CN109972610B - Method for filling gas into hole to cast-in-place pile - Google Patents
Method for filling gas into hole to cast-in-place pile Download PDFInfo
- Publication number
- CN109972610B CN109972610B CN201910157773.3A CN201910157773A CN109972610B CN 109972610 B CN109972610 B CN 109972610B CN 201910157773 A CN201910157773 A CN 201910157773A CN 109972610 B CN109972610 B CN 109972610B
- Authority
- CN
- China
- Prior art keywords
- pile
- inner ring
- outer ring
- hole
- concrete
- 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.)
- Expired - Fee Related
Links
- 238000000034 method Methods 0.000 title claims abstract description 21
- 238000010276 construction Methods 0.000 claims abstract description 16
- 239000002689 soil Substances 0.000 claims abstract description 10
- 239000004575 stone Substances 0.000 claims abstract description 10
- 239000012528 membrane Substances 0.000 claims abstract description 8
- 238000012423 maintenance Methods 0.000 claims description 10
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 6
- 239000002245 particle Substances 0.000 claims description 4
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 claims description 3
- 230000002265 prevention Effects 0.000 claims description 3
- 238000005536 corrosion prevention Methods 0.000 claims description 2
- 238000011065 in-situ storage Methods 0.000 claims 1
- 230000002787 reinforcement Effects 0.000 claims 1
- 239000004927 clay Substances 0.000 abstract description 5
- 239000010410 layer Substances 0.000 description 9
- 229910000831 Steel Inorganic materials 0.000 description 6
- 239000010959 steel Substances 0.000 description 6
- 230000009286 beneficial effect Effects 0.000 description 3
- 239000011229 interlayer Substances 0.000 description 3
- 238000004519 manufacturing process Methods 0.000 description 3
- 238000005056 compaction Methods 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 230000002708 enhancing effect Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
Images
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
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
Abstract
The invention discloses a method for filling a gas-filled pore-forming cast-in-place pile, which specifically comprises the following steps: the method comprises the following steps: prefabricating a geomembrane bag; step two: forming a hole in the center of the pile position; then, the geomembrane bag is implanted into the center hole of the pile position; step three: pressurizing the inner ring to expand the membrane bag and squeeze soil to the periphery; after the inner ring is completely opened, the inner ring is closed; step four: after the inner ring is closed, self-compacting fine stone concrete is injected into the outer ring, and after the outer ring is filled with the self-compacting fine stone concrete, the outer ring is closed and maintained; step five: opening the inner ring and the outer ring, and performing pile pouring construction inside the inner ring; the invention can effectively reduce the noise pollution in the construction; the temporary supporting structure formed by the concrete is utilized to protect the pile hole, so that the stability of the hole wall can be effectively improved, the safety in construction is effectively improved, the engineering problem of pile foundation pouring in soft clay through hole forming is effectively solved, and the temporary supporting structure is suitable for being popularized in a large scale.
Description
Technical Field
The invention belongs to the technical field of geotechnical engineering, and particularly relates to a method for filling a gas-filled pore-forming cast-in-place pile.
Background
The cast-in-place pile can be classified into a cast-in-place pile, a manually-excavated cast-in-place pile, an explosion-expanded cast-in-place pile, etc. according to the method of forming the hole.
However, in softer clay, no matter which pore-forming mode is adopted, the stability of the pore wall cannot be ensured; adopt the precast pile hammering pile driving, there are a great deal of restrictions because of the noise problem construction in the dense district of city population, and the precast pile diameter is limited not very much. Therefore, how to form holes in the soft clay for pile foundation pouring is an engineering problem.
Disclosure of Invention
Aiming at the technical problems, the invention provides an inflatable hole-forming cast-in-place pile method capable of carrying out pile foundation cast-in-place in soft clay.
The technical scheme of the invention is as follows: a method of inflating a bored pile, comprising the steps of:
the method comprises the following steps: prefabricating a geomembrane bag, wherein the geomembrane bag is provided with two layers, one layer in the geomembrane bag is an inner ring, and the other layer in the geomembrane bag is an outer ring; the depth of the geomembrane bag is 100-150cm deeper than the depth of the designed pile foundation;
step two: forming a hole in the center of the pile position, wherein the depth of the hole is 50-80cm deeper than the depth of the designed pile foundation; then, the prefabricated geomembrane bag is implanted into the central hole of the pile position;
step three: measuring and calculating the lateral pressure of the soil, and pressurizing an inner ring in a central hole of the pile position through an air compressor to ensure that the membrane bag expands under the action of air pressure and extrudes the soil to the periphery; after the inner ring is completely opened, the inner ring is closed;
step four: after the inner ring is closed, self-compacting fine stone concrete is injected into the outer ring under high pressure, after the outer ring is filled with the concrete, the outer ring is closed, and the maintenance is carried out for 25 to 35 days;
step five: and after the maintenance is finished, opening the inner ring and the outer ring, binding reinforcing steel bars in the inner space of the inner ring, pouring concrete, and performing pouring construction on the pile.
Furthermore, a plurality of small bumps with unevenness are arranged on the inner surface and the outer surface of the inner ring and the outer ring in the first step, and the diameter of each bump is 0.1-0.3 cm; the uneven appearance can enhance the anti-floating capacity of the inflatable body and is also beneficial to enhancing the shape and bearable pressure of the inflatable body.
Preferably, the inner surface and the outer surface of the inner ring and the outer ring in the step one are both uniformly provided with the attachment strips; the uniform attachment strip is easier to manufacture during production, and is beneficial to mass production of manufacturers.
Further, in the first step, the radius of the outer ring is the same as that of the pile foundation, and the radius of the inner ring is 5-20cm smaller than that of the outer ring of the geomembrane bag; because the radius difference exists between the inner ring and the outer ring, then concrete is poured into the film bag interlayer under high pressure, and the hollow concrete ring can be formed after curing and forming, so the radius difference of the inner ring and the outer ring is the thickness of the annular hollow concrete, and the radius difference of 5-20cm is designed, thereby not only effectively ensuring the forming of the annular hollow concrete during construction, but also avoiding the waste of resources caused by the over-thick thickness of the annular hollow concrete due to the over-large radius difference.
And further, in the fourth step, after the outer ring concrete is filled, the outer ring is closed, and the maintenance is carried out for 28 days.
Further, the particle size of the coarse aggregate of the self-compacting fine aggregate concrete in the fourth step is 0.8-1.2 cm; the coarse aggregate with the grain diameter of 0.8-1.2cm can not only ensure that the high-pressure filling of the self-compaction fine stone concrete can be effectively carried out in the interlayer of the membrane bag, but also avoid the problem of insufficient strength caused by over-small grain diameter.
Further, after the steel bars are bound, carrying out corrosion prevention and rust prevention treatment; the steel bar after being subjected to corrosion and rust prevention treatment can effectively prolong the service life of the cast-in-place pile.
More preferably, the step five is specifically as follows: after maintenance is finished, binding reinforcing steel bars on the ground according to the design, opening the inner ring and the outer ring, moving the bound reinforcing steel bars to the inner part of the inner ring by using lifting equipment, then pouring concrete, and performing pouring construction on the pile; the difficulty of binding reinforcing steel bars can be effectively reduced, the construction time in the inner ring is avoided, and the construction safety is indirectly improved.
Compared with the prior art, the invention has the beneficial effects that: the method comprises the steps of forming a hole in soft soil by using an annular section inflatable membrane bag, then pouring concrete into an interlayer of the membrane bag at high pressure, removing air pressure after curing and forming, protecting a pile hole by using a temporary supporting structure formed by the concrete, and further performing cast-in-place pile construction; the invention can effectively reduce the noise pollution in the construction; the temporary supporting structure formed by the concrete is utilized to protect the pile hole, so that the stability of the hole wall can be effectively improved, the safety in construction is effectively improved, the engineering problem of pile foundation pouring in soft clay through hole forming is effectively solved, and the temporary supporting structure is suitable for being popularized in a large scale.
Drawings
FIG. 1 is a construction flow chart of the present invention.
Fig. 2 is a schematic structural view of the geomembrane bag of example 1 of the present invention.
Fig. 3 is a schematic structural view of a geomembrane bag according to example 2 of the present invention.
Wherein, 1-geomembrane bag, 11-inner ring and 12-outer ring.
Detailed Description
The invention is described in further detail below with reference to the figures and specific examples.
Example 1: a method of inflating a bored pile as shown in fig. 1, comprising the steps of:
the method comprises the following steps: prefabricating a geomembrane bag 1, wherein the geomembrane bag 1 is provided with two layers, the inner layer is an inner ring 11, the outer layer is an outer ring 12, as shown in figure 1, the inner surface and the outer surface of the inner ring 12 and the outer ring 12 of the geomembrane bag 1 are both provided with a plurality of small bumps with unevenness, and the diameter of each bump is 0.1 cm; the depth of the geomembrane bag 1 is 100cm deeper than the depth of the designed pile foundation; the radius of the outer ring 12 of the geomembrane bag 1 is the same as that of a pile foundation, and the radius of the inner ring 11 of the geomembrane bag 1 is 5cm smaller than that of the outer ring 12 of the geomembrane bag 1;
step two: forming a hole in the center of the pile position, wherein the depth of the hole is 50cm deeper than the depth of the designed pile foundation; then, the prefabricated geomembrane bag 1 is implanted into a central hole of the pile position;
step three: measuring and calculating the lateral pressure of the soil, and pressurizing an inner ring 11 in a central hole of the pile position through an air compressor to ensure that the membrane bag expands under the action of air pressure and extrudes the soil to the periphery; after the inner ring 11 is completely opened, the inner ring 11 is closed;
step four: after the inner ring 11 is closed, self-compacting fine stone concrete is injected into the outer ring 12 by adopting high pressure, after the outer ring 12 is filled with concrete, the outer ring 12 is closed, and the maintenance is carried out for 25 days; wherein the particle size of the coarse aggregate of the self-compacting fine stone concrete is 0.8-1.2 cm;
step five: after the maintenance is finished, opening the inner ring 11 and the outer ring 12, binding reinforcing steel bars in the inner space of the inner ring 11, pouring concrete, and performing pouring construction of the pile; wherein, the steel bars need to be subjected to anticorrosion and antirust treatment after being bound.
Example 2: a method of inflating a bored pile as shown in fig. 1, comprising the steps of:
the method comprises the following steps: prefabricating a geomembrane bag 1, wherein the geomembrane bag 1 is provided with two layers, the inner layer is an inner ring 11, and the outer layer is an outer ring 12; as shown in fig. 3, the inner and outer surfaces of the inner and outer rings 12 of the geomembrane bag 1 are uniformly provided with the attachment strips; the depth of the geomembrane bag 1 is 150cm deeper than the depth of the designed pile foundation; the radius of the outer ring 12 of the geomembrane bag 1 is the same as that of a pile foundation, and the radius of the inner ring 11 of the geomembrane bag 1 is 20cm smaller than that of the outer ring 12 of the geomembrane bag 1;
step two: forming a hole in the center of the pile position, wherein the depth of the hole is 80cm deeper than the depth of the designed pile foundation; then, the prefabricated geomembrane bag 1 is implanted into a central hole of the pile position;
step three: measuring and calculating the lateral pressure of the soil, and pressurizing an inner ring 11 in a central hole of the pile position through an air compressor to ensure that the membrane bag expands under the action of air pressure and extrudes the soil to the periphery; after the inner ring 11 is completely opened, the inner ring 11 is closed;
step four: after the inner ring 11 is closed, self-compacting fine stone concrete is injected into the outer ring 12 by adopting high pressure, after the outer ring 12 is filled with concrete, the outer ring 12 is closed, and the maintenance is carried out for 28 days; wherein the particle size of the coarse aggregate of the self-compacting fine stone concrete is 1.2 cm;
step five: after maintenance is finished, binding steel bars on the ground according to the design, opening the inner ring 11 and the outer ring 12, moving the bound steel bars to the inner part of the inner ring 11 by using lifting equipment, then pouring concrete, and performing pile pouring construction; wherein, the steel bars need to be subjected to anticorrosion and antirust treatment after being bound.
Finally, it should be noted that: the above examples are only intended to illustrate the technical solution of the present invention, but not to limit it; although the present invention has been described in detail with reference to the foregoing embodiments, it will be understood by those of ordinary skill in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some technical features may be equivalently replaced; and such modifications or substitutions do not depart from the spirit and scope of the corresponding technical solutions of the embodiments of the present invention.
Claims (6)
1. A method for filling a hole-forming cast-in-place pile by air inflation is characterized by comprising the following steps:
the method comprises the following steps: prefabricating a geomembrane bag (1); the section of the geomembrane bag (1) is an annular strip-shaped film bag, the geomembrane bag (1) is provided with two layers, the inner layer is an inner ring (11), and the outer layer is an outer ring (12); the depth of the geomembrane bag (1) is 100-150cm deeper than the depth of the designed pile foundation;
step two: forming a hole in the center of the pile position, wherein the depth of the hole is 50-80cm deeper than the depth of the designed pile foundation; then, the prefabricated geomembrane bag (1) is implanted into the central hole of the pile position;
step three: measuring and calculating the lateral pressure of the soil, and pressurizing an inner ring (11) in a central hole of the pile position through an air compressor to ensure that the membrane bag expands under the action of air pressure and extrudes the soil to the periphery; after the inner ring (11) is completely opened, the inner ring (11) is closed;
step four: after the inner ring (11) is closed, self-compacting fine stone concrete is injected into the outer ring (12) by adopting high pressure, after the concrete of the outer ring (12) is filled, the outer ring (12) is closed, and the maintenance is carried out for 25 to 35 days;
step five: after the maintenance is finished, the inner ring (11) and the outer ring (12) are opened, reinforcing steel bars are bound in the inner space of the inner ring (11), concrete is poured, and the pouring construction of the pile is carried out.
2. An inflatable bored concrete pile method according to claim 1, wherein a plurality of small bumps having unevenness are uniformly formed on both inner and outer surfaces of the inner ring (11) and the outer ring (12) in step one.
3. An inflatable bored pile method according to claim 2, characterized in that step one the outer ring (12) has the same radius as the pile foundation and the inner ring (11) has a radius 5-20cm smaller than the outer ring (12) of the geomembrane sack (1).
4. An inflatable cast-in-situ pile method as claimed in claim 1, wherein in step four, after the outer ring (12) is filled with concrete, the outer ring (12) is closed and cured for 28 days.
5. The method for filling a pile by inflating and forming holes according to claim 1, wherein the coarse aggregate of the self-compacting fine stone concrete in the fourth step has a particle size of 0.8-1.2 cm.
6. The method for filling the pile with the gas filled in the hole according to the claim 1, wherein the reinforcement bars in the step five need to be subjected to corrosion prevention and rust prevention after being bound.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910157773.3A CN109972610B (en) | 2019-03-02 | 2019-03-02 | Method for filling gas into hole to cast-in-place pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910157773.3A CN109972610B (en) | 2019-03-02 | 2019-03-02 | Method for filling gas into hole to cast-in-place pile |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN109972610A CN109972610A (en) | 2019-07-05 |
| CN109972610B true CN109972610B (en) | 2020-09-01 |
Family
ID=67077718
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910157773.3A Expired - Fee Related CN109972610B (en) | 2019-03-02 | 2019-03-02 | Method for filling gas into hole to cast-in-place pile |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109972610B (en) |
Family Cites Families (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS6095024A (en) * | 1983-10-28 | 1985-05-28 | Hatsuo Shiyouji | Method of forming cast-in-place concrete pile in soft ground zone |
| JPS61151318A (en) * | 1984-12-25 | 1986-07-10 | Takenaka Komuten Co Ltd | Method of elimianting negative friction force of cast-in-place pile |
| JP2765438B2 (en) * | 1993-06-25 | 1998-06-18 | 鹿島建設株式会社 | Sidewall protection method in borehole |
| CN102220759A (en) * | 2010-02-07 | 2011-10-19 | 谢世尊 | New drilling (punching) bored concrete pile construction method |
| CN104060604A (en) * | 2014-05-29 | 2014-09-24 | 国鼎(南通)管桩有限公司 | Construction method for bored pile |
| CN204282348U (en) * | 2014-11-17 | 2015-04-22 | 中大建设有限公司 | A kind of reinforced concrete cast-in-situ pile tube |
| CN205557507U (en) * | 2016-02-05 | 2016-09-07 | 海南大学 | Vapour -pressure type dado device |
-
2019
- 2019-03-02 CN CN201910157773.3A patent/CN109972610B/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| CN109972610A (en) | 2019-07-05 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101024950A (en) | Salinized-soil-strong tamping and water-discharging pile foundation processing method | |
| CN112281822A (en) | Municipal soft foundation road reinforcing method | |
| CN107556044B (en) | Plate type vibration reduction and isolation structure and forming preparation method | |
| CN101806060B (en) | Prestressed cuboid support pile for building foundation pit, manufacturing method thereof and forming die | |
| CN109972610B (en) | Method for filling gas into hole to cast-in-place pile | |
| CN102561329B (en) | Construction method of underwater concrete cast-in-place pipe pile | |
| CN106480878A (en) | A kind of upper and lower part expansion type soil cement is combined pile tube | |
| CN208309581U (en) | Anti-collapse aperture apparatus | |
| CN111254909B (en) | Construction process of composite pile foundation of soft soil area foundation | |
| CN105386462A (en) | Integral construction type small and medium-sized basement and construction method thereof | |
| CN113062300A (en) | Construction method of gravel soil compaction pile composite foundation of collapsible stratum | |
| CN209493960U (en) | A kind of bracing means reinforced for foundation bearing | |
| CN111691447A (en) | Slow sinking type caisson construction method for reducing load of immersed tube tunnel tube top | |
| CN107059531A (en) | A kind of anti-settling pervious surface and its laying method | |
| CN102864832A (en) | Draining inspection shaft capable of controlling lifting, and manufacture method of draining inspection shaft | |
| CN203834486U (en) | Rear reinforcement support pile structure | |
| CN209975507U (en) | Upper-section drainage and lower-section non-drainage combined prefabricated pipe pile | |
| CN102101312B (en) | Method for pouring and molding concrete T beam | |
| CN217710661U (en) | Strong frost heaving stratum pile casing type gravel pile | |
| CN217150193U (en) | Sack stake of adjustable sack position framework of steel reinforcement | |
| CN102877540B (en) | Drainage inspection well capable of reducing sedimentation and manufacturing method for drainage inspection well | |
| CN114934573B (en) | Prefabricated assembly type river drainage pipeline buttress structure and construction method thereof | |
| CN112983087B (en) | Construction method of silo structure | |
| CN114892697B (en) | Foundation reinforcing structure and construction method thereof | |
| CN109629551B (en) | Construction process of high polymer broken stone segmented retaining wall permeable pile |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20200901 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |