CN1085280C - Construction method for composite foundation by tamping expanding piles and compacting soil around piles - Google Patents
Construction method for composite foundation by tamping expanding piles and compacting soil around piles Download PDFInfo
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- CN1085280C CN1085280C CN 97115237 CN97115237A CN1085280C CN 1085280 C CN1085280 C CN 1085280C CN 97115237 CN97115237 CN 97115237 CN 97115237 A CN97115237 A CN 97115237A CN 1085280 C CN1085280 C CN 1085280C
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Abstract
The present invention relates to a construction method for composite foundations by tamping, expanding and compacting piles, which has the construction steps of (1), the placement of a prefabricated pile tip, and the exertion of static pressure on the pile tip, (2), the tamping and the strike of the pile tip, and the settlement of a following pipe, (3), material placement, (4), the pull of the pipe to preset height, (5), the tamping and the expansion of the following pipe to preset depth, and (6), steps (3), (4) and (5) are repeated until a pile is formed. A string-shaped pile body with a gourd shape can be formed by the method; the soil among compact piles forms a composite foundation. The method has the advantages of saving construction machines, reducing the construction cost, enhancing working efficiency, reducing the noise and muddy water pollution, eliminating residue soil and keeping environments.
Description
The invention belongs to the realm of building construction, relate to the foundation construction technology.
Composite foundation is meant the ground that after treatment the natural soil body and set reinforcement body acting in conjunction are wherein constituted.Composite foundation construction method adopts boring compaction pile technology both at home and abroad at present.The equipment that uses is long screw auger, and ballast consolidating machine is improved Wu Kasi percussive drill.The processing step of this method is: boring, and---feeding intake,---compacting---feeding intake---compacting is until pile.Its shortcoming is: not being suitable for is having the construction of water stratum; It is little to ram energy; Hole wall easily caves in.
The tamping, expansion and grounting piles technology is a kind of pile foundation pattern at present both domestic and external, rather than composite foundation, the basic step of its construction is: the stake pipe is squeezed into desired depth, and------compaction pile end major part---placement reinforcing cage---input concrete material---tube drawing pile feeds intake.This method is divided into two kinds of patterns again:
1, " two sleeve pipes are squeezed into formula " adopts the stake pipe construction that has mandrel.For example:
(1) the west expanded bore pile (Western Pedestal pile) of basis, U.S. west company.Its processing step is: put the precast concrete pile point, and------concrete at perfusion enlarged footing place---uses mandrel to ram and expands the formation enlarged footing and---extract mandrel and place reinforcing cage---dropping into concrete material---tube drawing pile for driven pile pipe and mandrel.
(2) Switzerland De Erta stake (Delta pile).Its construction sequence is: put the precast concrete pile point, and------concrete at perfusion enlarged footing place---rams to expand and forms enlarged footing---input concrete material---tamping pile concrete pile for driven pile pipe and mandrel
(3) two sleeve pipe compaction piles of China Jiangsu and Zhejiang Provinces one band.Construction sequence is: put harsh concrete, and------extract out in pipe, pour into the part concrete---puts into pipe and proposes outer tube and hammering slightly that---inner and outer pipes sinks to projected depth, and---extracting pipe perfusion pile body concrete---extracts the outer tube pile to desired depth with the inner and outer pipes hammering.
The common drawback of above-mentioned three kinds of processes is: run into hard interbedded layer stake pipe difficulty and sink to; Meet artesian aquifer pile difficulty; The hammer hidden pipe noise is big; Inter-pile soil is not compacted; The pile concrete leakiness; Tube drawing is too fast can to produce broken pile necking down problem; Efficiency of construction is low.
2, Fu Lanke stake (Franki pile).Its construction sequence is: put rubble or harsh concrete---adopt dropping hammer to ram the stake pipe being sink to desired depth of band awl point in the pipe---reinforced ram to expand form the enlarged footing tube drawing pile of---putting the reinforcing cage concrete perfusion---.Its shortcoming is: construction equipment complexity, amorphous products; Immersed tube speed is slow; Need two kinds of hammers during construction; The card that gets stuck hammer is serious; Efficient is low.This method is used seldom.
The purpose of this invention is to provide a kind of job practices that is used to reinforce moisture saturated soft soil ground, use this method can form the Pear-Shaped pile body, compacted inter-pile soil forms composite foundation.Reach the saving construction machinery simultaneously, reduce construction cost, increase work efficiency, reduce the purpose that noise and muddy water pollute.
Technical scheme of the present invention is: construction method for composite foundation by tamping expanding piles and compacting soil around piles, it is characterized in that,
Step is 1.: put precast pile tip, by the stake pipe stake point is applied static pressure;
Step is 2.: the impact pile point is with the pipe immersed tube, up to the predetermined degree of depth;
Step is 3.: feed intake, material of body of a pile can adopt cement mixing soil, cement stabilized macadam soil, cement brick dregs, plain concrete, and through stirring, the control water content is advisable with compound dry to plasticity;
Step is 4.: tube drawing is to predetermined altitude, and the height of tube drawing should be equal to or less than the height that feeds intake in the pipe;
Step is 5.: ramming with pipe and diffuse into desired depth, is h with the computational methods of the pipe degree of depth
d=h
u-h, after each rammer expanded, stake top rising maximum height can be calculated h=λ by following formula
cD
2/ D
2H, d is the stake bore in the formula, λ
cBe the compacting coefficient, D is the height that feeds intake in the pipe for design expanded diameter, H, and h is pipe end rising maximum height, and it equals tube drawing height h
uDeduct with pipe degree of depth h
d
Step is 6.: repeat 3. 4. 5. step until pile.
Advantage of the present invention is:
1, be applicable at moisture saturated soft soil layer dewatering construction not, thereby the reduction of erection time is reduced cost.
2, material of body of a pile wide material sources can be gathered materials on the spot, and reduce material cost greatly.
3, the pile body integrality is good, and the compactness height is stopped the possibility of broken pile necking down, the immersion of folder mud.
4, ramming expansion makes stake end and pile body form string shape Pear-Shaped, the uniformity of end load, side friction and the composite foundation of raising stake greatly.
5, compacted inter-pile soil increases substantially the bearing capacity of inter-pile soil, can eliminate liquefaction to loose sand.
6, ram expansion with pipe and guarantee the hammer ram accurate placement, can not guarantee that pile body does not press from both sides mud because of the bump hole wall produces soil.
7, ram apart from adjustable, it is big to ram energy, and precast pile tip can penetrate hard soil layer.If use vibration hammer then can penetrate deep hard soil layer.
8, the present invention's composite foundation supporting capacity that forms of constructing increases substantially, and fsp can reach 180---550Kpa, good uniformity, and the control effect of settling is good.
9, adopt the ground feed way, saving equipment and labour improve efficiency of construction.
10, mud-less pollution, noiselessness disturbs residents, and the influence basin of vibration is little.
Below the present invention is elaborated.
The construction equipment that the present invention adopts can adopt domestic existing immersed tube pile driver, supporting hoist engine and the flat weight of 15---20KN with it.These equipment are domestic and international general construction equipment.
The immersed tube technology adopts the Static Pressure Precast Piles point, and the limit is rammed, and the limit immersed tube so both can guarantee that underground water did not enter in the pipe, can guarantee that again the stake pipe sinks to design elevation smoothly apace; Both guaranteed the effect of sinking tube compacted inter-pile soil, the influence of noise of having avoided vibration sinking tube and hammer hidden pipe to be produced has again also increased simultaneously the ability that immersed tube penetrates hard interbedded layer greatly, has realized not ramming the primary condition that expands construction under the precipitation condition.The static pressure of stake pipe from hoist engine, is added to the stake pipe by wire rope with the deadweight of pile driver and goes up and form a static pressure.The tup of ramming is rammed in the inside of stake pipe.When tup impact pile point moved down it, the stake pipe formed with the pipe immersed tube also along with moving down.
Material of body of a pile has washability widely, because the vertical pile body that is provided with is based on axial compression in the composite foundation, so pile shaft material and intensity thereof can realize by the proportioning of adjusting compound.Can adopt the cement mixing mount to draw together cement stabilized macadam soil and cement brick dregs for general multistory building; Can adopt plain concrete for highrise building.The method of compound preparation can use mixer to stir, and also can use the loader mix, and the control water content is advisable with compound dry to plasticity.Each reinforced quantity is predetermined, promptly pre-determines the height H that feeds intake in each pipe.
Need the stake pipe is upwards pulled up certain altitude after reinforced, outwards expand the cucurbit shape that forms predetermined diameter with outer native compacted of stake so that ram compound when expanding.The height of tube drawing should equal or be slightly less than the height H that feeds intake in the pipe.For guaranteeing not intake, the height of tube drawing preferably less than the height that feeds intake in the pipe, stays some compounds in the stake pipe.
Ramming the expansion technology with pipe is the key operation technology that guarantees the compaction pile quality in the water stratum is arranged.In order to prevent that the outside water and soil of stake pipe from entering pile body inside, often when tube drawing, in the stake pipe, stay a part of compound in the construction, at this moment compound end face absolute altitude is higher than pipe end absolute altitude in the pipe, ram when expanding and to tighten up immersed tube hoist engine wire rope, make a pipe ram when can not expand, only the compound in the pipe is rammed down; After compound is just got the mouth of pipe, should loosen immersed tube hoist engine wire rope, guarantee that the stake pipe is heavy while ramming with compound.Can prevent effectively that so outside water and soil from entering the stake pipe.
Computational methods with the pipe degree of depth are h
d=h
u-h, after each rammer expanded, stake top rising maximum height can be calculated h=λ by following formula
cD
2/ D
2H, d is the stake bore in the formula, λ
cBe the compacting coefficient, D is the height that feeds intake in the pipe for design expanded diameter, H, and h is a stake top rising maximum height, and it equals tube drawing height h
uDeduct with pipe degree of depth h
d
λ in the formula
cGeneral by following table 1 value:
| Material of body of a pile | Rubble | The sand horsestone | The soil brick folding | Soil |
| λ c | 0.90±0.05 | 0.85±0.05 | 0.75±0.05 | 0.7±0.05 |
Table 1 compacting coefficient lambda
cList of values.Material of body of a pile in the table is named with main component, does not consider cementitious material.
The unit of design expanded diameter D is a rice, generally presses table 2 value:
| Soil property | Recently banket | Stream plasticviscosity soil | Soft plasticviscosity soil | Plastic cohesive soil powder---middle class sand | Hard plasticviscosity soil close sand |
| D | 0.5---0.65 | 0.55---0.6 | 0.55---0.6 | 0.47---0.52 | 0.45---0.47 |
Table 2 design expanded diameter list of values.
The immersed tube inner diameter d generally gets 0.35; 0.40; 0.45 rice.After the rammer that at every turn feeds intake expanded, a height h who rises in the stake top equaled tube drawing height h
uDeduct with pipe degree of depth h
d, repeat the present invention 3. 4. 5. step till pile body reaches design height.
The stake pipe that is used at present foundation construction both at home and abroad all is a common steel tube, can only be from the upper port input of stake pipe when feeding intake in the stake pipe.If the present invention uses general stake pipe construction, because stake pipe upper port constantly raises, giving feeds intake causes increasing difficulty, needs a lot of auxiliary equipment and labour to finish and feeds intake.When the stake pipe rose to very high height, feeding intake in pipe was difficult to carry out.Cause low efficiency of construction very simultaneously.
The present invention has used a kind of stake pipe that is fit to carry out the following structure of rammer-enlarged compaction pile driving construction, to reduce auxiliary construction equipment, saves the labour, improves work efficiency.The characteristics of this stake pipe are: arranging several charge doors on the stake pipe along its length, distance between adjacent two charge doors is roughly the same, there is the valve that is connected with the stake pipe by hinge at the charge door place, the shape of its shape and charge door is identical, its curvature is identical with the curvature of stake pipe, the correspondence position of valve and stake pipe has locking mechanism, and after the valve sealing charge door, locking mechanism can lock valve.The advantage of this stake pipe is: the convenience that in the stake pipe, feeds intake in the construction, and how high no matter rise in a pipe upper end, can find suitable charge door assurance ground to feed in raw material and carry out smoothly, saved a lot of auxiliary equipment and labour, improved operating efficiency greatly.This stake pipe also can be used in other occasion, and applicant of the present invention has applied for this pipe that name is called the utility model patent of " a kind of stake pipe that is used for the rammer-enlarged compaction pile driving construction ", and more detailed data can be referring to this patent application document.
Embodiment.Provide below by the example of the inventive method in different soil property constructions.Because the step of construction is all with top said identical, no longer repeated description provides relevant design and construction data with the form of tabulating.
Table 3 compaction pile construction embodiment design parameters table.
| Sequence number | Reinforce soil layer | Stake footpath D (M) | Stake long L (M) | Bearing Capacity of Composite Foundation fspk (kpa) |
| 1 | Recently 3 meters of thickness banket | 0.6 | 3.5 | 180 |
| 2 | Recently 3 meters of thickness banket | 0.65 | 3.5 | 200 |
| 3 | Recently 3 meters of thickness banket | 0.55 | 3.5 | 200 |
| 4 | 4 meters of stream plasticviscosity soil thickness | 0.6 | 6.5 | 180 |
| 5 | 4 meters of stream plasticviscosity soil thickness | 0.55 | 4.5 | 200 |
| 6 | 4 meters of stream plasticviscosity soil thickness | 0.6 | 4.5 | 180 |
| 7 | 4 meters of stream plasticviscosity soil thickness | 0.6 | 4.5 | 160 |
| 8 | 6 meters of soft plasticviscosity soil thickness | 0.55 | 6.5 | 180 |
| 9 | 6 meters of soft plasticviscosity soil thickness | 0.55 | 6.5 | 180 |
| 10 | 6 meters of soft plasticviscosity soil thickness | 0.6 | 6.5 | 180 |
| 11 | 6 meters of soft plasticviscosity soil thickness | 0.6 | 6.5 | 160 |
| 12 | 6 meters of soft plasticviscosity soil thickness | 0.6 | 6.5 | 250 |
| 13 | 9 meters of plastic cohesive soil thickness | 0.5 | 9.5 | 200 |
| 14 | 9 meters of plastic cohesive soil thickness | 0.52 | 9.5 | 200 |
| 15 | 6.5 meters of loose sand thickness | 0.5 | 6.5 | 200 |
| 16 | 6.5 meters of loose sand thickness | 0.5 | 6.5 | 200 |
| 17 | 6.5 meters of loose sand thickness | 0.52 | 6.5 | 250 |
| 18 | 7 meters of loose sand thickness | 0.47 | 7.0 | 200 |
| 19 | 7 meters of loose sand thickness | 0.5 | 7.0 | 200 |
| 20 | 7 meters of hard plasticviscosity soil thickness | 0.45 | 7.3 | 300 |
| 21 | 7 meters of hard plasticviscosity soil thickness | 0.47 | 7.3 | 450 |
| 22 | In 5 meters of close sand thickness | 0.45 | 5.5 | 400 |
| 23 | Mutual thick 6.5 meters of cohesive soil and layer of sand | 0.47 | 7.0 | 520 |
| 24 | 7 meters of cohesive soil bottom boulder bed thickness | 0.47 | 7.3 | 550 |
Above-mentioned parameter all calculates according to the building trade method in common.Relevant Argument List is in following table during by the inventive method practice of construction.
Table 4 compaction pile construction embodiment construction parameter table.
| Sequence number | Reinforce soil layer | Material of body of a pile | λ c | Stake bore D (M) | The height H that at every turn feeds intake (M) | Tube drawing height hu (M) | Stake top lifting height h (M) | With pipe degree of depth hd (M) |
| 1 | Recently 3 meters of thickness banket | Dirt | 0.7 | 0.35 | 2.0 | 1.9 | 0.47 | 1.43 |
| 2 | Recently 3 meters of thickness banket | The cement brick dregs | 0.75 | 0.35 | 2.0 | 1.9 | 0.43 | 1.46 |
| 3 | Recently 3 meters of thickness banket | Plain concrete | 0.9 | 0.35 | 2.0 | 1.9 | 0.73 | 1.27 |
| 4 | 4 meters of stream plasticviscosity soil thickness | The cement brick dregs | 0.75 | 0.4 | 1.3 | 1.2 | 0.43 | 0.77 |
| 5 | 4 meters of stream plasticviscosity soil thickness | Plain concrete | 0.9 | 0.4 | 1.3 | 1.2 | 0.52 | 0.68 |
| 6 | 4 meters of stream plasticviscosity soil thickness | Cement-soil | 0.7 | 0.35 | 2.0 | 1.9 | 0.47 | 1.43 |
| 7 | 4 meters of stream plasticviscosity soil thickness | Dirt | 0.7 | 0.35 | 2.0 | 1.9 | 0.47 | 1.43 |
| 8 | 6 meters of soft plasticviscosity soil thickness | Dirt | 0.7 | 0.4 | 1.3 | 1.2 | 0.48 | 0.72 |
| 9 | 6 meters of soft plasticviscosity soil thickness | Cement-soil | 0.7 | 0.4 | 1.3 | 1.2 | 0.48 | 0.72 |
| 10 | 6 meters of soft plasticviscosity soil thickness | The cement brick dregs | 0.75 | 0.4 | 1.3 | 1.2 | 0.43 | 0.77 |
| 11 | 6 meters of soft plasticviscosity soil thickness | Gravelly soil | 0.85 | 0.4 | 1.3 | 1.2 | 0.49 | 0.71 |
| 12 | 6 meters of soft plasticviscosity soil thickness | Plain concrete | 0.9 | 0.4 | 1.3 | 1.2 | 0.52 | 0.68 |
| 13 | 9 meters of plastic cohesive soil thickness | Cement-soil | 0.7 | 0.35 | 2.0 | 1.9 | 0.68 | 1.22 |
| 14 | 9 meters of plastic cohesive soil thickness | The cement brick dregs | 0.75 | 0.35 | 2.0 | 1.9 | 0.68 | 1.22 |
| 15 | 6.5 meters of loose sand thickness | Rubble | 0.9 | 0.35 | 2.0 | 1.9 | 0.88 | 1.02 |
| 16 | 6.5 meters of loose sand thickness | The sand horsestone | 0.85 | 0.35 | 2.0 | 1.9 | 0.83 | 1.07 |
| 17 | 6.5 meters of loose sand thickness | Concrete | 0.9 | 0.35 | 2.0 | 1.9 | 0.82 | 1.08 |
| 18 | 7 meters of loose sand thickness | Cement-soil | 0.7 | 0.35 | 2.0 | 1.9 | 0.77 | 1.12 |
| 19 | 7 meters of loose sand thickness | The cement brick dregs | 0.75 | 0.35 | 2.0 | 1.9 | 0.74 | 1.17 |
| 20 | 7 meters of hard plasticviscosity soil thickness | Cement-soil | 0.7 | 0.35 | 1.2 | 1.1 | 0.5 | 0.6 |
| 21 | 7 meters of hard plasticviscosity soil thickness | Concrete | 0.9 | 0.35 | 1.2 | 1.1 | 0.59 | 0.5 |
| 22 | In 5 meters of close sand thickness | Concrete | 0.9 | 0.35 | 1.2 | 1.1 | 0.65 | 0.45 |
| 23 | Mutual thick 6.5 meters of cohesive soil and layer of sand | Concrete | 0.9 | 0.35 | 1.6 | 1.5 | 0.8 | 0.7 |
| 24 | 7 meters of cohesive soil bottom boulder bed thickness | Concrete | 0.9 | 0.35 | 1.6 | 1.5 | 0.8 | 0.7 |
The foregoing description all reaches designing requirement.
Claims (3)
1, construction method for composite foundation by tamping expanding piles and compacting soil around piles is characterized in that,
Step is 1.: put precast pile tip, by the stake pipe stake point is applied static pressure;
Step is 2.: the impact pile point is with the pipe immersed tube, up to the predetermined degree of depth;
Step is 3.: feed intake, material of body of a pile can adopt cement mixing soil, cement stabilized macadam soil, cement brick dregs, plain concrete, and through stirring, the control water content is advisable with compound dry to plasticity;
Step is 4.: tube drawing is to predetermined altitude, and the height of tube drawing should be equal to or less than the height that feeds intake in the pipe;
Step is 5.: ramming with pipe and diffuse into desired depth, is h with the computational methods of the pipe degree of depth
d=h
u-h, after each rammer expanded, stake top rising maximum height can be calculated h=λ by following formula
cD
2/ D
2H, d is the stake bore in the formula, λ
cBe the compacting coefficient, D is the height that feeds intake in the pipe for design expanded diameter, H, and h is pipe end rising maximum height, and it equals tube drawing height h
uDeduct with pipe degree of depth h
d
Step is 6.: repeat 3. 4. 5. step until pile.
2, job practices according to claim 1, it is characterized in that, use the stake pipe of following structure to construct, this kind is used for the stake pipe of compaction pile construction, arranging several charge doors along stake length of tube direction, distance between adjacent two charge doors is roughly the same, there is the valve that is connected with the stake pipe by hinge at the charge door place, the shape of its shape and charge door is identical, its curvature is identical with stake pipe curvature, the correspondence position of valve and stake pipe has locking mechanism, and after the valve sealing charge door, locking mechanism can lock valve.
3, job practices according to claim 1 and 2 is characterized in that, is expanding operation with managing rammer, does not follow pipe when pipe rams expansion during the end when compound is higher than; After compound is got the mouth of pipe, ram with pipe again and expand.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 97115237 CN1085280C (en) | 1997-08-22 | 1997-08-22 | Construction method for composite foundation by tamping expanding piles and compacting soil around piles |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 97115237 CN1085280C (en) | 1997-08-22 | 1997-08-22 | Construction method for composite foundation by tamping expanding piles and compacting soil around piles |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1209489A CN1209489A (en) | 1999-03-03 |
| CN1085280C true CN1085280C (en) | 2002-05-22 |
Family
ID=5173227
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 97115237 Expired - Fee Related CN1085280C (en) | 1997-08-22 | 1997-08-22 | Construction method for composite foundation by tamping expanding piles and compacting soil around piles |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN1085280C (en) |
Families Citing this family (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101560768B (en) * | 2009-05-20 | 2011-06-08 | 毕建东 | Overall process construction method for hammering pile, special device therefor and application thereof |
| CN102828511B (en) * | 2012-05-10 | 2015-04-15 | 湖南大学 | Pile tube for immersed tube reinforcement gravel pile driving construction for reinforcing soft foundation |
| CN102864774A (en) * | 2012-10-10 | 2013-01-09 | 江苏南通六建建设集团有限公司 | Shrinkage treatment construction method for composite foundation- lime soil compaction piles |
| CN103061224A (en) * | 2013-01-25 | 2013-04-24 | 谢时雳 | Method for thawing and strengthening permafrost foundations by quicklime-sand piles |
| CN103526743A (en) * | 2013-10-24 | 2014-01-22 | 华煜建设集团有限公司 | Construction method of composite foundation |
| CN107338781A (en) * | 2017-08-10 | 2017-11-10 | 中国电建集团华东勘测设计研究院有限公司 | A kind of compacting pile construction device and its construction method |
| CN109680671A (en) * | 2019-02-22 | 2019-04-26 | 海南大学 | A kind of liquefaction foundation treatment method based on building waste |
-
1997
- 1997-08-22 CN CN 97115237 patent/CN1085280C/en not_active Expired - Fee Related
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| CN1209489A (en) | 1999-03-03 |
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