CN100402759C - Screw-thread bored concrete pile piling method - Google Patents
Screw-thread bored concrete pile piling method Download PDFInfo
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- CN100402759C CN100402759C CNB2006100400283A CN200610040028A CN100402759C CN 100402759 C CN100402759 C CN 100402759C CN B2006100400283 A CNB2006100400283 A CN B2006100400283A CN 200610040028 A CN200610040028 A CN 200610040028A CN 100402759 C CN100402759 C CN 100402759C
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Abstract
The present invention discloses a piling method of a thread filling pile, which comprises the steps that (1) a protective barrel is arranged on a formed hole, and the inner diameter of the protective barrel is larger than a pile diameter; (2) soil is squeezed by a thread driller for drilling a hole to specified depth; (3) a drill rod is lifted and rotated simultaneously to form a screw pile in a groove shape, and meanwhile, clear water is injected from the center of the drill rod until the drill rod is lifted to the ground surface, and a thread pile groove is also filled with the clear water; (4) the drill rod is shifted to the next pile hole; (5) a reinforcing cage is inserted into the pile groove; (6) a concrete filling pipe is inserted into the reinforcing cage; (7) a vibrator is started, and loose soil on the bottom of the pile hole is tightly vibrated; (8) the concrete is filled, the filling pipe is lifted when the concrete is filled, and the vibrator is vibrated at the same time; (9) a pile is formed, and the thread filling pile is moved to the next pile hole. The present invention has the advantages of simplifying the original operation, obtaining the good pile forming quality, shortening the construction period, increasing the constructing efficiency, and greatly reducing the construction cost.
Description
Technical field
The present invention relates to a kind of piling method of screw cast-in-place pile.
Background technology
In the prior art, the perfusion reinforced concrete pile is widely used in the construction of construction work.It is that level and smooth light is straight that general boring cylinder pile combines with soil layer, the snap-in force of soil is had certain limitation, thereby influence its supporting capacity.Though bored pile pile soil horizon in pore forming process is lax, formation strength lowers, and the roughness in stake week is big, its pile side friction even also bigger than driven pile.Because bored pile is applicable to the boring of Different Strata, puts into reinforcing cage after the boring earlier, back concrete perfusion, construction technology is simple, and is not subjected to stake footpath and the long restriction of stake, still is widely used in building operations.
The screw pile forming technology that development in recent years forms, except that it is not unearthed, pollution-free, the noiselessness, certain in requirement for bearing capacity, use under the essentially identical situation of stratum soil property, helical burr ram can reduce stake footpath, shorten stake long in other words stake footpath, stake appearance with situation under have higher capacity.
But why helical burr ram still can not be promoted the use of, and reason is the defective that its construction technology exists actually, has limited the use of helical burr ram.
1, present; helical burr ram stake shape is in work progress; concrete injects and formation concrete helical burr ram from the drilling rod center in the time of with drilling rod rotation and lifting; then; insert reinforcing cage again in established concrete helical burr ram, this is time-consuming, as to need big corollary equipment just can finish a complicated technology; and can not guarantee the reinforcing cage non-migration, and make the outside no enough topping faces of reinforcing bar ring pile quality.In dry hot summer, because concrete condenses comparatively fast, just concrete initial setting time weak point has increased the difficulty that reinforcing bar inserts, even can't insert.
2, after the boring termination, the bearing capacity of stake end can't be removed and reduced to the loosened soil that produces at the bottom of stake during drill bit work, influences pile quality.
When 3, pouring into concrete, though big pressure is arranged, owing to be to rise gradually by the bottom, perfusion pressure obviously weakens, and makes the level of the inaccessible requirement of compactness of stake.
4, in the perfusion concrete process and because the air that vacuum enters is formed on the bottom that is lifted at of drilling rod, be difficult to discharge and influence pile quality.
5, the amount that needs because of the concrete of the disposable perfusion of every pile is smaller, and is too big with the pump truck filling capacity, also because the restriction of pump truck perfusion concrete time, penetration rate does not catch up with pump truck concrete pouring speed far away, the concrete that has not poured into have to tipping, causes the concrete waste, has increased construction cost widely.
6, intrusion pipe is behind concrete pouring, and the residual concrete that is attached in the pipe will clean relatively difficulty.
From as can be seen above, screw pile forming technology quality for helical burr ram is low at present, cost is high, labor productivity is low, thereby has influenced the popularization and the use of helical burr ram.
Summary of the invention
The objective of the invention is: the piling method that a kind of screw cast-in-place pile is provided, this method has thoroughly changed existing screw pile forming technology, and can be simple at construction equipment, finish the construction of helical burr ram under efficiency of construction is high, pile quality good, construction cost the is low situation.
Technical scheme of the present invention is: a kind of piling method of screw cast-in-place pile comprises the following steps:
(1) at pore-forming casing is set, the casing internal diameter is greater than the stake footpath;
(2) hole to prescribed depth with screw thread rig soil compaction;
(3) promote drilling rod while rotating, to form the screw pile flute profile;
(4) drilling rod is displaced to next hole;
(5) in the stake groove, insert reinforcing cage;
(6) the concrete pouring pipe is inserted in the reinforcing cage Vibration on Start-up device, bottom, jolt ramming stake hole loosened soil;
(7) begin to pour into concrete, pour into concrete, and meanwhile intrusion pipe promoted, Yi Bian vibration;
(8) pile termination, the next stake of displacement beginning hole.
Advantage of the present invention is:
1. after rig had bored first hole, rig can withdraw from the aperture, and next hole is bored in displacement, had improved the efficient of rig.
2. because of do not insert reinforcing cage in the concrete that has poured into, construction technology is simple, easy operating, and can guarantee reinforcing cage center non-migration, thus improve pile quality.
3. slotting reinforcing cage and perfusion concrete can be by the operations separately of another class down, and the construction period has been shortened in parallel operations, has accelerated programming.
Description of drawings
The invention will be further described below in conjunction with embodiment:
Fig. 1 is following casing schematic diagram;
Fig. 2 is for boring helical burr ram hole schematic diagram;
Fig. 3 is moulding, fluid injection retaining wall schematic diagram;
Fig. 4 is the descending reinforcing cage schematic diagram;
Fig. 5 is a jolt ramming loosened soil schematic diagram;
Fig. 6 is perfusion concrete schematic diagram;
Fig. 7 is the pile schematic diagram.
Wherein: 1 casing; 2 drilling rods; 3 overfall gaps; 4 reinforcing cages; 5 centralized positioning devices; 6 concretes awl piece; 7 intrusion pipes; 8 vibrators; 9 grouting mouths.
The specific embodiment
Embodiment: a kind of piling method of screw cast-in-place pile comprises the following steps:
(1) at pore-forming casing 1 (as shown in Figure 1) is set; Casing 1 internal diameter is bigger by 15% than the stake footpath, buries the native degree of depth greater than 1 meter, if stratum soil is carefully layer or rough sand layer of powder, buries the native degree of depth and should suitably deepen.The water level that casing 1 height should guarantee to fill behind the water exceeds 2 meters of nature groundwater table, and casing 1 15 centimetres of principle of displacement when not influencing rig work above ground level have 1-2 the overfall gap 3 that band is leading on casing 1 wall.
(2) use threaded bore machine drill sky to prescribed depth (as shown in Figure 2);
(3) promote drilling rod 2 while rotating, to form the screw pile flute profile, inject clear water simultaneously from drilling rod 2 centers, rise to ground until drilling rod 2, clear water has also been filled the helical burr ram groove, and till clear water overflows from casing overfall gap 3 (as shown in Figure 3), this is a kind of hydrostatic pressing retaining wall that does not circulate, can in time pour into concrete as mobile bigger weak soil layer and also can inject equilibrium liquid (stabilizing solution) and carry out retaining wall, even not need the liquid feeding retaining wall under the situation preferably with northwest loess plateau geology northeastward;
The helical burr ram machine is the soil compaction type stake machine of not casting, and extruding soil amount is about the 50%-60% of the total soil amount in a hole, bigger raising the compactness of soil layer sidewall, for soft clay and because extruding, moisture content partly is extruded and obtains dry and closely knit in the clay layer.After filling clear water in the helical burr ram hole, the raising of oppose side wall static pressure and soil layer compactness, effective retaining wall has been carried out in the stake hole, as mobile bigger weak soil layer, can in time pour into concrete, also available equilibrium liquid (stabilizing solution) carries out retaining wall, northeastward with western loess plateau, does not even need to add retaining wall liquid.
(4) bore next hole with moving 1 meter displacement behind the drilling rod 2;
(5) insert reinforcing cage 4 (as shown in Figure 4), the upper and lower of reinforcing cage 4 is welded with 5 four to six of the about 300 millimeters centralized positioning devices of 3.2 * 50 band steels, to guarantee reinforcing cage 4 center non-migrations, makes reinforcing bar outside concrete cover＞30～50mm.Be fixed with the concrete awl piece 6 that presets in reinforcing cage 4 bottoms, awl piece 6 bottom taperings and drill bit match, and awl piece 6 cylindricals are slightly less than helical burr ram internal diameter 5mm, and it is long 100 millimeters greater than stake that reinforcing cage 4 adds awl piece 6 length overalls;
(6) concrete pouring pipe 7 is inserted in the reinforcing cages 4, until withstanding 6 centralized positionings of concrete awl piece, concrete pouring pipe 7 diameters as far as possible more greatly so that concrete pouring is unobstructed, the intrusion pipe bottom has the sealing bottom, guarantees must not have in the intrusion pipe water liquid to infiltrate.At intrusion pipe 7 tops vibrator 8 is housed, when intrusion pipe 7 insert appropriate after, start vibrator 8, at this moment preset concrete awl piece 6 and be subjected to vibration-sunk, vibration-sunk, jolt ramming stake bottom loosened soil, concrete awl piece 6 deflections can change by stratum soil property, generally should be greater than 100mm, too little loosened soil can not all shake solid (as shown in Figure 5);
(7) begin to pour into concrete (as shown in Figure 6), pump truck pours into concrete from intrusion pipe grouting mouth 9, earlier intrusion pipe is filled concrete, the perfusion inner air tube is discharged from the top, and bottom is opened under the effect of gravity, begin to pour into concrete again, pour into concrete on one side, Yi Bian promote intrusion pipe 7, at this moment the intrusion pipe bottom seals bottom, stay in the hole, and start vibrator 8 simultaneously.Concrete obtains closely knit through the vibration of vibrator 8, the air in the concrete overflows by vibration simultaneously.In the stake hole clear water then the overfall gap 3 from the casing 1 through conduit outflow tank.The concrete of perfusion fuses with reinforcing cage 4 owing to preset concrete awl piece 6 until the absolute altitude pile, can prevent that also reinforcing cage 4 from floating when the perfusion concrete;
(8) pile termination, the next stake of displacement beginning hole is dismantled intrusion pipe 7 simultaneously and is cleaned, can the segmentation spreading during intrusion pipe construction or shorten in order to construction.
From above situation, the present invention not only makes original operation greatly easy, and pile quality is good, has shortened construction period, has improved efficiency of construction, and has reduced construction cost widely.
Claims (6)
1. the piling method of a screw cast-in-place pile comprises the following steps:
(1) at pore-forming casing is set, the casing internal diameter is bigger by 15% than the stake footpath, buries the native degree of depth greater than 1 meter, the water level that the casing height should guarantee to fill behind the water exceeds 2 meters of nature groundwater table, 15 centimetres above ground level of casing, displacement when working not influence rig has 1-2 the overfall gap that band is leading on the casing wall;
(2) hole to prescribed depth with screw thread rig soil compaction;
(3) promote drilling rod while rotating, to form the screw pile flute profile;
(4) drilling rod is displaced to next hole;
(5) in the stake groove, insert reinforcing cage;
(6) the concrete pouring pipe is inserted in the reinforcing cage Vibration on Start-up device, bottom, jolt ramming stake hole loosened soil;
(7) begin to pour into concrete, pour into concrete, and meanwhile intrusion pipe promoted, Yi Bian vibration;
(8) pile termination, the next stake of displacement beginning hole.
2. the piling method of screw cast-in-place pile according to claim 1 is characterized in that: in the described step (3), inject clear water simultaneously from the drilling rod center, rise to ground until drilling rod, clear water is also filled the helical burr ram groove.
3. the piling method of screw cast-in-place pile according to claim 1; it is characterized in that: in the described step (5); the reinforcing cage upper and lower is welded with the centralized positioning device 4-6 bar of 300 millimeters of 3.2 * 50 band steels; to guarantee reinforcing cage center non-migration, make reinforcing bar outside concrete cover greater than the 30-50 millimeter.
4. the piling method of screw cast-in-place pile according to claim 1, it is characterized in that: in the described step (5), be fixed with the conehead concrete awl piece that presets in the reinforcing cage bottom, awl piece bottom tapering and drill bit match, awl piece cylindrical is slightly less than the helical burr ram internal diameter, and it is long 100 millimeters greater than stake that reinforcing cage adds the conehead length overall.
5. the piling method of screw cast-in-place pile according to claim 1 or 5 is characterized in that: in the described step (6), the centralized positioning of top, intrusion pipe lower end concrete awl piece, vibrator is equipped with at the intrusion pipe top, when intrusion pipe insert appropriate after, start vibrator.
6. the piling method of screw cast-in-place pile according to claim 1 is characterized in that: in the described step (7), the intrusion pipe bottom has the sealing bottom, after filling concrete in the intrusion pipe, bottom is opened under the effect of gravity, begins to pour into concrete again, and bottom is stayed in the hole.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2006100400283A CN100402759C (en) | 2006-04-26 | 2006-04-26 | Screw-thread bored concrete pile piling method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2006100400283A CN100402759C (en) | 2006-04-26 | 2006-04-26 | Screw-thread bored concrete pile piling method |
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| CN1851148A CN1851148A (en) | 2006-10-25 |
| CN100402759C true CN100402759C (en) | 2008-07-16 |
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| CNB2006100400283A Expired - Fee Related CN100402759C (en) | 2006-04-26 | 2006-04-26 | Screw-thread bored concrete pile piling method |
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Families Citing this family (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102312433A (en) * | 2011-04-26 | 2012-01-11 | 王庆伟 | Pile forming method for pipe sinking pressure grouting screw pile |
| CN103821141B (en) * | 2014-03-06 | 2015-09-02 | 重庆建工住宅建设有限公司 | Helical burr ram construction technology |
| CN107476295A (en) * | 2016-06-08 | 2017-12-15 | 宜兴市周铁镇生力钻探机械厂 | A kind of Concrete Grouting Pale technique |
| CN106638580B (en) * | 2016-11-11 | 2018-06-01 | 山东威建岩土科技有限公司 | Spiral soil compaction follows up into hole sleeve and concrete pile making method is perfused |
| CN106677169B (en) * | 2017-01-17 | 2019-05-31 | 陕西隆极机械设备有限公司 | It is adapted to the squeezed screw thread pile construction method that spins of severe cold weather |
| CN107386281B (en) * | 2017-07-20 | 2019-09-17 | 重庆交通大学 | Screw rod uplift pile and its construction method under a kind of upper straight rod suitable for seasonal frozen soil region |
| CN108842757B (en) * | 2018-07-26 | 2020-05-19 | 大成科创基础建设股份有限公司 | Construction method of large-diameter ultra-deep bored pile |
| CN109183790A (en) * | 2018-09-06 | 2019-01-11 | 江苏兴厦建设工程集团有限公司 | A kind of Screw Pile and its construction tool and construction method |
| CN109972619B (en) * | 2019-01-17 | 2023-12-08 | 福建省大地管桩有限公司 | Spiral pile-discharging device applying force by means of ground and pile-discharging method thereof |
| CN110067245A (en) * | 2019-03-22 | 2019-07-30 | 西南交通大学 | It is a kind of can expanding reinforcing spiral self-drilling type piling bar and its method of construction |
| CN110629745A (en) * | 2019-08-19 | 2019-12-31 | 中交第二航务工程局有限公司 | Cast-in-situ bored pile structure suitable for coral reef geology and construction method thereof |
| CN113089659B (en) * | 2021-04-15 | 2022-08-30 | 兰州交通大学 | Rotary excavating hole-forming cast-in-place screw pile construction method for permafrost region |
| CN117569302B (en) * | 2024-01-15 | 2024-04-05 | 中国电建集团西北勘测设计研究院有限公司 | Water injection spiral drilling pore-forming construction method suitable for saline-alkali soil |
Citations (4)
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|---|---|---|---|---|
| JPS5681716A (en) * | 1979-12-08 | 1981-07-04 | Tokyo Sakae Kogyo:Kk | Driving method of concrete pile |
| CN1066696A (en) * | 1992-06-19 | 1992-12-02 | 北京市地铁地基工程公司 | Method of field casted pile forming with ash cement slurry wall protecting |
| CN1109129A (en) * | 1993-10-08 | 1995-09-27 | 罗黄碧 | Construction process for screw pouring piles |
| CN1676760A (en) * | 2004-04-02 | 2005-10-05 | 上海市基础工程公司 | Marine large-diameter super deep bored concrete pile construction process |
-
2006
- 2006-04-26 CN CNB2006100400283A patent/CN100402759C/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5681716A (en) * | 1979-12-08 | 1981-07-04 | Tokyo Sakae Kogyo:Kk | Driving method of concrete pile |
| CN1066696A (en) * | 1992-06-19 | 1992-12-02 | 北京市地铁地基工程公司 | Method of field casted pile forming with ash cement slurry wall protecting |
| CN1109129A (en) * | 1993-10-08 | 1995-09-27 | 罗黄碧 | Construction process for screw pouring piles |
| CN1676760A (en) * | 2004-04-02 | 2005-10-05 | 上海市基础工程公司 | Marine large-diameter super deep bored concrete pile construction process |
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| CN1851148A (en) | 2006-10-25 |
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