CN103590394B - The construction method of original state soil taking and filling pile - Google Patents
The construction method of original state soil taking and filling pile Download PDFInfo
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- CN103590394B CN103590394B CN201310627940.9A CN201310627940A CN103590394B CN 103590394 B CN103590394 B CN 103590394B CN 201310627940 A CN201310627940 A CN 201310627940A CN 103590394 B CN103590394 B CN 103590394B
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Abstract
The invention provides a kind of construction method of original state soil taking and filling pile, determine the central point of castinplace pile, pile body location steel sleeve pipe is set; Adopt vibration or press mode steel sleeve vertically to be inserted soil layer certain depth and start lower brill; Under get into projected depth after, above carry drilling rod certain altitude, start concrete pump, deliver to drilling rod by pipeline coagulation soil, drilling rod lower end ejection concrete, then slow circumvolve carries drilling rod, limit is carried drilling rod limit pumping of concrete, to design height, formin concrete pile; By centering steel sleeve center, reinforcing cage center, vertically put into reinforcing cage to designated depth, form reinforced concrete pile; The present invention fundamentally to eliminate in work progress mud to the pollution of surrounding environment; The shrinkage cavity effectively avoided in work progress, collapse hole phenomenon; The pile body formed has comparatively high-bearing capacity, significantly improves the efficiency of construction of stake.
Description
Technical field
The present invention relates to foundation engineering technical field, specifically relate to a kind of construction method of original state soil taking and filling pile.
Background technology
In existing pile foundation and base pit engineering, the most frequently used pile-type of non-extruding earth performance is holing with slurry wall protection castinplace pile, this holing with slurry wall protection castinplace pile can according to the requirement of design bearing capacity value, conveniently choose a footpath and stake long, affect without soil compaction, this reliability increases substantially, and thus this drill-pouring pile-type is widely used in engineering, is the drill-pouring pile-type adopting mud off as there being the stake of more than 80% in Pile Foundation.
But this bored pile is in municipal construction, and the drilling slurry that generation is discarded causes the severe contamination to urban environment, and this mud flows into again sewer and causes blocking drainage pipe; Or enter the rivers in city, make the riverbed of rivers rises and causes the cross-section of river to reduce, affect the safety of drainning off floodwaters in city thus; Such as to construct the bored pile of 1 cubic metre, need 7 cubic metres of clean waters, produce 4 cubic metres of discarded drilling slurries; If annual application bored pile 300,000, average stake footpath
millimeter, average stake is long is 50 meters, then produce the discarded drilling slurry of 3000 ten thousand steres thus, this is equivalent to the volume of 3 Hangzhou West Lakes; A large amount of discarded drilling slurries, cannot find storable place at peri-urban.
In soft foundation, shrinkage cavity in deposited reinforced concrete pile pore forming process, collapse hole phenomenon are very general, and the construction method of existing deposited reinforced concrete pile is difficult to be adapted in soft foundation.
Summary of the invention
Technical problem to be solved by this invention is, overcome that the filling pile slurry that exists in prior art pollutes, the shrinkage cavity in pore forming process, collapse hole problem, a kind of construction method of original state soil taking and filling pile is provided.
In order to solve the problem, technical scheme of the present invention is such:
Original state soil taking and filling pile construction method: comprise the following steps,
A. measurement and positioning, determines the central point of castinplace pile, arranges pile body location steel sleeve pipe around central point;
B. adopt vibration or press mode that steel sleeve is vertically inserted soil layer certain depth,
C. steel sleeve central point is aimed at drilling rod center, start lower brill;
D. after getting into projected depth down, above carry drilling rod certain altitude, start concrete pump, deliver to drilling rod by pipeline coagulation soil, drilling rod lower end ejection concrete, then slow circumvolve carries drilling rod, limit is carried drilling rod limit pumping of concrete, to design height, formin concrete pile;
E., in pile body location steel sleeve pipe, arrange a reinforcing cage locating sleeve, reinforcing cage locating sleeve is concentric with pile body locating sleeve;
F. reinforcing cage is lifted, by centering steel sleeve center, reinforcing cage center; Described reinforcing cage inside is provided with send muscle bar;
G. in the plain concrete pile of Step d, vertically put into reinforcing cage to designated depth, form reinforced concrete pile;
H. muscle bar will be sent to extract;
Steel sleeve is transferred to by i;
J. stake top is cleared up.By eliminating impurities such as the surface dust on stake top.
The diameter of steel sleeve is greater than more than the diameter 1cm of drilling rod screw blade; The diameter of reinforcing cage locating sleeve is greater than more than the diameter 1cm of reinforcing cage; The diameter of steel sleeve is greater than more than the diameter 1cm of reinforcing cage locating sleeve.
Muscle pole length is sent to be more than or equal to or to be less than the length of reinforcing cage.
Sending on muscle bar of reinforcing cage center is provided with vibrator, and during descending reinforcing cage, vibrator vibrates simultaneously.
With screw blade on drilling rod, screw blade arranged outside has projection, and screw blade rotates takes undisturbed soil out of, forms helicla flute outside pile body simultaneously.
The upper end of reinforcing cage is provided with steel reinforcement protective sleeve.
Pre-embedded steel slab is provided with outside reinforcing cage.
Drilling rod squareness measurement is carried out before lower brill.
Form the castinplace pile of more than two or two simultaneously.
Reinforcing cage contains can Shi Hanzhang reinforcing bar.
Beneficial effect, the construction method of original state soil taking and filling pile of the present invention, adopts and gets undisturbed soil engineering method, fundamentally eliminates borehole wall-protection mud to the pollution of surrounding environment; And the shrinkage cavity effectively avoided in work progress, collapse hole phenomenon.Shape stake has comparatively high-bearing capacity, can significantly improve the efficiency of construction of stake.
Accompanying drawing explanation
The present invention is described in detail below in conjunction with the drawings and specific embodiments;
Fig. 1 is the structural representation of the construction equipment of original state soil taking and filling pile of the present invention.
Fig. 1 a is that in this equipment, vertical gauge arranges schematic diagram.
Fig. 2 is this equipment hoisting reinforcing cage schematic diagram.
Fig. 3 is in formation of pile, and steel sleeve center schematic diagram aimed at by drilling rod.
Fig. 4 is in formation of pile, above carries drilling rod pneumatically placed concrete schematic diagram.
Fig. 5 is in formation of pile, starts descending reinforcing cage schematic diagram.
Fig. 6 is pile body schematic cross-section after pile.
Detailed description of the invention
The technological means realized to make the present invention, creation characteristic, reaching object and effect is easy to understand, below in conjunction with concrete diagram, setting forth the present invention further.
Referring to Fig. 1, referring to Fig. 1 a, a kind of construction equipment of original state soil taking and filling pile, comprise frame 1 and drilling tool 4, frame is provided with vertical guide rod 3 and running gear 2, drilling tool comprises dynamic rotation system 41, drilling rod 42, vertical guide rod top is provided with multiple suspension 5, one of them suspension is connected with a boom hoisting 51, a suspension connects dynamic rotation system 41, dynamic rotation system jointed rod 42, drilling rod 42 upper end connects the carrier pipe 43 of delivering concrete, drilling rod 42 is provided with screw blade 44, hollow channel is provided with in drilling rod, drilling rod lower end is provided with concrete ejiction opening 45, ejiction opening is provided with one way valve, vertical guide rod 3 is provided with at least one leading truck 31, described drilling rod 42 is positioned in the middle part of leading truck 31, vertical guide rod 3 is provided with two guide rod vertical gauges, 32, two guide rod vertical gauges and vertical center of pilot line is that 90 ° of angles are arranged (see Fig. 1 a).
Described drilling rod 42 length >=35m.
Vertical guide rod 3 is provided with track 33, and dynamic rotation system 41 moves up and down along track.
Described walking mechanism 2 is step moving mechanism, and the line between two suspension 5 point of suspension moves towards parallel with step moving mechanism.
The arranged outside of described screw blade 44 has projection 441.
Referring to Fig. 2, described boom hoisting connects one for inserting the reinforcing cage 6 of castinplace pile, is provided with one and send muscle bar 61 in reinforcing cage 6.Muscle bar upper end is sent to be provided with vibrator 62.Vibrator 62 is beneficial to reinforcing cage 6 and inserts smoothly in pile body when working.After construction, vibrator 62 extracts recovery in the lump together with sending muscle bar 61.
Work progress is as follows:
A. measurement and positioning, determines the central point of castinplace pile, arranges pile body location steel sleeve pipe 7 around central point;
B. adopt vibration or press mode that steel sleeve 7 is vertically inserted soil layer certain depth, referring to Fig. 3;
C. by drilling rod 42 center centring point, lower brill is started;
D. after getting into projected depth down, above carry drilling rod 42 certain altitude, start concrete pump, deliver to drilling rod by pipeline coagulation soil, drilling rod lower end ejection concrete, then slow circumvolve carries drilling rod, limit is carried drilling rod limit pumping of concrete, to design height, formin concrete pile, referring to Fig. 4;
E., in steel sleeve, arrange a reinforcing cage locating sleeve 8, reinforcing cage locating sleeve 8 is concentric with steel sleeve 7;
F. reinforcing cage 6 is lifted, by centering reinforcing cage locating sleeve 8 center, reinforcing cage 6 center; Described reinforcing cage 6 inside is provided with send muscle bar 61, send muscle bar 61 length to be more than or equal to the length of reinforcing cage 6, referring to Fig. 5; Reinforcing cage locating sleeve 8 upper end is bell mouth shape, is beneficial to location and the insertion of reinforcing cage.
G. in the plain concrete pile of Step d, vertically put into reinforcing cage 6 to designated depth, form reinforced concrete pile;
H. muscle bar 61 will be sent to extract;
I. steel sleeve 7 and reinforcing cage locating sleeve 8 are transferred to.
J. clear up stake top, remove the foreign material such as unnecessary surface dust mud.
The diameter of steel sleeve 7 is greater than more than the diameter 1cm of drilling rod screw blade 44; The diameter of reinforcing cage locating sleeve 8 is greater than more than the diameter 1cm of reinforcing cage 6.The diameter of steel sleeve 7 is greater than more than the diameter 1cm of reinforcing cage locating sleeve 8.
Sending on muscle bar 61 of reinforcing cage center is provided with vibrator 62, and during descending reinforcing cage, vibrator vibrates simultaneously.
With screw blade on drilling rod, screw blade arranged outside has projection 441, and screw blade rotates takes undisturbed soil out of, forms helicla flute outside pile body simultaneously.
Be provided with pre-embedded steel slab outside reinforcing cage 6, pre-embedded steel slab is for connecting internal support of foundation pit.
Drilling rod 42 squareness measurement is carried out before lower brill.
Form the castinplace pile of more than two or two simultaneously.
Reinforcing cage 6 contains can Shi Hanzhang reinforcing bar.Prestressed reinforcement be steel strand or other can the muscle body of Shi Hanzhang.
Finally form deposited reinforced concrete pile, referring to Fig. 6.The excircle of pile body has helicla flute, and this helicla flute is that the projection 441 outside screw blade 44 is formed in rotary course.
Reinforcing cage 6 top rebars of the deposited reinforced concrete pile of pile arranges steel reinforcement protective sleeve.
The construction method of original state soil taking and filling pile of the present invention, adopts and gets undisturbed soil engineering method, fundamentally eliminates borehole wall-protection mud to the pollution of surrounding environment; And the shrinkage cavity effectively avoided in work progress, collapse hole phenomenon.The pile body formed has comparatively high-bearing capacity, significantly improves the efficiency of construction of stake.
More than show and describe general principle of the present invention, principal character and advantage of the present invention.The technician of the industry should understand; the present invention is not restricted to the described embodiments; what describe in above-described embodiment and manual just illustrates principle of the present invention; the present invention also has various changes and modifications without departing from the spirit and scope of the present invention, and these changes and improvements all fall in the claimed scope of the invention.The scope of patent requirements protection of the present invention is defined by appending claims and equivalent thereof.
Claims (8)
1. original state soil taking and filling pile construction method: it is characterized in that, comprise the following steps,
A. measurement and positioning, determines the central point of castinplace pile, arranges pile body location steel sleeve pipe around central point;
B. adopt vibration or press mode that steel sleeve is vertically inserted soil layer certain depth,
C. steel sleeve central point is aimed at drilling rod center, start lower brill;
D. after getting into projected depth down, above carry drilling rod certain altitude, start concrete pump, deliver to drilling rod by pipeline coagulation soil, drilling rod lower end ejection concrete, then slow circumvolve carries drilling rod, limit is carried drilling rod limit pumping of concrete, to design height, formin concrete pile; With screw blade on drilling rod, screw blade arranged outside has projection, and screw blade rotates takes undisturbed soil out of, forms helicla flute outside pile body simultaneously;
E., in pile body location steel sleeve pipe, arrange a reinforcing cage locating sleeve, reinforcing cage locating sleeve is concentric with pile body locating sleeve;
F. reinforcing cage is lifted, by centering steel sleeve center, reinforcing cage center; Described reinforcing cage inside is provided with send muscle bar, send muscle pole length to be more than or equal to the length of reinforcing cage; Reinforcing cage locating sleeve upper end is bell mouth shape, is beneficial to location and the insertion of reinforcing cage;
G. in the plain concrete pile of Step d, vertically put into reinforcing cage to designated depth, form reinforced concrete pile;
H. muscle bar will be sent to extract;
Steel sleeve and reinforcing cage locating sleeve are transferred to by i;
J. stake top is cleared up.
2. original state soil taking and filling pile construction method according to claim 1, is characterized in that, the diameter of steel sleeve is greater than more than the diameter 1cm of drilling rod screw blade; The diameter of reinforcing cage locating sleeve is greater than more than the diameter 1cm of reinforcing cage; The diameter of steel sleeve is greater than more than the diameter 1cm of reinforcing cage locating sleeve.
3. original state soil taking and filling pile construction method according to claim 1, is characterized in that, sending on muscle bar in reinforcing cage is provided with vibrator, and when putting into reinforcing cage, vibrator vibrates simultaneously.
4. original state soil taking and filling pile construction method according to claim 1, is characterized in that, the upper end of reinforcing cage is provided with steel reinforcement protective sleeve.
5. original state soil taking and filling pile construction method according to claim 1, is characterized in that, be provided with pre-embedded steel slab outside reinforcing cage.
6. original state soil taking and filling pile construction method according to claim 1, is characterized in that, carries out drilling rod squareness measurement before lower brill.
7. original state soil taking and filling pile construction method according to claim 1, is characterized in that, forms the castinplace pile of more than two simultaneously.
8. original state soil taking and filling pile construction method according to claim 1, it is characterized in that, reinforcing cage contains prestressed reinforcement.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201310627940.9A CN103590394B (en) | 2013-11-29 | 2013-11-29 | The construction method of original state soil taking and filling pile |
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| CN201310627940.9A CN103590394B (en) | 2013-11-29 | 2013-11-29 | The construction method of original state soil taking and filling pile |
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| CN103590394A CN103590394A (en) | 2014-02-19 |
| CN103590394B true CN103590394B (en) | 2015-11-04 |
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Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103615000A (en) * | 2013-12-18 | 2014-03-05 | 上海强劲地基工程股份有限公司 | Construction device of original-state earth-borrowing cast-in-place pile |
| CN103882870A (en) * | 2014-03-24 | 2014-06-25 | 上海强劲地基工程股份有限公司 | Cement mixing pile and concrete pile meshing supporting structure and construction method |
| CN103882859B (en) * | 2014-04-03 | 2015-12-09 | 上海强劲地基工程股份有限公司 | A kind of original state of Shi Hanzhang fetches earth cast-with-pressure concrete pile and construction method thereof |
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| CN1361334A (en) * | 2000-12-27 | 2002-07-31 | 柯刚 | Pile constructing process including drilling hole with long screw and pressure depositing concrete and steel bar cage vibrating feeder |
| JP2007255107A (en) * | 2006-03-24 | 2007-10-04 | Shimizu Corp | Construction method for cast-in-place concrete pile |
| CN102277870A (en) * | 2011-05-16 | 2011-12-14 | 广东省水利电力勘测设计研究院 | Sand pile replacement type stirring pile |
| CN102807342A (en) * | 2012-08-24 | 2012-12-05 | 北京城建亚泰建设集团有限公司 | Concrete applicable to rear insertion cage and preparation method thereof |
| JP2013122121A (en) * | 2011-12-09 | 2013-06-20 | Senshu Iwatani:Kk | Reinforcement cage erection method, float application device for use in the method, and buoyancy body disengagement device |
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2013
- 2013-11-29 CN CN201310627940.9A patent/CN103590394B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1361334A (en) * | 2000-12-27 | 2002-07-31 | 柯刚 | Pile constructing process including drilling hole with long screw and pressure depositing concrete and steel bar cage vibrating feeder |
| JP2007255107A (en) * | 2006-03-24 | 2007-10-04 | Shimizu Corp | Construction method for cast-in-place concrete pile |
| CN102277870A (en) * | 2011-05-16 | 2011-12-14 | 广东省水利电力勘测设计研究院 | Sand pile replacement type stirring pile |
| JP2013122121A (en) * | 2011-12-09 | 2013-06-20 | Senshu Iwatani:Kk | Reinforcement cage erection method, float application device for use in the method, and buoyancy body disengagement device |
| CN102807342A (en) * | 2012-08-24 | 2012-12-05 | 北京城建亚泰建设集团有限公司 | Concrete applicable to rear insertion cage and preparation method thereof |
Non-Patent Citations (1)
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| 套管旋挖灌注桩施工技术研究及应用;张炳信;《广东土木与建筑》;20130430(第4期);第19-21页 * |
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