河海大学 | Cast-in-place large-diameter pipe pile casing pipe and construction method |
| CN109577307A (en) * | 2019-01-10 | 2019-04-05 | 上海市市政规划设计研究院有限公司 | Combination of rigidity and flexibility stake and its construction method |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100355991C (en) * | 2005-04-18 | 2007-12-19 | 河海大学 | Method for constructing composite foundation of piles and ground interactive slurry bonded dispersed body material |
-
2002
- 2002-01-14 CN CNB021125384A patent/CN1158434C/en not_active Expired - Lifetime
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100387787C (en) * | 2005-02-16 | 2008-05-14 | 周兆弟 | Apparatus and method for constructing shape-variable pile in situ by static pressure and drawing |
| CN100387788C (en) * | 2005-02-17 | 2008-05-14 | 周兆弟 | Apparatus and method for constructing strength-variable pile in situ by static pressure and drawing |
| CN100371537C (en) * | 2006-01-05 | 2008-02-27 | 江苏南水土建工程公司 | Novel method for reinforcing deep soft foundition-cencrete core sand stone pile compound foundition method |
| CN101691753B (en) * | 2009-09-14 | 2011-01-19 | 河海大学 | Pile mould for PCC pile and construction method for overlong PCC pile |
| CN102296632A (en) * | 2011-06-20 | 2011-12-28 | 河海大学 | Manufacturing method of PCC (Cast-in-Place Concrete Large-Diameter Pipe Pile) underground storage well in soft soil region |
| CN102296598A (en) * | 2011-06-20 | 2011-12-28 | 河海大学 | Construction method of PCC (cast-in-place concrete large-diameter pipe) pile |
| CN102296598B (en) * | 2011-06-20 | 2013-05-15 | 河海大学 | Construction method of PCC (cast-in-place concrete large-diameter pipe) pile |
| CN105274987A (en) * | 2015-09-15 | 2016-01-27 | 河海大学 | Cast-in-place large-diameter pipe pile casing pipe and construction method |
| CN105274987B (en) * | 2015-09-15 | 2017-05-31 | 河海大学 | A kind of cast-in-situ major diameter pipe pile sleeve pipe and construction method |
| CN109577307A (en) * | 2019-01-10 | 2019-04-05 | 上海市市政规划设计研究院有限公司 | Combination of rigidity and flexibility stake and its construction method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN1158434C (en) | 2004-07-21 |
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