CN1298937C - Technical method for pouring reinforced concrete pipe pile in large diameter on location and equipment - Google Patents
Technical method for pouring reinforced concrete pipe pile in large diameter on location and equipment Download PDFInfo
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- CN1298937C CN1298937C CNB2004100188286A CN200410018828A CN1298937C CN 1298937 C CN1298937 C CN 1298937C CN B2004100188286 A CNB2004100188286 A CN B2004100188286A CN 200410018828 A CN200410018828 A CN 200410018828A CN 1298937 C CN1298937 C CN 1298937C
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Abstract
The present invention relates to a technical method and equipment for pouring reinforced concrete pipe piles with large diameter on location. The technical method comprises the processes of drilling, pouring, drill lifting, cage pressing, pile forming, etc. The technical method is characterized in that a pipe pile drill machine is used for directly drilling out a pile foundation hole in a bobbin shape in the drilling process; superfluidity common concrete is used in the pouring process; a formula of the superfluidity common concrete is cement, water, finger stones and sand, and the proportion of each ingredient in the formula is 1/0.45 to 0.55/1.72 to 1.8/0.26 to 0.28; the cement is 325 to 625 number of common portland cement or portland cement; the particle diameter of the finger stones is 0.5 to 1.0cm, and a sand ratio is 0.45 to 0.50; pouring pumping pressure is 2 to 4MPa; drilling speed and drill lifting speed are both 4 to 6m/10 minutes. The pipe pile drill machine comprises a chassis, a tower body, a lifting system, a power device, a transmission system, a drill rod and a material injecting pipe, wherein the lifting system, the power device, the transmission system and the drill rod are mechanically connected to the upper end of the tower body. The pipe pile drill machine is characterized in that the drill rod is a hollow drill rod, and screw blades with equal diameter are welded outside of the drill rod along the length of the drill rod. The method and the equipment of the present invention respectively have the characteristics of easy material taking, simple operation, low cost, no pollution, broad application, simple structure, less power consumption, easy operation, etc.
Description
Technical field
The present invention relates to the foundation consolidating technology of civil engineering, be specially the process and the equipment and technology of the in-site pouring major diameter reinforced concrete pipe pile of pile foundation engineering, international monopoly Main classification number plan is Int.Cl
7.E02D 11/00.
Background technology
The foundation consolidating technology of civil engineering often adopts pile for prestressed pipe.The pile for prestressed pipe diameter range that uses can be described as the minor diameter pile tube between 300-800mm at present.For the pile for prestressed pipe of diameter less than 450mm, generally can adopt static pressure method that pile tube is pressed into soil layer, but, can only adopt vibratory drilling method to sink to for the pile tube of diameter 450mm-800mm, and for the large-diameter tubular pile of diameter 800-1500mm, more than two kinds of methods all can not realize pile sinking.Large-diameter tubular pile has bigger bearing capacity with respect to the minor diameter pile tube, and when ground is handled, can make ground obtain more reliable stability, thereby improve the safety of building, be the important need in present foundation construction market.
The document of relevant in-site pouring concrete hollow pile tube (minor diameter) has been seen some reports: for example, " tubular pile concrete compressive strength and pile tube bending resistance experimental verification " (Jiang Yuanhai, the Jiangsu building materials, the 3rd phase of calendar year 2001), " high strength prestressed concrete pipe pile has a extensive future " (Jiang Yuanhai, applicable technology market, 1994. the 1st phase), " production of pretensioning prestressed concrete thin-wall pipe pile and application and development " (Jiang Yuanhai, the Yunnan building materials, the 1st phase) etc. 2002. literary composition provides Pretensioned spun concrete piles (PTC) and high-strength concrete tubular pile (PHC) to test in China, exploitation and practical relevant situation, but no matter PTC and which kind of form of PHC, two kinds of pile tubes all can not constitute pile foundation structure with the basis on stake top, and can only be as composite foundation, the job practices that the while vibratory drilling method sinks to pile tube can produce very big noise and oil vapour pollution.
Retrieving the prior art document relevant with present device (rig) at present is two pieces: one piece is " cast-in-place concrete thin-walled pile tube machine " (patent No. 02263293.X), and another piece of writing is " spiral drilling machine that is used for the moulding concrete pile " (patent No. 02203243.6).Document 1 has been introduced a kind of construction with cast-in-place concrete thin-walled pile tube machine.It adopts compound ground to sink mode structure, the first half of its drilling rod is a monolayer steel pipe, on connect vibration head, the latter half is double-deck internal and external casing cavity structure, under take over a job the lobe pile shoe structure, become the lubricated pulping device of mould, monolayer steel pipe length is much larger than double-deck interior external cavity, and complex structure, particularly this rig adopt to shake and become pile tube into method, noise is big, pollution is many, and only be suitable for Soft Ground, formed pile tube diameter can not be too big, and range of application suffers restraints.Patent documentation 2 has been introduced a kind of spiral drilling machine that is used for the moulding concrete pile.This drilling tool has screw blade, but its drilling rod is divided into three parts in upper, middle and lower, and the lower end is connected to drill bit, and structure is very complicated.This rig is the cylindrical structure of real core behind the pore-forming by the rotary drilling of drill bit and screw blade, can not form pile tube, and owing to the limitation of present drilling rod equipment, expanded diameter can not be too big simultaneously, and range of application also is under many restrictions.
Method and apparatus technology for in-site pouring major diameter reinforced concrete pipe pile, particularly adopt ordinary concrete to replace prestressed concrete to make major diameter reinforced concrete pipe pile technology, and the pile tube drilling rig technique that is applicable to the construction of major diameter reinforced concrete pipe pile, do not find more approaching bibliographical information at present as yet.
Summary of the invention
At the deficiencies in the prior art, the technical problem that the present invention solves just provides a kind of process of in-site pouring major diameter reinforced concrete pipe pile.It uses ordinary concrete to substitute prestressed concrete, adopts cast-in-place method, directly makes the bigger major diameter reinforced concrete pipe pile of bearing capacity.The inventive method has gets material easily, simple to operate, with low cost, pollution-free, characteristics such as applied range.This process is applicable to composite foundation, pile foundation engineering and foundation pit supporting project.
Another technical problem that the present invention solves is exactly that a kind of pile tube rig that is applicable to described major diameter reinforced concrete pipe pile job practices is provided simultaneously.It has simple in structure, and power consumption is few, processing ease, characteristics such as applied widely.
The technical scheme that the present invention solves described in-site pouring major diameter reinforced concrete pipe pile process technical problem is: the process that designs a kind of in-site pouring major diameter reinforced concrete pipe pile, comprise: hole, pour into, carry brill, press activitiess such as cage and pile, it is characterized in that described bore process adopts the pile tube rig directly to get out the pile foundation hole of bobbin shape; The concrete that described instillation process uses is the superfluidity ordinary concrete, fills a prescription to be cement: water: microlith: sand=1: 0.45～0.55: 1.72～1.8: 0.26～0.28; It is 325～No. 625 Portland cement or portland cement that described cement is selected label for use, and microlith is the stone of particle diameter 0.5～1.0cm, and sand adopts the medium sand of sand coarse aggregate ratio 0.45～0.50; The pumping pressure of described instillation process is 2～4Mpa; The described drilling speed degree that creeps into and carry that creeps into and put forward driller's skill is 4～6m/10 minute.
The technical scheme that the present invention solves described in-site pouring major diameter reinforced concrete pipe pile equipment and technology problem is: but the pile tube rig of a kind of in-site pouring major diameter reinforced concrete pipe pile of design, comprise chassis movably, be fixed on body of the tower on the chassis and the end mounted thereto jacking system, power set, transmission system and the drilling rod that link to each other of machinery successively, terminal and attach its body and be provided with filling tube from drilling rod top to it, it is characterized in that described drilling rod is the hollow drilling rod, and its outside is welded with etc. the screw blade of warp along its length.
Plain concrete or improved high-strength concrete that process of the present invention does not use prior art to use, and adopt the ordinary concrete scene to make the major diameter reinforced concrete pipe pile, when satisfying the pile tube requirement of strength, reduce the pile cost, improved the ability of its bending resistance and shearing resistance.The pile tube rig that process of the present invention was suitable for, simple in structure, processing ease can be constructed into major diameter bobbin shape (having certain thickness ring-type section) pile foundation with comparalive ease, can improve the supporting capacity of pile foundation, possesses applicability widely.Soil layers such as process of the present invention and equipment are applicable to and banket, sand, silt, particularly special and engineering that requirement for bearing capacity is very high more can be brought into play its advantage for geological conditions.At the scene in the pouring construction, become pile tube technology with respect to shaking into method, the present invention does not have mud, no oil gas, noiselessness, pollution such as shockproof grade does not have influence to facing the basis mutually yet, and integrated cost is low, be particularly suitable in the high urban construction of environmental requirement, municipal administration or highway construction project and concealed work, using, have broad application prospects and huge market value.
Description of drawings
Fig. 1 is the overall structure schematic diagram of pile tube rig of the present invention;
Fig. 2 is the section structure schematic diagram of pile tube borer drill rod 5 of the present invention;
Fig. 3 is the local structure for amplifying schematic diagram of pile tube borer drill rod of the present invention 5 lower ends;
Fig. 4 is the section structure schematic diagram after pile tube borer drill rod 5 of the present invention pierces ground.
The specific embodiment
Below in conjunction with embodiment and accompanying drawing thereof the present invention is done further narration:
The process of the in-site pouring major diameter reinforced concrete pipe pile of the present invention's design comprises: hole, pour into, carry brill, press activitiess such as cage and pile.These activitiess and prior art do not have essential distinction, mean that these prior aries are basic technologies of process of the present invention simultaneously yet.The invention is characterized in that described bore process adopts the pile tube rig directly to get out the pile foundation hole of bobbin shape.Described bobbin shape pile foundation hole is meant that the cross section is to have certain thickness circular pile foundation hole.The pile tube rig that embodiment uses can directly get out internal diameter and be 100-200mm bobbin shape pile datum hole as 600-1500mm, wall thickness.The size of concrete pile foundation hole internal diameter and pile tube wall thickness (external diameter is poor in the annulus) depends on the needs and the design of pile tube borer drill rod diameter of engineering.
The used concrete of instillation process of the present invention is the superfluidity ordinary concrete, its prescription is: cement: water: microlith: sand=1: 0.45-0.55: 1.72-1.8: 0.26-0.28 (water/binder ratio 0.45～0.55), it is 325～No. 625 Portland cement or portland cement that described cement is selected label for use, microlith is the stone of particle diameter 0.5～1.0cm, and sand adopts the medium sand of sand coarse aggregate ratio 0.45～0.50.In described cement formula, can also add additive, with further its performance of improving.Additive is water reducing agent and UWB-1 retardation setting type flocculant.Water reducing agent is that naphthalene water reducer is SNF-6, NNO or UNF-4, and UWB-1 retardation setting type flocculant is a polyacrylamide.The consumption of additive is that 0.003～0.0075: 1 ratio adds in the proportioning with cement, also promptly presses 1.2kg/m
3-3.0kg/m
3The ratio of cement adds.Ratio between water reducing agent and the flocculant is proportional arrangement routinely.0.003～0.0075 additive with cement
The technological parameter of described concrete specific embodiment is (referring to table-1): the initial setting time is controlled to be 8～18h, slump 21cm～25cm.Tested test block is the cube of length of side 150mm, curing temperature 20 ± 3 degree, humidity 〉=90%, curing time 28 days.By table-1 experimental data as can be seen: the strength grade of Superfluid state concrete can reach C15-C20.
During the inventive method perfusion, be pressed into described Superfluid state concrete by delivery pump (not drawing among the figure) and described feed pipe 4, the pumping pressure of delivery pump is 2～4Mpa.During perfusion, can control the concrete flow of discharging opening, make it at 8-10m by adjusting described pumping pressure
3/ hour (when referring to a discharging opening.Be its total amount during as many material mouth) scope in work.During perfusion, also need at the uniform velocity to promote drilling rod 5 by described Hoisting System 1, until design elevation, the speed that promotes drilling rod 5 is 4-6m/10 minute.Too fast hoisting velocity easily causes the danger in the hole of collapsing; Hoisting velocity is crossed when slow, and the efficient of perfusion is not high.
(table 1)
| Model and label | Cement (kg) | Husky (kg) | Water (kg) | Stone (kg) | Additive (kg) | Axial compressive strength (MP) |
| General silicate 325 | 400 | 690 | 190 | 105 | 1.5 | 10.8 |
| Silicate 425 | 400 | 700 | 200 | 100 | 1.8 | 12.3 |
| Silicate 625 | 400 | 700 | 210 | 110 | 3 | 14.7 |
Behind the concrete perfusion of the present invention, need to press cage.So-called pressure cage is pressed into reinforcing cage in the pile tube (having poured into concrete tube-shaped pile foundation hole) exactly.Press cage also will reach design elevation.The main muscle that embodiment uses is φ 6-12 as II level indented bars, specification.Press cage to adopt the plant equipment that is pressed into commonly used.
Process of the present invention is after pressing cage, and the normal temperature maintenance gets final product pile---the major diameter reinforced concrete pipe pile of in-site pouring.
Process of the present invention is owing to be to adopt the process that is pressed into reinforcing cage behind the in-site pouring concrete, goes for banketing, soil layers such as sand, silt etc.When process of the present invention is used to do compound ground pile tube, can do and bind, help pile foundation safety; And when being used for pile foundation, can reserve the muscle of being advocated by designing requirement, and make it to constitute pile foundation structure with the basis on top, also can be used as good deep foundation pit support.Simultaneously, process of the present invention can not produce oil gas and noise pollution, has green implication of producing.
Adapt with process of the present invention, the present invention has designed a kind of pile tube rig that is used for in-site pouring major diameter reinforced concrete pipe pile process simultaneously.The pile tube rig of the present invention's design is (hereinafter to be referred as rig, referring to Fig. 1), comprise chassis 8 movably, be fixed on body of the tower 7 on the chassis 8 and the end mounted thereto jacking system 1, power set 2, transmission system 3 and the drilling rod 5 that link to each other of machinery successively, terminal and attach its body and be provided with filling tube 4 from drilling rod 5 tops to it, it is characterized in that described drilling rod 5 is the hollow drilling rod, and its outside is welded with isometrical screw blade 6 along its length.
Pile tube rig of the present invention is further characterized in that described drilling rod 5 is seamless steel pipe, diameter 400-1100mm, thickness of pipe wall 10-20mm; Described screw blade 6 radical lengths own are 100-200mm, and pitch is 200-400mm.
When rig of the present invention crept into, power set 2 and 5 rotations of transmission system 3 drive drilling rods by drilling rod 5 (referring to Fig. 1,2,3 and 4) top relied on drilling rod 5 gravity own to pierce construction soil layer 9 downwards simultaneously.Power set 2 are that 50 kilowatts motor is formed by two power, rotating speed 10-23 rev/min, creep into 4-6m/10 minute speed.When creeping into, because the effect of pressure, the soil body enters the hollow core portion (lower end of drilling rod 5 does not have drill bit) of drilling rod 5, forms cylindrical earth pillar; Simultaneously, drilling rod 5 outside screw blades 6 are taken the rotation of the soil around the earth pillar out of.When creeping into the arrival design elevation, stop to creep into.Can form described bobbin body structure (referring to Fig. 4) this moment.The described Hoisting System 1 of rig of the present invention, power set 2 and transmission system 3 are prior art.
In described rig drilling and forming hole process, the filling tube 4 at drilling rod 5 tops disconnects with concrete pump.When creeping into the arrival design elevation, after both connections, irritate described Superfluid state concrete through filling tube 4 to bored tube-shaped pile foundation hole base pressure with the pressure of 2～4Mpa by delivery pump.Superfluid state concrete is entered in the cavity of pile foundation hole by the discharging opening of filling tube 4 ends.Discharging opening should be positioned at the non-stress side of screw blade 6, and built-in lobe plug structure prevents that soil from stopping up discharging opening.Discharging opening can design one, also can be designed to a plurality of.When design is a plurality of, should evenly arrange along the circumference of drilling rod 5.During concrete perfusion, the built-in lobe plug of discharging opening can be opened automatically, and concrete is flowed in the cavity of pile foundation hole.The structure of filling tube and discharging opening is a prior art, and the present invention does not provide its structural representation.
Claims (6)
1. the process of an in-site pouring major diameter reinforced concrete pipe pile comprises: hole, pour into, carry brill, press cage and pile-formation process process, it is characterized in that described bore process adopts the pile tube rig directly to get out the pile foundation hole of bobbin shape; The concrete that described instillation process uses is the superfluidity ordinary concrete, fills a prescription to be cement: water: microlith: sand=1: 0.45～0.55: 1.72～1.8: 0.26～0.28; It is 325～No. 625 Portland cement or portland cement that described cement is selected label for use, and microlith is the stone of particle diameter 0.5～1.0cm, and sand adopts the medium sand of sand coarse aggregate ratio 0.45～0.50; The pumping pressure of described instillation process is 2～4Mpa; The described drilling speed degree that creeps into and carry that creeps into and put forward driller's skill is 4～6m/10 minute.
2. the process of in-site pouring major diameter reinforced concrete pipe pile according to claim 1 is characterized in that it is that 600～1500mm, wall thickness are 100～200mm bobbin shape pile foundation hole that described bore process adopts the pile tube rig directly to get out internal diameter.
3. the process of in-site pouring major diameter reinforced concrete pipe pile according to claim 1 and 2, it is characterized in that in described cement formula adding proportioning with cement and be 0.003～0.0075: 1 additive, additive is naphthalene water reducer SNF-6, NNO or UNF-4 and UWB-1 retardation setting type flocculant polyacrylamide.
4. the process of in-site pouring major diameter reinforced concrete pipe pile according to claim 3 is characterized in that can doing and binding when described process is used to do compound ground pile tube; When being used for pile foundation, reserve steel bar stress, make it to constitute pile foundation structure with the basis on top.
5. pile tube rig that is used for in-site pouring major diameter reinforced concrete pipe pile process, comprise movably chassis (8), be fixed on body of the tower (7) on the chassis (8) and the end mounted thereto jacking system (1), power set (2), transmission system (3) and the drilling rod (5) that link to each other of machinery successively, terminal and attach its body and be provided with filling tube (4) from drilling rod (5) top to it, it is characterized in that described drilling rod (5) is the hollow drilling rod, and its outside is welded with etc. the screw blade (6) of warp along its length.
6. pile tube rig according to claim 5 is characterized in that described drilling rod (5) is a seamless steel pipe, diameter 400～1100mm, thickness of pipe wall 10～20mm; The radical length of described screw blade (6) itself is 100～200mm, and pitch is 200～400mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2004100188286A CN1298937C (en) | 2004-04-05 | 2004-04-05 | Technical method for pouring reinforced concrete pipe pile in large diameter on location and equipment |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2004100188286A CN1298937C (en) | 2004-04-05 | 2004-04-05 | Technical method for pouring reinforced concrete pipe pile in large diameter on location and equipment |
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| Publication Number | Publication Date |
|---|---|
| CN1563603A CN1563603A (en) | 2005-01-12 |
| CN1298937C true CN1298937C (en) | 2007-02-07 |
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|---|---|---|---|
| CNB2004100188286A Expired - Fee Related CN1298937C (en) | 2004-04-05 | 2004-04-05 | Technical method for pouring reinforced concrete pipe pile in large diameter on location and equipment |
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| CN112302026A (en) * | 2020-10-20 | 2021-02-02 | 山东省机械施工有限公司 | Non-soil-squeezing oversized-diameter cast-in-place concrete tubular pile construction device and construction method |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP1146173A1 (en) * | 2000-04-11 | 2001-10-17 | Compagnie Du Sol | Apparatus for producing drilled piles |
| CN2540491Y (en) * | 2002-01-29 | 2003-03-19 | 何庆林 | Rotary drilling machine for mould concrete pile |
| CN2560684Y (en) * | 2002-07-24 | 2003-07-16 | 刘汉龙 | Cast-in-place concrete thin wall tubular pile machine |
| DE10214345A1 (en) * | 2002-03-28 | 2003-10-23 | Harald Gollwitzer Gmbh | Borehole inclination or course measurement device has a measurement unit that is lowered into the borehole using a measurement body that is precisely centered before position measurements are made |
-
2004
- 2004-04-05 CN CNB2004100188286A patent/CN1298937C/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP1146173A1 (en) * | 2000-04-11 | 2001-10-17 | Compagnie Du Sol | Apparatus for producing drilled piles |
| CN2540491Y (en) * | 2002-01-29 | 2003-03-19 | 何庆林 | Rotary drilling machine for mould concrete pile |
| DE10214345A1 (en) * | 2002-03-28 | 2003-10-23 | Harald Gollwitzer Gmbh | Borehole inclination or course measurement device has a measurement unit that is lowered into the borehole using a measurement body that is precisely centered before position measurements are made |
| CN2560684Y (en) * | 2002-07-24 | 2003-07-16 | 刘汉龙 | Cast-in-place concrete thin wall tubular pile machine |
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| CN1563603A (en) | 2005-01-12 |
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