CN104846809B - It is a kind of draining and the prefabricated tubular pile and its construction method of frictional resistance to be increased - Google Patents
It is a kind of draining and the prefabricated tubular pile and its construction method of frictional resistance to be increased Download PDFInfo
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- CN104846809B CN104846809B CN201510150002.3A CN201510150002A CN104846809B CN 104846809 B CN104846809 B CN 104846809B CN 201510150002 A CN201510150002 A CN 201510150002A CN 104846809 B CN104846809 B CN 104846809B
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- pile
- prefabricated tubular
- tubular pile
- geotextile
- aperture
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- 238000010276 construction Methods 0.000 title claims abstract description 19
- 239000002689 soil Substances 0.000 claims abstract description 37
- 239000004746 geotextile Substances 0.000 claims abstract description 30
- 238000007596 consolidation process Methods 0.000 claims abstract description 9
- 238000007599 discharging Methods 0.000 claims abstract description 7
- 238000002513 implantation Methods 0.000 claims abstract description 6
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 6
- 230000015271 coagulation Effects 0.000 claims 1
- 238000005345 coagulation Methods 0.000 claims 1
- 238000011109 contamination Methods 0.000 abstract description 4
- 230000000694 effects Effects 0.000 description 13
- 238000005056 compaction Methods 0.000 description 5
- 239000004927 clay Substances 0.000 description 4
- 238000000034 method Methods 0.000 description 4
- 239000007787 solid Substances 0.000 description 4
- 239000000956 alloy Substances 0.000 description 3
- 238000012360 testing method Methods 0.000 description 3
- 229910000838 Al alloy Inorganic materials 0.000 description 2
- 229910000975 Carbon steel Inorganic materials 0.000 description 2
- 229910045601 alloy Inorganic materials 0.000 description 2
- 239000010962 carbon steel Substances 0.000 description 2
- 239000002131 composite material Substances 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 230000000747 cardiac effect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
- E02D5/30—Prefabricated piles made of concrete or reinforced concrete or made of steel and concrete
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
- Piles And Underground Anchors (AREA)
Abstract
Draining and the prefabricated tubular pile and its construction method of frictional resistance can be increased the invention discloses a kind of.Aperture is provided with the side surface of prefabricated tubular pile, aperture is in dislocation Arbitrary distribution.Geotextile will be put on prefabricated tubular pile, in implantation soil；Water in soil around pile carries out draining after geotextile penetrates into inner tube by the aperture that prefabricated tubular pile side surface is distributed；After after discharging consolidation, geotextile is punctured, soil around pile enters inner tube through the aperture of prefabricated tubular pile side surface；Continue to pour into soil around pile to inner tube from prefabricated tubular pile top, blotter and grid are backfilled after smooth, the height of top layer grid is identical with designed elevation after backfill.The available low pile driving pressure construction of the present invention obtains high-bearing capacity stake, realizes the purpose for effectively improving bearing capacity of pile foundation and efficiency of construction；Increased the side friction of stake, construction noiselessness, mud contamination and small to ground perturbation；Simple structure, speed of application fast period are short, and efficient, quick result can be reached in emergency work.
Description
Technical field
The invention belongs to a kind of prefabricated tubular pile and its construction method, being related to the one kind in engineering construction technology field can arrange
Water simultaneously increases the prefabricated tubular pile and its construction method of frictional resistance, can reach draining and lifting frictional resistance effect.
Background technology
Now with the high speed development of China's economic construction, east prosperity coastal area land resource is limited, Perioperative cardiac events work
The engineering construction of journey, major port and new airport, high-speed railway and new coastal city area enters brand-new fast-developing period,
Especially with Bohai Rim economy-zone, Yangtze River Delta, the Delta of the Pearl River these be prevalent in it is coastal in weak soil environment
Industry cluster district is Typical Representative.But now although cheap pile strength is low for conventional flexible pile composite foundation, reinforce deep
Degree is limited；Rigid pile pile strength is high, but reinforcement depth is big costly.And cast-in-place concrete large diameter pipe now newly developed
Stake（PCC）Although combining the advantage of both the above stake, there is work progress again and produce mud contamination, efficiency of construction is not
High the shortcomings of.
Therefore develop it is a kind of can produce in batches and largely save concrete amount and effectively improve the pre- of bearing capacity of pile foundation
Tubulation stake and its construction method have great importance.
The content of the invention
It is an object of the invention to provide it is a kind of can reach accelerate draining and lifting frictional resistance effect prefabricated tubular pile and its
Construction method such that it is able to realize effectively improving the purpose of bearing capacity of pile foundation and efficiency of construction.
The present invention proposes a kind of energy draining lifting frictional resistance prefabricated tubular pile, and its structure composition is as follows：
A kind of energy draining lifting frictional resistance prefabricated tubular pile：It is provided with the side surface of prefabricated tubular pile for draining and soil around pile
The aperture of entrance, aperture is in dislocation Arbitrary distribution.
A kind of draining of energy lifts the construction method of frictional resistance prefabricated tubular pile, using following steps：
The first step：Special geotextile will be put on prefabricated tubular pile described in claim 1, it is deep to designing in implantation soil
Degree；
Second step：Because the soil body is squeezed, what the water in soil around pile was distributed by geotextile by prefabricated tubular pile side surface
Aperture carries out draining after penetrating into inner tube；
3rd step：After after discharging consolidation, geotextile is punctured, soil around pile enters interior through the aperture of prefabricated tubular pile side surface
Pipe, pile side friction increases, and soil compaction effect relaxes；
4th step：From prefabricated tubular pile top continue to pour into enough soil around pile to inner tube, after smooth backfill blotter and
Grid, the height of top layer grid is identical with designed elevation after backfill.
Described geotextile can use non-woven geotextile.
As the existing pile foundation in soft soil foundation treatment composite foundation, usually based on friction pile, bearing capacity of single pile
Based on pile side friction.Therefore the bearing capacity of stake is improved, it is necessary to improve foundation pile surface area as far as possible and realize.Such as Fig. 6, same volume
Hollow concrete pile increase more obvious than solid concrete pile bearing capacity.And draining lifting frictional resistance prefabricated pipe proposed by the present invention
The aperture internal surface area punched on side surface is counted in stake in, not only bigger than hollow concrete pile in total surface area and with holes
Prefabricated tubular pile also save concrete amount.
Additionally, prefabricated tubular pile is first covered special geotextile in work progress using the present invention reduces the friction resistance of stake week
Power can with less pile driving pressure by pile tube be implanted into soil in, after discharging consolidation for a period of time afterwards puncture geotextile, then cause
Soil around pile enters inner tube by aperture, greatly reduces soil arching effect, while also increasing frictional force in side-pile, and then greatly increases
The bearing capacity of pile foundation.
It is to sum up above-mentioned, the invention has the advantages that and effect：
（1）Can be constructed with low pile driving pressure and obtain high-bearing capacity stake.
（2）By extruding, pore water can be reached weak soil by prefabricated tubular pile side hole into inner tube around in the implantation process
To the effect of consolidation draining, stake soil entered in prefabricated tubular pile by cavity from around, increased again due to having withdrawn geotextile the later stage
The side friction of stake is added.
（3）Construction noiselessness, mud contamination and small to ground perturbation.
（4）Simple structure, speed of application fast period are short, and efficient, quick result can be reached in emergency work.
Brief description of the drawings
Fig. 1 is the structural representation of prefabricated tubular pile of the present invention.
Fig. 2 is the structural representation that prefabricated tubular pile puts geotextile.
Fig. 3 is draining process schematic after prefabricated tubular pile implantation.
Fig. 4 is that soil around pile enters pile tube to increase the process schematic of frictional resistance.
Fig. 5 is to be backfilled with the structural representation after blotter and grid after stake soil enters in prefabricated tubular pile.
Fig. 6 is the schematic diagram of prefabricated tubular pile of the present invention.
In figure：1st, prefabricated tubular pile, 2, geotextile, 3, soil around pile, 4, blotter and grid, a, solid prefabricated tubular pile,
B, hollowcore precast pile tube, c, hollow prefabricated tubular pile with holes.
Specific embodiment
The invention will be further described with reference to the accompanying drawings and examples.
Embodiments of the invention are as follows：
The first step：Prefabricated tubular pile 1 as shown in Figure 1 is first made, side surface stamps some apertures, will be as shown in Figure 1 pre-
Special geotextile 2 is put in tubulation stake 1, geotextile 2 can adopt non-woven geotextile, to projected depth in implantation soil, such as Fig. 2 institutes
Show；
Second step：Because the soil body is squeezed, the water in soil around pile is distributed by geotextile 2 by the side surface of prefabricated tubular pile 1
Aperture penetrate into inner tube after carry out draining, as shown in Figure 3；
3rd step：After after discharging consolidation, geotextile 2 is punctured, soil around pile enters through the aperture of the side surface of prefabricated tubular pile 1
Inner tube, pile side friction increases, and soil compaction effect relaxes, as shown in Figure 4；
4th step：Continue to pour into enough soil around pile 3 to inner tube from the top of prefabricated tubular pile 1, blotter is backfilled after smooth
And grid 4, the height of top layer grid is identical with designed elevation after backfill, as shown in Figure 5.
Embodiment one：
Engineering ground upper strata is stream plastic state silt clay.Contrast test is using hollow prefabricated tubular pile b and hollow arbor braid in Fig. 6
Hole prefabricated tubular pile c.
Prefabricated tubular pile is made according to using aluminium alloy, external diameterD 0 =80mm, internal diameterD i =65mm, designing pile length is 1m.Wherein
Hollow prefabricated tubular pile c with holes is in surface opening diameterd=16mm apertures 20, precompressed is implanted into clay after putting non-woven geotextile.
The results showed, the pile driving pressure of the hollow prefabricated tubular pile c with holes of pile driving pressure ≈ of hollowcore precast pile tube b, wherein non-woven geotextile rise
The effect for reducing frictional force has been arrived, but it is unobvious.Discharging consolidation is carried out according to above-mentioned second.In 3rd step, hollowcore precast pipe
Stake b soil compaction effects are significantly stronger than solid prefabricated tubular pile a.The carrying of hollow prefabricated tubular pile c with holes is tested after the completion of 4th step after 48h
Power is higher than hollowcore precast pile tube b by about 10%.
Embodiment two：
Engineering ground upper strata is mouldable state silty clay.Contrast test is still using hollow prefabricated tubular pile b and hollow arbor braid in Fig. 6
Hole prefabricated tubular pile c.
Prefabricated tubular pile is made according to using low-alloy carbon steel, external diameterD 0 =100mm, internal diameterD i =80mm, designing pile length is
1.2m.Wherein hollow prefabricated tubular pile c with holes is in surface opening diameterd=20mm apertures 20, put pre- press planting after non-woven geotextile
In entering clay.The results showed, the pile driving pressure of the hollow prefabricated tubular pile c with holes of pile driving pressure ≈ of hollowcore precast pile tube b is hollow with holes
The pile driving pressure of prefabricated tubular pile c is slightly less than hollowcore precast pile tube b, and wherein non-woven geotextile serves the work for significantly reducing frictional force
With.Discharging consolidation is carried out according to above-mentioned second.In 3rd step, hollowcore precast pile tube b soil compaction effects are significantly stronger than solid prefabricated
Pile tube a.The bearing capacity ratio hollowcore precast pile tube b for testing hollow prefabricated tubular pile c with holes after the completion of 4th step after 48h is high by about 8%.
In Practical Project, the low-alloy carbon steel in the aluminum alloy material and embodiment two that are used in embodiment one is all
Can be converted into the concrete precast pipe pile of different reinforcing bar proportionings.From embodiment one, two, in prefabricated tubular pile overcoat nonwoven with holes
Geotextiles are reduced the effect of pile driving pressure really, and after the completion of step 3, soil compaction effect substantially relaxes, finally as friction pile
Bearing capacityQAlso there is 8% ~ 10% increase.
As can be seen here, simple structure of the present invention is realized to be constructed with low pile driving pressure and obtains high-bearing capacity stake, increased stake
Side friction；And noiselessness of constructing, mud contamination and small to ground perturbation, the speed fast period is short, can in emergency work
To reach efficient, quick result, with the significant technique effect of protrusion.
Above-mentioned specific embodiment is used for illustrating the present invention, rather than limiting the invention, of the invention
In spirit and scope of the claims, any modifications and changes made to the present invention both fall within protection model of the invention
Enclose.
Claims (3)
1. a kind of energy draining lifts frictional resistance prefabricated tubular pile, it is characterised in that：It is provided with for draining on the side surface of prefabricated tubular pile
And soil around pile enter aperture, aperture in dislocation Arbitrary distribution, prefabricated tubular pile overcoat have for draining then at aperture pierce
The broken geotextile to improve prefabricated tubular pile bearing capacity, prefabricated tubular pile is made of that, using concrete, prefabricated tubular pile is pierced at aperture
After broken from top to pipe in poured into soil around pile, carry out consolidation draining and improve by the combination of aperture and geotextile to carry
Power.
2. a kind of energy draining lifts the construction method of frictional resistance prefabricated tubular pile, it is characterised in that use following steps：
The first step：Prefabricated tubular pile described in claim 1 is put into geotextile, in implantation soil, prefabricated tubular pile is to use coagulation
Soil is made；
Second step：Water in soil around pile is penetrated into laggard in pipe by geotextile by the aperture that prefabricated tubular pile side surface is distributed
Row draining；
3rd step：After after discharging consolidation, geotextile is punctured, soil around pile enters in pipe through the aperture of prefabricated tubular pile side surface；
4th step：Soil around pile is poured into from prefabricated tubular pile top to pipe, blotter and grid are backfilled after smooth, pushed up after backfill
The height of layer grid is identical with designed elevation.
3. a kind of energy according to claim 2 draining lifts the construction method of frictional resistance prefabricated tubular pile, it is characterised in that：Institute
The geotextile stated uses non-woven geotextile.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510150002.3A CN104846809B (en) | 2015-03-31 | 2015-03-31 | It is a kind of draining and the prefabricated tubular pile and its construction method of frictional resistance to be increased |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510150002.3A CN104846809B (en) | 2015-03-31 | 2015-03-31 | It is a kind of draining and the prefabricated tubular pile and its construction method of frictional resistance to be increased |
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| Publication Number | Publication Date |
|---|---|
| CN104846809A CN104846809A (en) | 2015-08-19 |
| CN104846809B true CN104846809B (en) | 2017-06-16 |
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Families Citing this family (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105256790B (en) * | 2015-11-10 | 2017-03-22 | 浙江大学 | Prefabricated skirt type pipe pile used for drainage and added with pile body inclined support and construction method thereof |
| CN108396728B (en) * | 2018-04-16 | 2023-03-10 | 浙江大学 | Construction device and construction method of multifunctional pipe pile for sea filling and island building and capable of draining water |
| CN109914392A (en) * | 2019-02-22 | 2019-06-21 | 浙江大学 | Upper section draining is lower to save not drain combination type prefabricated tubular pile and construction method |
| CN110397021A (en) * | 2019-08-12 | 2019-11-01 | 上海建工二建集团有限公司 | Prefabricated variable-diameter hole tubular pile structure for soft foundation treatment and construction method thereof |
| CN111424634A (en) * | 2019-11-18 | 2020-07-17 | 国网浙江省电力有限公司建设分公司 | Foundation structure of soft soil stratum and construction method thereof |
| CN114517473B (en) * | 2022-02-10 | 2023-03-28 | 江苏开放大学（江苏城市职业学院） | Prefabricated pipe pile capable of effectively enhancing bearing capacity in soft soil stratum and construction method thereof |
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|---|---|---|---|---|
| CN101942829A (en) * | 2010-09-28 | 2011-01-12 | 陕西长嘉实业发展有限公司 | Implantable corrosion-proof preformed pile for use in salt oil foundation and construction method thereof |
| CN102433873A (en) * | 2011-09-13 | 2012-05-02 | 青岛理工大学 | Hollow pile with multiple holes on lateral wall |
| CN202380458U (en) * | 2011-09-13 | 2012-08-15 | 青岛理工大学 | Hollow pile with porous side walls |
| CN103243703A (en) * | 2013-04-18 | 2013-08-14 | 浙江大学宁波理工学院 | Soft soil consolidation processing method by utilizing hard hollow tubes with pores reserved on side walls |
| CN204000859U (en) * | 2014-07-22 | 2014-12-10 | 冠鲁建设股份有限公司 | The mutual foundation drainage pile for prestressed pipe of a kind of soft or hard interlayer |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001098541A (en) * | 1999-09-29 | 2001-04-10 | Kubota Corp | Steel pipe soil cement composite pile, and construction method and device |
-
2015
- 2015-03-31 CN CN201510150002.3A patent/CN104846809B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101942829A (en) * | 2010-09-28 | 2011-01-12 | 陕西长嘉实业发展有限公司 | Implantable corrosion-proof preformed pile for use in salt oil foundation and construction method thereof |
| CN102433873A (en) * | 2011-09-13 | 2012-05-02 | 青岛理工大学 | Hollow pile with multiple holes on lateral wall |
| CN202380458U (en) * | 2011-09-13 | 2012-08-15 | 青岛理工大学 | Hollow pile with porous side walls |
| CN103243703A (en) * | 2013-04-18 | 2013-08-14 | 浙江大学宁波理工学院 | Soft soil consolidation processing method by utilizing hard hollow tubes with pores reserved on side walls |
| CN204000859U (en) * | 2014-07-22 | 2014-12-10 | 冠鲁建设股份有限公司 | The mutual foundation drainage pile for prestressed pipe of a kind of soft or hard interlayer |
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| CN104846809A (en) | 2015-08-19 |
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