CN103711121A - Construction method for undisturbed soil pressure irrigation concrete pile with down-mounted pile top - Google Patents
Construction method for undisturbed soil pressure irrigation concrete pile with down-mounted pile top Download PDFInfo
- Publication number
- CN103711121A CN103711121A CN201410019976.3A CN201410019976A CN103711121A CN 103711121 A CN103711121 A CN 103711121A CN 201410019976 A CN201410019976 A CN 201410019976A CN 103711121 A CN103711121 A CN 103711121A
- Authority
- CN
- China
- Prior art keywords
- concrete pile
- reinforcing cage
- protecting pipe
- drilling rod
- pile
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Images
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
The invention provides a construction method for an undisturbed soil pressure irrigation concrete pile with a down-mounted pile top. A grab bucket is adopted for cleaning the pile top, so that the difficulty that the pile top which is positioned below a construction working surface is difficult to construct by the conventional construction method is solved; the shortcoming that soil laitance of the pile top is brought into a pile body and affects the quality of the pile body is overcome; the difficulty in construction of soft soil layers is also solved.
Description
Technical field
The present invention relates to foundation engineering technical field, the original state that specifically relates to a kind of the top underlying construction method of cast-with-pressure concrete pile that fetches earth.
Background technology
The original state cast-with-pressure concrete pile that fetches earth, overcome the deficiency of now widely used mud off abrasion drill pore-forming pouring underwater concrete stake, soil removal and replacement as mid-in formation of pile is broken and stirs the mud into about 3 times of volumes with water, through positive and negative endless form, discharges, and produces a large amount of mud emissions; Efficiency of construction is extremely low, water consumption power consumption is serious, often occurs the serious mass defects such as sediment is blocked up, broken pile, folder mud.It has been inherited long auger and has pressed the advantage of filling with stake, at the bottom of first adopting special-purpose spiral drill to be drilled into, projected depth forms a stake footpath, then by continuous high pressure pumping liquid concrete to the stake from bottom to up of drilling tool hollow pipeline, push up, formin concrete pile, replace soil simultaneously and utilize screw blade original state to take out, whole reinforcing cage vibration inserted and formed reinforced concrete pile.Have without mud emission, save a large amount of water power, significantly improve work efficiency, pile quality reliable, reduce construction costs 20% with first-class advantage, be energy-conserving and environment-protective, green construction technology.
Because underground space development needs, and the overturning or slip resistance analysis of highrise building and foundation stability needs, and requires basis buried, causes the buried engineering of pile foundation engineering and the top underlying of foundation pit supporting project king-pile more and more.Under regular situation, the construction of pile is generally carried out on ground, in Soft Soil Districts, if the stake buried underlying in top, the conventional original state guncreting pile construction method that fetches earth, often occur that pile crown earth laitance can not clean out, while causing reinforcing cage to insert, bring earth laitance into pile body inside, cause appearance in pile body to press from both sides the quality problems such as mud, so a lot of engineerings are for fear of this problem, often stake top casting is filled with to ground, during foundation excavation, excise again, cause like this material, artificial a large amount of wastes and the increase of construction costs, the invention solves the fetch earth construction difficult problem of cast-with-pressure concrete pile of an original state of top underlying.
Summary of the invention
Technical problem to be solved by this invention is, overcomes that the stake top earth laitance existing in prior art can not thoroughly be removed, occurs the quality problems such as folder mud in pile body, the construction method that provides the original state of a kind of top underlying to fetch earth cast-with-pressure concrete pile.
In order to address the above problem technical scheme of the present invention, be such:
The fetch earth construction method of cast-with-pressure concrete pile of the original state of stake top underlying: described stake top is positioned at constructing operation face 1.5m at least below, it is characterized in that, comprises the following steps,
A. measurement and positioning, determines and the central point of concrete pile, around central point, protecting pipe is set;
B. adopt vibration or press mode that protecting pipe is vertically inserted to soil layer;
C. protecting pipe central point is aimed in drilling rod center, start lower brill;
D. get into after projected depth down, first, carrying drilling rod to drill bit valve can open position, then start concrete pump, by pipeline pumping of concrete, to drilling rod, after drilling rod lower end ejection concrete, in continuation slowly, carry drilling rod, on limit, carry drilling rod limit pumping of concrete, on carry drilling rod the super concrete of filling with to more than design of pile top position 10cm, stop pumping of concrete, formin concrete pile; Drilling rod proposes from protecting pipe, removes drilling rod after proposition;
E. adopt grab bucket to remove the assorted soil on plain concrete pile top, when grab bucket catches after pure concrete, the soil that shows to mix is cleaned out;
F. lift reinforcing cage, by reinforcing cage center protecting pipe center; Described reinforcing cage inside is provided with send muscle bar;
G. in plain concrete pile, vertically put into reinforcing cage to designated depth, form reinforced concrete pile;
H. will send muscle bar to extract; After certain hour, protecting pipe is extracted.
On drilling rod, be provided with screw blade.
The diameter of screw blade is small top and big bottom.
The diameter of screw blade reduces from top to bottom gradually.
Protecting pipe diameter is more than or equal to the screw blade diameter of auger stem.
Before f step, in protecting pipe, a reinforcing cage locating sleeve is set, vertically puts into reinforcing cage during construction in reinforcing cage locating sleeve, reinforcing cage locating sleeve is concentric with protecting pipe.
Sending muscle bar is H shaped steel, H shaped steel length and reinforcing cage equal in length or not etc., H shaped steel top is not provided with vibrator, and while putting into reinforcing cage, vibrator vibrates simultaneously.
While transfering to H shaped steel, vibrate simultaneously.
Inner side and/or the arranged outside of protecting pipe have interleaving agent.
The arranged outside of protecting pipe has locating piece.
Reinforcing cage arranged outside has locating piece.
Screw blade arranged outside has projection, and undisturbed soil is taken in screw blade rotation out of, and pile body outside forms helicla flute simultaneously.
On the reinforcing bar of reinforcing cage upper end, be provided with steel reinforcement protective sleeve.
Reinforcing cage contains can apply prestressed reinforcement.
Reinforcing cage locating sleeve is bell mouth shape.
Reinforcing cage locating sleeve is comprised of two halves, and two half-covering tubes form the reinforcing cage locating sleeve of a bell mouth shape.
Locating sleeve is steel material, and length is more than 2 meters, more than diameter 400mm.
Described vibrator and send between muscle bar and be provided with and contact bar, is provided with connector between contact bar and reinforcing cage; After reinforcing cage is placed, by vibrator, contact bar, connector, send muscle bar to extract together.
Adjacent stake position arranges at least two protecting pipes simultaneously, and adjacent protecting pipe is that length interval is arranged, one is short protecting pipe, and next is long protecting pipe, first on short protecting pipe position, constructs, then constructs on long protecting pipe position.
The fetch earth construction method of cast-with-pressure concrete pile of the original state of stake top underlying: described stake top is positioned at constructing operation face 1.5m at least below, it is characterized in that, comprises the following steps,
A. measurement and positioning, determines the central point of concrete pile, then with rig, draws the hole drill layer that loosens the soil; Draw behind hole, then around central point, protecting pipe is set;
B. adopt vibration or press mode that protecting pipe is vertically inserted to soil layer, described protecting pipe can arrange before or after step a;
C. protecting pipe central point is aimed in drilling rod center, start lower brill;
D. get into after projected depth down, first, carrying drilling rod to drill bit valve can open position, then start concrete pump, by pipeline pumping of concrete, to drilling rod, after drilling rod lower end ejection concrete, in continuation slowly, carry drilling rod, on limit, carry drilling rod limit pumping of concrete, on carry drilling rod the super concrete of filling with to more than design of pile top position 10cm, stop pumping of concrete, formin concrete pile; Drilling rod proposes from protecting pipe, removes drilling rod after proposition;
E. the assorted soil on stake top is removed in employing grab bucket, and when grab bucket catches after pure concrete, the soil that shows to mix is cleaned out;
F. lift reinforcing cage, by reinforcing cage center protecting pipe center; Described reinforcing cage inside is provided with send muscle bar;
G. in plain concrete pile, vertically put into reinforcing cage to designated depth, form reinforced concrete pile;
H. will send muscle bar to extract; After certain hour, protecting pipe is extracted.
The fetch earth construction method of cast-with-pressure concrete pile of the original state of the medium and small spacing stake of Soft Soil Layer top underlying, every pile adopts step claimed in claim 1 to construct, interval construction between adjacent stake, to reduce the impact mutually producing in work progress, at least one pile in interval.
Beneficial effect, the fetch earth construction method of cast-with-pressure concrete pile of the original state of stake of the present invention top underlying, adopts and gets undisturbed soil engineering method, and in work progress, effectively avoided shrinkage cavity, collapse hole phenomenon, pile has compared with high-bearing capacity, can significantly improve the efficiency of bore forming.More than ground, construct, stake top is arranged on below ground, reduces the waste of material, saves cost of labor and construction costs; Adopt grab bucket to the cleaning of stake jacking row, overcome pile after pile body contain the problems such as assorted soil, laitance, strength of the mixing pile.
Accompanying drawing explanation
Below in conjunction with the drawings and specific embodiments, describe the present invention in detail;
Fig. 1 is the fetch earth structural representation of cast-with-pressure concrete pile construction equipment of the original state of stake of the present invention top underlying.
Fig. 2 is this equipment hoisting reinforcing cage schematic diagram.
Fig. 3 is in formation of pile, and drilling rod is aimed at protecting pipe center schematic diagram.
Fig. 4 is in formation of pile, above carries drilling rod pneumatically placed concrete schematic diagram.
Fig. 5 is in formation of pile, and the assorted native schematic diagram in stake top is removed in grab bucket.
Fig. 6 is in formation of pile, starts descending reinforcing cage schematic diagram.
Fig. 7 is pile body generalized section after pile.
Fig. 8 is protecting pipe plane structure schematic diagram.
Fig. 9 is vibrator and send syndeton schematic diagram between muscle bar.
Figure 10 is for adopting protecting pipe bore forming sequential schematic.
Figure 11 is the drilling tool structure schematic diagram of embodiment 2.
The specific embodiment
For technological means, creation characteristic that the present invention is realized, reach object and effect is easy to understand, below in conjunction with concrete diagram, further set forth the present invention.
Referring to Fig. 1 and Fig. 2, referring to Fig. 1 a, construction equipment is as follows: comprise frame 1 and drilling tool 4, in frame, be 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 suspension 5, suspension 5 can fill for connecting hanging boom hoisting 51 or the dynamic rotation system 41 of reinforcing cage, dynamic rotation system jointed rod 42, drilling rod 42 upper ends connect the carrier pipe 43 of delivering concrete, on drilling rod 42, be provided with screw blade 44, in drilling rod, be provided with hollow channel, drilling rod lower end is provided with concrete ejiction opening 45, on ejiction opening, be provided with one way valve, on vertical guide rod 3, be provided with at least one leading truck 31, described drilling rod 42 is positioned at leading truck 31 middle parts, vertical guide rod 3 is provided with 32, two guide rod vertical gauges of two guide rod vertical gauges and vertical center of pilot line and is 90 ° of angles and arranges and (see Fig. 1 a).
Described walking mechanism 2 is crawler type or step moving mechanism.
The arranged outside of described screw blade 44 has projection 441.
Referring to Fig. 2, described boom hoisting 51 connects one for inserting the reinforcing cage 6 of concrete pile, is provided with one and send muscle bar 61 in reinforcing cage 6.Send muscle bar upper end to be provided with vibrator 62.During vibrator 62 work, being beneficial to reinforcing cage 6 inserts in pile body smoothly.After reinforcing cage inserts, vibrator 62 is together with sending muscle bar 61 to extract in the lump recovery.Send muscle bar 61 for H shaped steel.On the reinforcing bar of reinforcing cage 6 upper ends, be provided with steel reinforcement protective sleeve, reinforcing cage 6 upper ends in protection construction, avoid being stained with the assorted soil of cement.
Reinforcing cage 6 contains can apply prestressed reinforcement.
The original state cast-with-pressure concrete pile that fetches earth of the stake top underlying described in this patent, stake top be positioned at constructing operation face below at least 1.5m(referring to Fig. 7).This type of stake top is positioned at below constructing operation face, when soil excavation, is excavated to position, stake top.
Work progress following (referring to Fig. 3-7):
A. measurement and positioning, determines and the central point of concrete pile, around central point, protecting pipe 7 is set;
B. adopt vibration or press mode that protecting pipe 7 is vertically inserted to soil layer;
D. get into after projected depth down, form pile body outline, first, carrying drilling rod 42 to drill bit valve can open position, on to put forward scope be 10-200cm, drilling rod front end ejiction opening is blocked without soil, then start concrete pump, by pipeline pumping of concrete to drilling rod 42, drilling rod 42 lower end ejection concrete, the concrete volume of general ejection is not less than the volume that proposes the stake hole that drilling rod reserves, then carry drilling rod on slowly, on limit, carry drilling rod limit pumping of concrete, on carry drilling rod the super concrete of filling with to more than design of pile top position 10cm, stop pumping of concrete, formin concrete pile, drilling rod proposes from protecting pipe, removes drilling rod after proposition.
E. adopt grab bucket to remove the above assorted soil in stake top.The earth that assorted soil drops when above carrying drilling rod or laitance etc., when grab bucket catches pure plain concrete, show that assorted soil removes clean.While grabbing soil, grab bucket is grabbed soil in protecting pipe 7, and protecting pipe plays a protective role, and the soil body in protecting pipe outside is isolated.
F. lift reinforcing cage 6, by reinforcing cage 6 center protecting pipe centers; Described reinforcing cage 6 inside are provided with send muscle bar 61;
G. in plain concrete pile, vertically put into reinforcing cage 6 to designated depth, form reinforced concrete pile;
H. will send muscle bar to extract; After certain hour, protecting pipe 7 is extracted.
In above-mentioned steps:
In protecting pipe 7, a reinforcing cage locating sleeve 8 is set, during construction, in reinforcing cage locating sleeve, vertically put into reinforcing cage 6, reinforcing cage locating sleeve 8 is concentric with protecting pipe 7.Reinforcing cage locating sleeve 8 is bell mouth shape.Reinforcing cage locating sleeve 8 is comprised of two halves, and two half-covering tubes form the reinforcing cage locating sleeve 8 of a bell mouth shape.Reinforcing cage locating sleeve 8 is steel material, and length is more than 0.1 meter, more than diameter 400mm.
Send muscle bar 61 for H shaped steel, H shaped steel length is more than or equal to or is less than the length of reinforcing cage 6, and H shaped steel top is provided with vibrator 62, and while putting into reinforcing cage, vibrator vibrates simultaneously.When transfering to H shaped steel, vibrator vibrates simultaneously, on the one hand H shaped steel is transferred to easier, increases on the other hand pile body compactness.
Inner side and/or the arranged outside of protecting pipe 7 have interleaving agent, and protecting pipe 8 is easy to extract like this.Protecting pipe outside is also provided with and prevents that limited block 71(that protecting pipe 7 rotates is referring to Fig. 8).
Reinforcing cage 6 arranged outside have spacer pad 63, and spacer pad 63, for making reinforcing cage placed in the middle, prevents that reinforcing cage from sliding into side (referring to Fig. 2).
On drilling rod 42, with screw blade 44, screw blade 44 arranged outside have projection 441, and undisturbed soil is taken in screw blade 441 rotations out of, and pile body outside forms helicla flute simultaneously.
Because stake withstands on below ground, vibrator volume is large or for protection vibrator does not directly contact concrete, at described vibrator 62, is provided with and contacts bar 63 with sending between muscle bar 61, contacts between bar 63 and reinforcing cage 6 and is provided with connector 64; After reinforcing cage 6 is placed, by vibrator, contact bar, connector, send muscle bar to extract together (referring to Fig. 9).
For Soft Soil Districts, adopt following two kinds of modes,
One, before concrete setting, after protecting pipe 7 is extracted, concrete has certain flowing, and after solidifying, causes adjacent studs construction obstacle, for this reason, when protecting pipe 7 is buried in construction underground, adopt the method for adjacent length, first construction stake position protecting pipe is 1. short protecting pipe, next construction stake position protecting pipe is 2. long protecting pipe, according to this order protecting pipe, arranges successively; During construction, first construct first construction stake position 1., then next stake position guncreting pile driving construction 3., is carried out in stake position, one, interval 2.; 1. the complete protecting pipe of men working ahead is extracted simultaneously, used stake position in the back 4. to go up (referring to Figure 10).Certainly the stake position at interval also can for two or more than.
Two, in soft soil layer construction, under drilling rod, bore, on carry and during pumping of concrete, the soil body had to certain squeezing action, the nearer stake of having constructed of adjusting the distance during construction has squeezing action, produces quality accident.Adopt the jumping at interval to beat construction method for this reason, to reduce the impact mutually producing in work progress, and according to soil layer and stake footpath size cases, determine quantity, the distance of interval stake.
In underground soft layer, during due to pile, pumping of concrete has certain pressure, and soft soil is had to certain extruding, causes a footpath to have certain expansion; Drilling rod with helical blade also has certain swing in rotary course on the other hand, also can cause the expansion in a footpath, and especially more past pile body lower end is more obvious; There is again concrete self gravitation to expand and also have certain effect stake footpath.To sum up above factor, need to take certain measure to the distortion of stake footpath.
For above-mentioned situation, in the present embodiment, screw blade upper diameter is that D lower diameter is d, and D is greater than d.
Further, the diameter of screw blade 44 reduces (referring to Figure 11) from top to bottom gradually.
During construction, drilling rod bores for 42 times and forms a bellmouth, and the bottom diameter of bellmouth is with drilling rod lower blade diameter d, and the upper end diameter of bellmouth is with drilling rod upper blade diameter D; Then on, carry drilling rod, above carry in the process of drilling rod pneumatically placed concrete simultaneously, until drilling rod proposes, under the concrete pumping pressure of pumping and the effect of concrete self gravitation, taper reverts to upper and lower equal diameters or close cylindrical gradually.Finally insert reinforcing cage, form deposited reinforced concrete pile.According to soil layer actual conditions, the initial stake that the pile body upper diameter of construction is large, lower diameter is little, from top to bottom even transition or ladder transition.All the other are with embodiment 1.
B. adopt vibration or press mode that protecting pipe is vertically inserted to soil layer;
C. drilling rod center is aimed to the hole of drawing of protecting pipe central spot, started lower brill;
D. get into after projected depth down, first, carrying drilling rod to drill bit valve can open position, then start concrete pump, by pipeline pumping of concrete, to drilling rod, drilling rod lower end ejection concrete, carries drilling rod in continuation slowly, on limit, carry drilling rod limit pumping of concrete, on carry drilling rod the super concrete of filling with to more than design of pile top position 10cm, stop pumping of concrete, formin concrete pile; Drilling rod proposes from protecting pipe, removes drilling rod after proposition;
E. remove an above assorted soil in top, adopt grab bucket to construct, when grab bucket catches after pure concrete, the soil that shows to mix is cleaned out;
F. lift reinforcing cage, by reinforcing cage center protecting pipe center; Described reinforcing cage inside is provided with send muscle bar;
G. in plain concrete pile, vertically put into reinforcing cage to designated depth, form reinforced concrete pile;
H. will send muscle bar to extract; After certain hour, protecting pipe is extracted.
All the other are with embodiment 1.
The fetch earth construction method of cast-with-pressure concrete pile of the original state of stake of the present invention top underlying, adopts and gets undisturbed soil engineering method, and in work progress, effectively avoided shrinkage cavity, collapse hole phenomenon, pile has compared with high-bearing capacity, can significantly improve the efficiency of bore forming.Stake top is arranged on below ground, reduces the waste of material, saves cost of labor and construction costs; Adopt grab bucket to the cleaning of stake jacking row, overcome pile body after pile and contained assorted soil, the poor problem of pile quality.
More than show and described basic 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; that in above-described embodiment and manual, describes 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 claimed scope of patent of the present invention is defined by appending claims and equivalent thereof.
Claims (21)
1. the original state of the top underlying construction method of cast-with-pressure concrete pile that fetches earth: described stake top is positioned at constructing operation face 1.5m at least below, it is characterized in that, comprises the following steps,
A. measurement and positioning, determines and the central point of concrete pile, around central point, protecting pipe is set;
B. adopt vibration or press mode that protecting pipe is vertically inserted to soil layer;
C. protecting pipe central point is aimed in drilling rod center, start lower brill;
D. get into after projected depth down, first, carrying drilling rod to drill bit valve can open position, then start concrete pump, by pipeline pumping of concrete, to drilling rod, after drilling rod lower end ejection concrete, in continuation slowly, carry drilling rod, on limit, carry drilling rod limit pumping of concrete, on carry drilling rod the super concrete of filling with to more than design of pile top position 10cm, stop pumping of concrete, formin concrete pile; Drilling rod proposes from protecting pipe, removes drilling rod after proposition;
E. adopt grab bucket to remove the assorted soil on plain concrete pile top, when grab bucket catches after pure concrete, the soil that shows to mix is cleaned out;
F. lift reinforcing cage, by reinforcing cage center protecting pipe center; Described reinforcing cage inside is provided with send muscle bar;
G. in plain concrete pile, vertically put into reinforcing cage to designated depth, form reinforced concrete pile;
H. will send muscle bar to extract; After certain hour, protecting pipe is extracted.
2. the original state of according to claim 1 the top underlying construction method of cast-with-pressure concrete pile that fetches earth, is characterized in that, is provided with screw blade on drilling rod.
3. the original state of according to claim 2 the top underlying construction method of cast-with-pressure concrete pile that fetches earth, is characterized in that, the diameter of screw blade is small top and big bottom.
4. the original state of according to claim 3 the top underlying construction method of cast-with-pressure concrete pile that fetches earth, is characterized in that, the diameter of screw blade reduces from top to bottom gradually.
5. the original state of according to claim 1 the top underlying construction method of cast-with-pressure concrete pile that fetches earth, is characterized in that, protecting pipe diameter is more than or equal to the screw blade diameter of auger stem.
6. the original state of according to claim 1 the top underlying construction method of cast-with-pressure concrete pile that fetches earth, is characterized in that, before f step, in protecting pipe, one reinforcing cage locating sleeve is set, vertically puts into reinforcing cage during construction in reinforcing cage locating sleeve, reinforcing cage locating sleeve is concentric with protecting pipe.
7. the original state of according to claim 1 the top underlying construction method of cast-with-pressure concrete pile that fetches earth, it is characterized in that, sending muscle bar is H shaped steel, H shaped steel length and reinforcing cage equal in length or not etc., H shaped steel top is provided with vibrator, and while putting into reinforcing cage, vibrator vibrates simultaneously.
8. the original state of according to claim 6 the top underlying construction method of cast-with-pressure concrete pile that fetches earth, is characterized in that, while transfering to H shaped steel, vibrates simultaneously.
9. the original state of according to claim 1 the top underlying construction method of cast-with-pressure concrete pile that fetches earth, is characterized in that, inner side and/or the arranged outside of protecting pipe have interleaving agent.
10. the original state of according to claim 1 the top underlying construction method of cast-with-pressure concrete pile that fetches earth, is characterized in that, the arranged outside of protecting pipe has locating piece.
The fetch earth construction method of cast-with-pressure concrete pile of the original state of 11. according to claim 1 top underlyings, is characterized in that, reinforcing cage arranged outside has locating piece.
The fetch earth construction method of cast-with-pressure concrete pile of the original state of 12. according to claim 2 top underlyings, is characterized in that, screw blade arranged outside has projection, and undisturbed soil is taken in screw blade rotation out of, and pile body outside forms helicla flute simultaneously.
The fetch earth construction method of cast-with-pressure concrete pile of the original state of 13. according to claim 1 top underlyings, is characterized in that, on the reinforcing bar of reinforcing cage upper end, is provided with steel reinforcement protective sleeve.
The fetch earth construction method of cast-with-pressure concrete pile of the original state of 14. according to claim 1 top underlyings, is characterized in that, reinforcing cage contains can apply prestressed reinforcement.
The fetch earth construction method of cast-with-pressure concrete pile of the original state of 15. according to claim 6 top underlyings, is characterized in that, reinforcing cage locating sleeve is bell mouth shape.
The fetch earth construction method of cast-with-pressure concrete pile of the original state of 16. according to claim 6 top underlyings, is characterized in that, reinforcing cage locating sleeve is comprised of two halves, and two half-covering tubes form the reinforcing cage locating sleeve of a bell mouth shape.
The fetch earth construction method of cast-with-pressure concrete pile of the original state of 17. according to claim 6 top underlyings, is characterized in that, locating sleeve is steel material, and length is more than 2 meters, more than diameter 400mm.
The fetch earth construction method of cast-with-pressure concrete pile of the original state of 18. according to claim 6 top underlyings, is characterized in that, described vibrator and send between muscle bar and be provided with and contact bar is provided with connector between contact bar and reinforcing cage; After reinforcing cage is placed, by vibrator, contact bar, connector, send muscle bar to extract together.
The fetch earth construction method of cast-with-pressure concrete pile of the original state of 19. according to claim 1 top underlyings, it is characterized in that, adjacent stake position arranges at least two protecting pipes simultaneously, adjacent protecting pipe is that length interval is arranged, one is short protecting pipe, next is long protecting pipe, first on short protecting pipe position, constructs, then constructs on long protecting pipe position.
The fetch earth construction method of cast-with-pressure concrete pile of the original state of 20. top underlyings: described stake top is positioned at constructing operation face 1.5m at least below, it is characterized in that, comprises the following steps,
A. measurement and positioning, determines the central point of concrete pile, then with rig, draws the hole drill layer that loosens the soil; Draw behind hole, then around central point, protecting pipe is set;
B. adopt vibration or press mode that protecting pipe is vertically inserted to soil layer, described protecting pipe can arrange before or after step a;
C. protecting pipe central point is aimed in drilling rod center, start lower brill;
D. get into after projected depth down, first, carrying drilling rod to drill bit valve can open position, then start concrete pump, by pipeline pumping of concrete, to drilling rod, after drilling rod lower end ejection concrete, in continuation slowly, carry drilling rod, on limit, carry drilling rod limit pumping of concrete, on carry drilling rod the super concrete of filling with to more than design of pile top position 10cm, stop pumping of concrete, formin concrete pile; Drilling rod proposes from protecting pipe, removes drilling rod after proposition;
E. the assorted soil on stake top is removed in employing grab bucket, and when grab bucket catches after pure concrete, the soil that shows to mix is cleaned out;
F. lift reinforcing cage, by reinforcing cage center protecting pipe center; Described reinforcing cage inside is provided with send muscle bar;
G. in plain concrete pile, vertically put into reinforcing cage to designated depth, form reinforced concrete pile;
H. will send muscle bar to extract; After certain hour, protecting pipe is extracted.
The fetch earth construction method of cast-with-pressure concrete pile of the original state of the medium and small spacing stake of 21. Soft Soil Layer top underlying, it is characterized in that, every pile adopts step claimed in claim 1 to construct, interval construction between adjacent stake, to reduce the impact mutually producing in work progress, at least one pile in interval.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410019976.3A CN103711121B (en) | 2014-01-16 | 2014-01-16 | The underlying original state in stake top fetches earth the construction method of cast-with-pressure concrete pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410019976.3A CN103711121B (en) | 2014-01-16 | 2014-01-16 | The underlying original state in stake top fetches earth the construction method of cast-with-pressure concrete pile |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN103711121A true CN103711121A (en) | 2014-04-09 |
| CN103711121B CN103711121B (en) | 2016-03-23 |
Family
ID=50404441
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410019976.3A Active CN103711121B (en) | 2014-01-16 | 2014-01-16 | The underlying original state in stake top fetches earth the construction method of cast-with-pressure concrete pile |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103711121B (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105780763A (en) * | 2015-12-08 | 2016-07-20 | 河南锦源基础工程有限公司 | Construction method of medium-hole vibrating casing wall protection type long spiral cast-in-situ bored pile |
| CN108547301A (en) * | 2018-04-13 | 2018-09-18 | 云南建投基础工程有限责任公司 | A kind of long auger guncreting pile construction method having negative dead band |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0734449A (en) * | 1993-07-16 | 1995-02-03 | Kajima Corp | Self standing type landslide protection wall construction method |
| CN1458345A (en) * | 2003-04-29 | 2003-11-26 | 立基工程有限公司 | Combined pile section with reinfored horizontal bending strength and rigidity and its construction method |
| CN1553004A (en) * | 2003-09-27 | 2004-12-08 | 叶照桂 | Miniature drilling perfusion pile construction method |
| CN1884711A (en) * | 2006-06-07 | 2006-12-27 | 区国雄 | Double-pipe type immersed tube filling pile |
| CN101046094A (en) * | 2006-03-27 | 2007-10-03 | 上海市第四建筑有限公司 | Construction process of poured pile with steel pipe as wall protecting casing |
| US20090279960A1 (en) * | 2006-06-25 | 2009-11-12 | Basem Hazzan | Device and Method for Improved Pile Casting |
| CN103088814A (en) * | 2013-02-27 | 2013-05-08 | 路桥华祥国际工程有限公司 | Rotary drilling rig coordinated with percussion drill hole-forming construction method |
-
2014
- 2014-01-16 CN CN201410019976.3A patent/CN103711121B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0734449A (en) * | 1993-07-16 | 1995-02-03 | Kajima Corp | Self standing type landslide protection wall construction method |
| CN1458345A (en) * | 2003-04-29 | 2003-11-26 | 立基工程有限公司 | Combined pile section with reinfored horizontal bending strength and rigidity and its construction method |
| CN1553004A (en) * | 2003-09-27 | 2004-12-08 | 叶照桂 | Miniature drilling perfusion pile construction method |
| CN101046094A (en) * | 2006-03-27 | 2007-10-03 | 上海市第四建筑有限公司 | Construction process of poured pile with steel pipe as wall protecting casing |
| CN1884711A (en) * | 2006-06-07 | 2006-12-27 | 区国雄 | Double-pipe type immersed tube filling pile |
| US20090279960A1 (en) * | 2006-06-25 | 2009-11-12 | Basem Hazzan | Device and Method for Improved Pile Casting |
| CN103088814A (en) * | 2013-02-27 | 2013-05-08 | 路桥华祥国际工程有限公司 | Rotary drilling rig coordinated with percussion drill hole-forming construction method |
Non-Patent Citations (1)
| Title |
|---|
| 张炳信: "套管旋挖灌注桩施工技术研究及应用", 《广东土木与建筑》 * |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105780763A (en) * | 2015-12-08 | 2016-07-20 | 河南锦源基础工程有限公司 | Construction method of medium-hole vibrating casing wall protection type long spiral cast-in-situ bored pile |
| CN105780763B (en) * | 2015-12-08 | 2018-08-21 | 河南锦源基础工程有限公司 | Mesoporous vibrates the construction method of casing retaining wall long auger guncreting pile |
| CN108547301A (en) * | 2018-04-13 | 2018-09-18 | 云南建投基础工程有限责任公司 | A kind of long auger guncreting pile construction method having negative dead band |
Also Published As
| Publication number | Publication date |
|---|---|
| CN103711121B (en) | 2016-03-23 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| US11214938B2 (en) | Construction method for pouring concrete in karst cave | |
| CN102418344B (en) | Injector, drill bit combination structure and combination drilling tool | |
| CN109853571B (en) | Device and method for removing slag at bottom of local gas lift reverse circulation hole before concrete pouring of cast-in-situ bored pile | |
| CN100572683C (en) | The large-diameter ultra-deep rock borehole bottom-expanding filling pile job practices | |
| CN203452083U (en) | Rotary expanding pile construction equipment and grout feeding device | |
| CN107524142A (en) | A kind of holing with slurry wall protection cast-in-place pile construction method | |
| CN109594990B (en) | Large-section jacking pipe construction method for complex stratum | |
| CN1963043A (en) | Construction method for mechanical hole reaming of anchor rod | |
| CN102561950B (en) | Process for realizing grouting consolidation for aggregates filled in cavities of strata and jetting drill bit | |
| CN106996105A (en) | Down-the-hole impacts jet mixing pile constructing process and equipment | |
| CN100387790C (en) | Ground caisson construction technology and ground caisson | |
| CN109083183A (en) | Collapsible loess super long large diameter pile foundation churning driven expires hole mud wet process pore-forming technique | |
| CN107060800A (en) | A kind of shield-tunneling construction huge stone handling construction method | |
| CN107246007A (en) | A kind of construction method CFG | |
| CN110258512A (en) | It constructs in a kind of basement rock the method for diaphram wall | |
| CN109183790A (en) | A kind of Screw Pile and its construction tool and construction method | |
| CN112196494A (en) | Construction process and construction equipment for geological pipeline jointed between rock and soil layer | |
| CN108798730A (en) | A kind of mine worked-out section artificial ore pillar connects top method | |
| CN105649010A (en) | Grouting pile construction technology | |
| US9181673B2 (en) | Tools and methods for constructing large diameter underground piles | |
| CN103711121B (en) | The underlying original state in stake top fetches earth the construction method of cast-with-pressure concrete pile | |
| CN210513758U (en) | Environmental science soil property sampler | |
| CN103590394B (en) | The construction method of original state soil taking and filling pile | |
| CN103882859B (en) | A kind of original state of Shi Hanzhang fetches earth cast-with-pressure concrete pile and construction method thereof | |
| CN109403353A (en) | A kind of processing method of diaphram wall collapse hole |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant |