CN114482021B - Method for solidifying preset reverse friction combined pile foundation soil and formed cast-in-place pile - Google Patents
Method for solidifying preset reverse friction combined pile foundation soil and formed cast-in-place pile Download PDFInfo
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- CN114482021B CN114482021B CN202111128287.2A CN202111128287A CN114482021B CN 114482021 B CN114482021 B CN 114482021B CN 202111128287 A CN202111128287 A CN 202111128287A CN 114482021 B CN114482021 B CN 114482021B
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- 239000002689 soil Substances 0.000 title claims abstract description 62
- 238000000034 method Methods 0.000 title claims abstract description 19
- 239000000463 material Substances 0.000 claims abstract description 22
- 239000012530 fluid Substances 0.000 claims abstract description 6
- 239000013049 sediment Substances 0.000 claims description 11
- 238000007596 consolidation process Methods 0.000 claims description 7
- 238000007711 solidification Methods 0.000 claims description 7
- 230000008023 solidification Effects 0.000 claims description 7
- 230000000694 effects Effects 0.000 description 3
- 238000006073 displacement reaction Methods 0.000 description 2
- 238000001125 extrusion Methods 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 230000001174 ascending effect Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 230000007423 decrease Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000000605 extraction Methods 0.000 description 1
- 238000006703 hydration reaction Methods 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 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
- 230000035484 reaction time Effects 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 239000000243 solution Substances 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
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
-
- 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
- E02D5/44—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with enlarged footing or enlargements at the bottom of the pile
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention relates to a method for solidifying the soil at the bottom of a preset reverse frictional resistance combined pile and a formed filling pile, wherein a pile hole of the filling pile is formed in a foundation, a high-strength tank is placed at the bottom of the pile hole, a double-layer gas guide pipe is arranged on the surface of the tank, and the double-layer gas guide pipe extends out of the filling pile along the pile hole; pile body materials are injected into the pile holes to form piles; after the pile body of the filling pile is solidified for a plurality of days, air is injected into the inner structure of the tank through the double-layer air guide pipe, and the outer structure of the tank is vacuumized; after the bored concrete pile is solidified for a period of time, stopping injecting gas into the inner structure of the tank, and stopping vacuumizing the outer structure of the tank, so that soft soil at the bottom of the bored concrete pile is solidified; injecting a fluid gel material into the internal structure of the tank through the inner tube of the gas guide tube until the whole internal structure of the tank is filled; the invention can effectively improve the side friction resistance and pile end bearing force of the pile so as to achieve the purpose of improving the bearing capacity of the pile foundation.
Description
Technical Field
The invention relates to a method for consolidating soil at the bottom of a preset reverse frictional resistance combined pile and a formed cast-in-place pile, belongs to the technology of adding soft soil foundations, and can be used in the fields of hydraulic engineering, civil engineering and construction engineering and the like.
Background
Pile foundations are currently an important way to increase soft foundations. When the bearing capacity of the pile mainly comes from the bearing load of the pile foundation, the reaction force of the surrounding soil of the pile to the pile foundation comes from the friction force at the pile side and the end bearing force at the pile bottom. Under the general circumstances, pile foundation has the tendency of sinking when bearing the load, and the downward displacement takes place for the soil body around, and compressive strain takes place for the pile body itself, so the soil around the pile can produce ascending side friction to the pile body. The degree of the development of the side friction resistance of a certain depth position of the pile foundation is closely related to the strain of the depth pile foundation, and the larger the strain is, the larger the relative displacement between the depth pile body and the pile surrounding soil is, the more the side friction resistance of the pile surrounding soil is developed, and the larger the bearing capacity of the pile is. However, with a general pile, the strain of the pile gradually decreases along the depth, so that the side friction resistance tends to be exerted to a smaller and smaller extent along the depth, and cannot be fully exerted.
Meanwhile, the soil at the bottom of the pile can generate an upward supporting force, namely an end bearing force, on the pile; the exertion of the end bearing force of the pile end is often related to the weakness degree of the pile end soil, and the lower the water content of the pile end soil is, the harder the pile end soil is, and the larger the pile end bearing force is. Under practical conditions, for soft soil areas, pile end bearing force is smaller due to smaller soil intensity. In addition, for a bored pile, a certain amount of sediment is remained in the lower part of the hole in the process of boring, so that the pile end soil is extremely weak after pile forming, and the exertion of end bearing force is affected. The sum of upward side friction resistance and end bearing force generated by the pile surrounding soil and pile end soil to the pile is the bearing capacity of the pile.
Obviously, improving the side friction resistance and pile end bearing capacity of the pile is an important way for improving the bearing capacity of the pile.
Disclosure of Invention
The invention provides a method for combining preset reverse frictional resistance with pile bottom soil consolidation and a formed cast-in-place pile, which can effectively improve the side frictional resistance and pile end bearing force of the pile so as to achieve the aim of improving the bearing capacity of a pile foundation.
The technical scheme adopted for solving the technical problems is as follows:
the method for consolidating the preset reverse frictional resistance combined pile foundation soil specifically comprises the following steps:
step S1: driving a pile hole of a filling pile in a foundation, and performing hole forming operation;
step S2: placing a high-strength tank on the bottom of a pile hole, mounting a double-layer gas guide pipe on the surface of the tank, and extending the double-layer gas guide pipe out of the filling pile along the pile hole, wherein the tank is of a double-layer structure, the inner structure of the tank is communicated with the inner pipe of the double-layer gas guide pipe, and the outer structure of the tank is communicated with the outer pipe of the double-layer gas guide pipe;
step S3: injecting pile body materials into the pile holes to form piles;
step S4: after the pile body of the filling pile is solidified for a plurality of days, air is injected into the inner structure of the tank through the double-layer air guide pipe, and the outer structure of the tank is vacuumized;
step S5: stopping injecting air into the internal structure of the tank after the soft soil or the sediments at the bottom of the filling pile are solidified for a period of time, and stopping vacuumizing the external structure of the tank, so that the solidification of the soft soil or the sediments at the bottom of the filling pile is finished;
step S6: at this time, the internal structure of the tank is expanded, and a fluid gel material is injected into the internal structure of the tank through the inner tube of the gas guide tube until the whole internal structure of the tank is filled;
as a further preferred aspect of the present invention, the tank includes an inner structure and an outer structure, the outer structure is a permeable layer, the inner structure is an air tank body, and the permeable layer is wrapped outside the air tank body;
as a further preferred aspect of the present invention, the pile body material is concrete or solidified soil;
as a further preferable aspect of the present invention, in step S4, the setting time of the pile body of the cast-in-place pile is 28 days;
as a further preferable mode of the invention, the inner tube of the double-layer air duct is connected with a pneumatic pump, and the outer tube of the double-layer air duct is connected with a vacuum pump;
as a further preferable aspect of the present invention, in the step S5, the bottom soft soil or sediment consolidation time is 10-20 days;
the bored concrete pile formed based on the method for combining the preset reverse frictional resistance with the soil consolidation of the pile bottom comprises a bored concrete pile body, wherein the bottom in the pile body is provided with a tank gas filled with a fluid gel material;
the rest part of the pile body of the cast-in-place pile is filled with concrete or solidified soil.
Through the technical scheme, compared with the prior art, the invention has the following beneficial effects:
1. according to the invention, the tank is arranged at the bottom of the filling pile, after the tank is inflated in the tank, a lifting force can be generated on the bottom of the filling pile, and the surrounding soil of the pile forms upward side friction resistance to the pile, so that the side friction resistance of the bottom of the pile body is improved;
2. the invention is arranged at the bottom of the bored concrete pile and has a two-layer structure, negative pressure is formed in the pile bottom soil of the bored concrete pile when the outer layer is vacuumized, extrusion force is formed on the pile bottom by the inner layer inflation, and under the combined action of positive and negative pressure, the soft soil or sediment of the pile bottom is solidified, so that the strength of the soil body of the pile bottom is improved, and the bearing capacity of the pile body end is improved;
3. after the soft soil at the pile bottom is solidified, the inner structure of the tank is expanded, and the injected high-strength gel material forms an enlarged pile bottom at the pile end, so that the bearing capacity of the filling pile is further improved.
Drawings
The invention will be further described with reference to the drawings and examples.
FIG. 1 is a schematic diagram of a preferred embodiment of the present invention for pore forming and then placing in a high strength tank;
FIG. 2 is a schematic view of a preferred embodiment of the present invention after pile formation of cast-in-place pile material;
FIG. 3 is a schematic illustration of the pressurizing and evacuating through a double-layered airway in accordance with the preferred embodiment of the present invention;
FIG. 4 is a schematic view of the structure of the preferred embodiment of the present invention after filling with a high strength filling material;
fig. 5 is a schematic cross-sectional view of a double-layered airway provided by the present invention.
In the figure: 1 is a filling pile, 2 is a pile hole, 3 is a double-layer air duct, 4 is side friction resistance, 5 is high-strength tank, 6 is a fluidized gel material, 7 is lifting force, 8 is an outer pipe, and 9 is an inner pipe.
Detailed Description
The invention will now be described in further detail with reference to the accompanying drawings. In the description of the present application, it should be understood that the terms "left," "right," "upper," "lower," and the like indicate orientations or positional relationships based on the orientation or positional relationships shown in the drawings, and are merely for convenience in describing the present invention and simplifying the description, rather than indicating or implying that the apparatus or element being referred to must have a specific orientation, be configured and operated in a specific orientation, and that "first," "second," etc. do not represent the importance of the components and therefore should not be construed as limiting the present invention. The specific dimensions adopted in the present embodiment are only for illustrating the technical solution, and do not limit the protection scope of the present invention.
The pile foundation is taken as an important mode for increasing the soft soil foundation, the bearing capacity of the pile foundation is improved, researches show that the bearing capacity influence factor of the pile foundation mainly comprises two points, the first is the side friction resistance of the pile, the factor influencing the exertion degree of the side friction resistance is mainly the strain of the pile foundation, and the more fully the side friction resistance is exerted, the larger the bearing capacity of the pile is; secondly, the pile end bearing force of the pile is the weakness degree of the pile end soil, and the main factor influencing the exertion of the pile end bearing force is that the greater the strength of the pile end soil is, the greater the end bearing force is.
In order to achieve the purpose of improving the bearing capacity of pile foundation, the application provides a method for solidifying the pile foundation soil by combining preset reverse frictional resistance, which can effectively improve the bearing capacity of a cast-in-place pile 1 and specifically comprises the following steps:
step S1: and driving a cast-in-place pile 1 in the foundation, performing hole forming operation (pipe sinking cast-in-place pile or drilling cast-in-place pile) on the cast-in-place pile, and forming a pile hole 2 in the cast-in-place pile.
Step S2: in fig. 1, a high-strength tank 5 is placed at the bottom of a pile hole, a double-layer gas-guide pipe 3 is installed on the surface of the tank, and the double-layer gas-guide pipe extends out of a filling pile along the pile hole, wherein the tank is of a double-layer structure, the tank is divided into an inner structure and an outer structure for convenience of explanation, the outer structure is a permeable layer, the inner structure is an air tank body, the permeable layer is wrapped outside the tank body, the tank body is communicated with an inner pipe 9 of the double-layer gas-guide pipe, the permeable layer of the tank is communicated with an outer pipe 8 of the double-layer gas-guide pipe (the inner pipe is used for high-pressure gas injection, and the outer pipe is used for vacuum gas extraction); the permeable layer is made of high-strength permeable material, and when the permeable layer is vacuumized, a drainage and air guide channel can be formed.
Step S3: and (3) injecting pile body materials into the pile holes, wherein the pile body materials are concrete or solidified soil, and the pile is formed as shown in fig. 2.
Step S4: after the pile body of the filling pile is solidified for a plurality of days (the hydration reaction time of cement is restricted to be 28 days), the inner pipe of the double-layer air guide pipe is connected with the pneumatic pump, the outer pipe of the double-layer air guide pipe is connected with the vacuum pump, and as shown in fig. 3, air is injected into the inner structure of the tank through the double-layer air guide pipe, and the outer structure of the tank is vacuumized; the air tank body is inflated to expand, so that the pile body has an upward lifting trend, the pile is upwards displaced relative to the soil, the surrounding soil of the pile generates downward side friction force 4 on the pile, and along with the expansion of the air tank body, the lifting force 7 is smaller than the side friction force of the pile, that is, the side friction force of the pile in the application is far greater than that of a traditional pile;
meanwhile, in the vacuumizing process of the permeable layer, vacuum negative pressure is transmitted to the pile bottom through the outer pipe, negative pressure is formed in pile bottom soil, besides, the tank body of air expands to form extrusion force on the pile bottom soil, a consolidation effect is formed on the pile end soil body under the combined action of positive and negative pressure, the strength of the pile bottom soil body is improved, the pile body bearing capacity is improved, water generated in the consolidation effect is discharged out of the pile body through the outer pipe, and the pile end soil body can be effectively reinforced again through negative pressure vacuum.
Step S5: after the soft soil or the sediment at the bottom of the bored concrete pile is solidified for a period of time, determining that the time for solidifying the soft soil or the sediment at the bottom is 10-20 days according to the soil property, stopping injecting gas into the inner structure of the tank, stopping vacuumizing the outer structure of the tank, namely stopping negative pressure solidification and inflation, and ending the solidification of the soft soil or the sediment at the bottom of the bored concrete pile.
Step S6: at this time, the internal structure of the tank is expanded, as shown in fig. 4, a fluidized gel material 6 is injected into the internal structure of the tank through the inner pipe of the gas guide pipe until the whole internal structure of the tank is filled, the solidified material is quickly solidified in a short time to form high-strength solid, and the gas tank is expanded due to solidification of pile bottom soil, so that the volume is larger than the diameter of the pile, and the quick solidification of the solidified material can form an enlarged pile bottom at the pile end, so that the bearing capacity of the pile is effectively improved; the method can also achieve an effect that when the original pile body is drilled, certain residues remain at the bottom of the hole, and the fluidized gel material can avoid the problem of weak soil at the pile end caused by the residues.
Finally, the main description is that the air pressure formed by injecting air into the air tank body through the air pressure pump needs to calculate the side friction resistance of the pile body in advance, and the concrete calculation mode of the side friction resistance needs to be calculated and set according to actual requirements, which is not described herein.
The cast-in-place pile formed according to the method comprises a cast-in-place pile body, wherein the bottom of the pile body is provided with a tank, and the tank is filled with fluid gel materials.
In summary, the pile bearing capacity is finally improved by improving the side friction resistance and the pile end bearing capacity of the pile.
It will be understood by those skilled in the art that, unless otherwise defined, all terms (including technical and scientific terms) used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application belongs. It will be further understood that terms, such as those defined in commonly used dictionaries, should be interpreted as having a meaning that is consistent with their meaning in the context of the prior art and will not be interpreted in an idealized or overly formal sense unless expressly so defined herein.
The meaning of "and/or" as referred to in this application means that each exists alone or both.
As used herein, "connected" means either a direct connection between elements or an indirect connection between elements via other elements.
With the above-described preferred embodiments according to the present invention as an illustration, the above-described descriptions can be used by persons skilled in the relevant art to make various changes and modifications without departing from the scope of the technical idea of the present invention. The technical scope of the present invention is not limited to the description, but must be determined according to the scope of claims.
Claims (6)
1. A method for solidifying the soil at the bottom of a preset reverse frictional resistance combined pile is characterized by comprising the following steps: the method specifically comprises the following steps: step S1: piling pile holes (2) of a filling pile (1) in a foundation, and performing hole forming operation;
step S2: placing a high-strength tank (5) at the bottom of a pile hole (2), mounting a double-layer air duct (3) on the surface of the tank, and extending the double-layer air duct (3) out of the filling pile (1) along the pile hole (2), wherein the tank is of a double-layer structure, the inner structure of the tank is communicated with an inner pipe (9) of the double-layer air duct (3), and the outer structure of the tank is communicated with an outer pipe (8) of the double-layer air duct (3);
step S3: injecting pile body materials into the pile holes (2) to form piles;
step S4: after the pile body of the filling pile (1) is solidified for a plurality of days, gas is injected into the inner structure of the tank through the double-layer gas guide pipe (3), and the outer structure of the tank is vacuumized;
step S5: stopping injecting air into the internal structure of the tank after the soft soil or the sediment at the bottom of the bored pile (1) is solidified for a period of time, and stopping vacuumizing the external structure of the tank, wherein the solidification of the soft soil or the sediment at the bottom of the bored pile (1) is finished;
step S6: at the moment, the inner structure of the tank is expanded, and a fluid gel material (6) is injected into the inner structure of the tank through an inner tube (9) of the gas guide tube until the whole inner structure of the tank is filled;
the tank comprises an inner structure and an outer structure, the outer structure is a permeable layer, the inner structure is an air tank body, and the permeable layer is wrapped outside the air tank body.
2. The method for consolidating pile foundation soil combined with preset reverse frictional resistance as claimed in claim 1, wherein: the pile body material is concrete or solidified soil.
3. The method for consolidating pile foundation soil combined with preset reverse frictional resistance as claimed in claim 1, wherein: in the step S4, the pile body solidification time of the cast-in-place pile (1) is 28 days.
4. The method for consolidating pile foundation soil combined with preset reverse frictional resistance as claimed in claim 1, wherein: the inner tube (9) of the double-layer air duct (3) is connected with a pneumatic pump, and the outer tube (8) of the double-layer air duct (3) is connected with a vacuum pump.
5. The method for consolidating pile foundation soil combined with preset reverse frictional resistance as claimed in claim 1, wherein: in the step S5, the consolidation time of soft soil or sediment at the bottom of the bored concrete pile (1) is 10-20 days.
6. Cast-in-place pile (1) formed on the basis of a method for consolidation of a preset reverse frictional resistance combined pile foundation soil according to any one of claims 1 to 5, characterized in that: comprises a filling pile (1) body, wherein the bottom of the pile body of the filling pile (1) is provided with an tank, and the tank is filled with a fluid gel material (6);
the rest part of the pile body of the filling pile (1) is filled with concrete or solidified soil.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111128287.2A CN114482021B (en) | 2021-09-26 | 2021-09-26 | Method for solidifying preset reverse friction combined pile foundation soil and formed cast-in-place pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111128287.2A CN114482021B (en) | 2021-09-26 | 2021-09-26 | Method for solidifying preset reverse friction combined pile foundation soil and formed cast-in-place pile |
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| Publication Number | Publication Date |
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| CN114482021A CN114482021A (en) | 2022-05-13 |
| CN114482021B true CN114482021B (en) | 2023-12-29 |
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| CN202111128287.2A Active CN114482021B (en) | 2021-09-26 | 2021-09-26 | Method for solidifying preset reverse friction combined pile foundation soil and formed cast-in-place pile |
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| CN115879201B (en) * | 2022-12-20 | 2023-09-05 | 同济大学 | Analysis method for permanent pile casing and sediment solidification and lifting cast-in-place pile bearing capacity |
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|---|---|---|---|---|
| SE9301035D0 (en) * | 1993-03-28 | 1993-03-28 | Soilex Ab | PROCEDURES TO MAKE PILLOWS |
| WO1997043488A1 (en) * | 1996-05-14 | 1997-11-20 | Guoliang Zhang | Method of constructing a pile structure and apparatus thereof |
| JPH11217827A (en) * | 1998-01-30 | 1999-08-10 | East Japan Railway Co | Cast-in-place concrete pipe front end preparatory loading device, and execution method of cast-in-place concrete pile |
| JPH11217825A (en) * | 1998-01-30 | 1999-08-10 | East Japan Railway Co | Cast-in-place concrete pipe front end preparatory loading device and execution method of cast-in-place concrete pile |
| JP2001214438A (en) * | 2000-02-02 | 2001-08-07 | East Japan Railway Co | Method for construction cast-in-place concrete pile, and preload device onto ground under bottom of cast-in- place concrete pile. |
| JP2005220708A (en) * | 2004-02-09 | 2005-08-18 | East Japan Railway Co | Tip-preloaded cast-in-place pile construction method, and pile tip preloading device |
| JP2006138100A (en) * | 2004-11-11 | 2006-06-01 | East Japan Railway Co | Constructing method for tip-reinforcing cast-in-place pile |
| JP2017008490A (en) * | 2015-06-17 | 2017-01-12 | 株式会社竹中工務店 | Pile body construction method |
Family Cites Families (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US10458088B2 (en) * | 2017-09-14 | 2019-10-29 | Jordan Alan | Soil adaptive smart caisson |
| CN109469050A (en) * | 2018-12-25 | 2019-03-15 | 高永光 | Grout pile bottom is installed by hollow (hole) doughnut-shaped steel plate capsule (chamber) Post Grouting Technique |
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2021
- 2021-09-26 CN CN202111128287.2A patent/CN114482021B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SE9301035D0 (en) * | 1993-03-28 | 1993-03-28 | Soilex Ab | PROCEDURES TO MAKE PILLOWS |
| WO1997043488A1 (en) * | 1996-05-14 | 1997-11-20 | Guoliang Zhang | Method of constructing a pile structure and apparatus thereof |
| JPH11217827A (en) * | 1998-01-30 | 1999-08-10 | East Japan Railway Co | Cast-in-place concrete pipe front end preparatory loading device, and execution method of cast-in-place concrete pile |
| JPH11217825A (en) * | 1998-01-30 | 1999-08-10 | East Japan Railway Co | Cast-in-place concrete pipe front end preparatory loading device and execution method of cast-in-place concrete pile |
| JP2001214438A (en) * | 2000-02-02 | 2001-08-07 | East Japan Railway Co | Method for construction cast-in-place concrete pile, and preload device onto ground under bottom of cast-in- place concrete pile. |
| JP2005220708A (en) * | 2004-02-09 | 2005-08-18 | East Japan Railway Co | Tip-preloaded cast-in-place pile construction method, and pile tip preloading device |
| JP2006138100A (en) * | 2004-11-11 | 2006-06-01 | East Japan Railway Co | Constructing method for tip-reinforcing cast-in-place pile |
| JP2017008490A (en) * | 2015-06-17 | 2017-01-12 | 株式会社竹中工務店 | Pile body construction method |
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| CN114482021A (en) | 2022-05-13 |
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