CN114482021A - Method for combining pile foundation soil consolidation by presetting reverse frictional resistance and formed cast-in-place pile - Google Patents
Method for combining pile foundation soil consolidation by presetting reverse frictional resistance and formed cast-in-place pile Download PDFInfo
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- CN114482021A CN114482021A CN202111128287.2A CN202111128287A CN114482021A CN 114482021 A CN114482021 A CN 114482021A CN 202111128287 A CN202111128287 A CN 202111128287A CN 114482021 A CN114482021 A CN 114482021A
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- aerating tank
- soil
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- 239000002689 soil Substances 0.000 title claims abstract description 64
- 238000000034 method Methods 0.000 title claims abstract description 20
- 238000007596 consolidation process Methods 0.000 title claims abstract description 13
- 239000000463 material Substances 0.000 claims abstract description 22
- 239000012530 fluid Substances 0.000 claims abstract description 8
- 238000002347 injection Methods 0.000 claims abstract description 5
- 239000007924 injection Substances 0.000 claims abstract description 5
- 239000013049 sediment Substances 0.000 claims description 11
- 238000007711 solidification Methods 0.000 claims description 5
- 230000008023 solidification Effects 0.000 claims description 5
- 230000010412 perfusion Effects 0.000 claims description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 5
- 238000010586 diagram Methods 0.000 description 3
- 238000005553 drilling Methods 0.000 description 3
- 238000001125 extrusion Methods 0.000 description 2
- 238000005273 aeration Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 230000007423 decrease Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 230000000694 effects Effects 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
- 238000011065 in-situ storage Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 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
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
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- 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
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- 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
Abstract
The invention relates to a method for combining bottom soil consolidation by preset reverse frictional resistance and a formed cast-in-place pile.A pile hole of the cast-in-place pile is drilled in a foundation, a high-strength aerating tank is placed at the bottom of the pile hole, a double-layer air guide pipe is arranged on the surface of the aerating tank, and the double-layer air guide pipe extends out of the cast-in-place pile along the pile hole; pile body materials are injected into the pile holes to form piles; after the pile body of the pouring pile is solidified for a plurality of days, the gas is injected into the inner structure of the aerating tank through the double-layer gas guide tube, and the outer structure of the aerating tank is vacuumized; after the filling pile is consolidated for a period of time, the gas injection into the inner structure of the aerating tank stops, the external structure of the aerating tank stops being vacuumized, and the soft soil at the bottom of the filling pile is consolidated; the fluid gel material is injected into the internal structure of the aerating tank through the inner pipe of the air guide pipe until the whole internal structure of the aerating tank is filled; the invention can effectively improve the side friction resistance of the pile and the bearing capacity of the pile end 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 combining pile foundation soil consolidation by presetting reverse frictional resistance and a formed cast-in-place pile, belongs to the technology of increasing soft soil foundations, and can be used in the fields of hydraulic engineering, civil and architectural engineering and the like.
Background
The pile foundation is an important mode for increasing soft soil foundation at present. The bearing capacity of the pile mainly comes from the action counterforce of the soil around the pile to the pile foundation when the pile foundation bears load, and the action counterforce of the soil around the pile to the pile foundation comes from the frictional resistance of the side of the pile and the end bearing force of the bottom of the pile. In general, when a pile foundation bears a load, a pile body has a sinking tendency, and is displaced downwards relative to the surrounding soil body, so that the pile body per se generates a compressive strain, and therefore, the soil around the pile body generates an upward side friction resistance on the pile body. The development degree of the side frictional resistance at a certain depth position of the pile foundation is closely related to the strain of the deep pile foundation, the larger the strain is, the larger the relative displacement between the deep pile body and the soil around the pile is, the more the side frictional resistance of the soil around the pile is developed, and the larger the bearing capacity of the pile is. However, in general piles, strain of the pile gradually decreases along the depth, and side friction resistance tends to be less and less developed along the depth, and thus cannot be fully developed.
Meanwhile, the soil body at the bottom of the pile can generate an upward supporting force, namely end bearing force, on the pile; the exertion of the end bearing capacity of the pile end is often related to the soft 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 capacity is. In practical situations, in soft soil areas, the pile end bearing force is small due to the fact that the soil body strength is small, and the end bearing force is small. In addition, for the cast-in-situ bored pile, a certain amount of sediment is often left in the hole during the drilling process, so that after the pile is formed, the soil at the pile end is extremely weak, and the exertion of end bearing force is influenced. The sum of the upward side friction and end bearing force generated by the pile surrounding soil and the pile end soil on the pile is the bearing capacity of the pile.
Obviously, improving the side friction resistance and the end bearing capacity of the pile is an important way to improve the bearing capacity of the pile.
Disclosure of Invention
The invention provides a method for combining preset reverse frictional resistance with pile foundation soil consolidation and a formed cast-in-place pile, which can effectively improve the side frictional resistance of the pile and the bearing capacity of the end of the pile so as to achieve the purpose of improving the bearing capacity of a pile foundation.
The technical scheme adopted by the invention for solving the technical problems is as follows:
a method for consolidating foundation soil of a combined pile with preset reverse frictional resistance specifically comprises the following steps:
step S1: drilling a pile hole of a cast-in-place pile in the foundation, and performing hole forming operation;
step S2: the high-strength gas tank is arranged at the bottom of the pile hole, the double-layer gas guide tube is arranged on the surface of the gas tank, the double-layer gas guide tube extends out of the perfusion pile along the pile hole, the gas tank has a double-layer structure, the inner structure of the gas tank is communicated with the inner tube of the double-layer gas guide tube, and the outer structure of the gas tank is communicated with the outer tube of the double-layer gas guide tube;
step S3: injecting pile body materials into the pile hole to form a pile;
step S4: after the pile body of the pouring pile is solidified for a plurality of days, the gas is injected into the inner structure of the aerating tank through the double-layer gas guide tube, and the outer structure of the aerating tank is vacuumized;
step S5: after the soft soil or the sediment at the bottom of the cast-in-place pile is consolidated for a period of time, the gas injection into the internal structure of the aerating tank and the vacuumizing of the external structure of the aerating tank are stopped, and the consolidation of the soft soil or the sediment at the bottom of the cast-in-place pile is finished;
step S6: the internal structure of the aerating tank expands and the fluid gel material is injected into the internal structure of the aerating tank through the inner pipe of the gas guide tube until the whole internal structure of the aerating tank is filled;
as a further preferred embodiment of the invention, the aerating tank comprises an internal structure and an external structure, the external structure is a permeable layer, the internal structure is the 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 mode of the present invention, in step S4, the cast-in-place pile body setting time is 28 days;
as a further preferred option of the invention, the inner tube of the double-layer gas-guide tube is connected with a pneumatic pump, and the outer tube of the double-layer gas-guide tube is connected with a vacuum pump;
as a further preferred aspect of the present invention, in step S5, the time for consolidation of the soft soil or sediment at the bottom is 10 to 20 days;
the cast-in-place pile formed by the preset reverse frictional resistance combined pile bottom soil consolidation method comprises a cast-in-place pile body, wherein the bottom part of the pile body of the cast-in-place pile body is provided with the aerating tank, and the aerating tank is internally filled with the fluid gel material;
and filling concrete or solidified soil into the rest part of the pile body of the cast-in-place pile.
Through the technical scheme, compared with the prior art, the invention has the following beneficial effects:
1. the aerating tank is arranged at the bottom part in the cast-in-place pile, and after being aerated in the aerating tank, the aerating tank can generate lifting force on the bottom part of the cast-in-place pile, and the soil around the pile forms upward side frictional resistance on the pile, so that the side frictional resistance at the bottom part of the pile body is improved;
2. the aerating tank arranged at the bottom of the cast-in-place pile has a two-layer structure, negative pressure is formed in the bottom soil of the cast-in-place pile when the outer layer is vacuumized, the inner layer is aerated to form extrusion force on the pile bottom, and soft soil or sediment at the pile bottom is solidified under the combined action of the positive pressure and the negative pressure, so that the strength of a soil body at the pile bottom is improved, and the force bearing capacity of the pile body end is improved;
3. after the soft soil at the bottom of the pile is solidified, the internal structure of the aerating tank expands, and the injected high-strength gel material forms an enlarged pile bottom at the pile end, thereby further improving the bearing capacity of the cast-in-place pile.
Drawings
The invention is further illustrated with reference to the following figures and examples.
FIG. 1 is a schematic structural view of the high-intensity aerating tank after pore-forming of the preferred embodiment of the invention;
FIG. 2 is a schematic diagram of a preferred embodiment of the present invention after pile-forming of the cast-in-place pile body material;
FIG. 3 is a schematic diagram of the present invention providing a preferred embodiment of pressurizing and evacuating via a double-layer airway;
FIG. 4 is a schematic structural diagram 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 tube provided by the present invention.
In the figure: 1 is a filling pile, 2 is a pile hole, 3 is a double-layer gas guide pipe, 4 is side frictional resistance, 5 is a high-strength aerating tank, 6 is a fluid gel material, 7 is lifting force, 8 is an outer pipe and 9 is an inner pipe.
Detailed Description
The present invention will now be described in further detail with reference to the accompanying drawings. In the description of the present application, it is to be understood that the terms "left side", "right side", "upper part", "lower part", etc., indicate orientations or positional relationships based on those shown in the drawings, and are only for convenience of describing the present invention and simplifying the description, but do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and that "first", "second", etc., do not represent an important degree of the component parts, and thus are not to be construed as limiting the present invention. The specific dimensions used in the present example are only for illustrating the technical solution and do not limit the scope of protection of the present invention.
The pile foundation is used as an important mode for increasing the soft soil foundation, and the improvement of the bearing capacity is vital, researches show that the bearing capacity influence factors of the pile foundation mainly comprise two points, the first is the side friction of the pile, the factor influencing the exertion degree of the side friction is mainly the strain of the pile foundation, and the more the side friction is exerted, the larger the bearing capacity of the pile is; secondly, the pile end bearing capacity of the pile influences the weak degree of the pile end soil, so that the larger the strength of the pile end soil is, the larger the end bearing capacity is.
In order to achieve the purpose of improving the bearing capacity of the pile foundation, the application provides a method for combining the pile foundation soil consolidation with the preset reverse frictional resistance, which can effectively improve the bearing capacity of the cast-in-place pile 1 and specifically comprises the following steps:
step S1: and (3) driving a cast-in-place pile 1 into the foundation, carrying out pore-forming operation on the cast-in-place pile (a pipe-sinking cast-in-place pile or a drilling cast-in-place pile), and forming a pile hole 2 in the cast-in-place pile.
Step S2: as shown in FIG. 1, the high-strength gas tank 5 is placed at the bottom of the pile hole, the double-layer gas guide tube 3 is arranged on the surface of the aerating tank, the double-layer gas guide tube extends out of the aerating pile along the pile hole, the gas tank also has a double-layer structure, and for the convenience of illustration, the aerating tank is divided into two parts, namely an internal structure and an external structure, the external structure is a water permeable layer, the internal structure is an air tank body, the water permeable layer is wrapped outside the air tank body, the air tank body of the aerating tank is communicated with the inner tube 9 of the double-layer gas guide tube, and the water permeable layer of the aerating tank is communicated with the outer tube 8 of the double-layer gas guide tube (shown in FIG. 5, the inner tube is used for high-pressure gas injection and is used for vacuum gas extraction); the permeable layer is made of high-strength permeable materials, and when the permeable layer is vacuumized, drainage and air guide channels can be formed.
Step S3: and (3) injecting a pile body material into the pile hole, wherein the pile body material is concrete or solidified soil, and forming a pile as shown in figure 2.
Step S4: after the filling pile body is solidified for a plurality of days (the hydration reaction time of the cement is limited to 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 the graph 3, the gas is injected into the inner structure of the aerating tank through the double-layer air guide pipe to vacuumize the outer structure of the aerating tank; the air tank body is expanded after being inflated, so that the pile body tends to be lifted upwards, the pile is displaced upwards relative to soil, the soil around the pile generates downward side frictional resistance 4, and the lifting force 7 is smaller than the pile side frictional resistance along with the expansion of the air tank body, namely, the side frictional resistance of the pile in the application is far greater than that of the traditional pile;
meanwhile, in the process of vacuumizing the permeable layer, the vacuum negative pressure is transmitted to the pile bottom from the outer pipe to form negative pressure in the pile bottom soil, in addition, the air tank body expands to form extrusion force on the pile bottom soil, and consolidation action is formed on the pile end soil body under the combined action of positive pressure and negative pressure, so that the strength of the pile bottom soil body is improved, the bearing force of the pile end is improved, water generated in the consolidation action is discharged out of the pile body from 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 sediments at the bottom of the cast-in-place pile are solidified for a period of time, the period of the solidification of the soft soil or the sediments at the bottom is determined according to the properties of the soil body to be 10 to 20 days, the gas injection into the inner structure of the aerating tank and the vacuumizing of the outer structure of the aerating tank are stopped, the negative pressure solidification and the aeration are stopped, and the solidification of the soft soil or the sediments at the bottom of the cast-in-place pile is finished.
Step S6: the internal structure of the aerating tank expands, and as shown in FIG. 4, the fluid gel material 6 is injected into the internal structure of the aerating tank through the inner pipe of the air guide tube until the whole internal structure of the aerating tank is filled, and after the gelling material is filled, the gelling material quickly solidifies in a short time to form high-strength solid, so the gas tank expands, the volume of the gas tank is larger than the diameter of the pile, and the quick solidification of the gelling material can form enlarged pile bottom at the pile end, thereby effectively improving the bearing capacity of the pile; the method can also achieve the effect that certain residues are left at the bottom of the hole when the original pile body is drilled, and the fluid gel material can avoid the problem of weak soil at the pile end caused by the residues.
Finally, the main point is that the side frictional resistance of the pile body needs to be calculated in advance according to the air pressure formed by the air pressure pump feeding air to the air tank body, and the specific calculation mode of the side frictional resistance needs to be calculated and set according to the actual requirement, which is not described in detail herein.
The filling pile formed by the method comprises a filling pile body, wherein the aerating tank is arranged at the bottom part of the pile body of the filling pile body, and the aerating tank is filled with the fluid gel material.
In summary, this application realizes the improvement of stake bearing capacity finally through the side frictional resistance and the stake end bearing force that improve the stake.
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 used herein is intended to include both the individual components or both.
The term "connected" as used herein may mean either a direct connection between components or an indirect connection between components via other components.
In light of the foregoing description of the preferred embodiment of the present invention, many modifications and variations will be apparent to those skilled in the art without departing from the spirit and scope of the invention. The technical scope of the present invention is not limited to the content of the specification, and must be determined according to the scope of the claims.
Claims (7)
1. A method for consolidating foundation soil of a combined pile with preset reverse frictional resistance is characterized by comprising the following steps: the method specifically comprises the following steps:
step S1: driving a pile hole (2) of a cast-in-place pile (1) in the foundation to perform hole forming operation;
step S2: the high-strength gas tank (5) is arranged at the bottom of the pile hole (2), the double-layer gas guide tube (3) is arranged on the surface of the gas tank, the double-layer gas guide tube (3) extends out of the filling pile (1) along the pile hole (2), the gas tank has a double-layer structure, the inner structure of the gas tank is communicated with the inner tube (9) of the double-layer gas guide tube (3), and the outer structure of the gas tank is communicated with the outer tube (8) of the double-layer gas guide tube (3);
step S3: pile body materials are injected into the pile hole (2) to form a pile;
step S4: after the pile body of the filling pile (1) is solidified for a plurality of days, the gas is injected into the inner structure of the aerating tank through the double-layer gas guide pipe (3), and the outer structure of the aerating tank is vacuumized;
step S5: after the soft soil or the sediments at the bottom of the perfusion pile (1) are consolidated for a period of time, the gas injection into the inner structure of the aerating tank and the vacuumizing of the outer structure of the aerating tank are stopped, and the consolidation of the soft soil or the sediments at the bottom of the perfusion pile (1) is finished;
step S6: the internal structure of the aerating tank expands and injects the fluidized gel material (6) into the internal structure of the aerating tank through the inner pipe (9) of the gas guide tube until the internal structure of the aerating tank is filled up.
2. The method for consolidating foundation soil of a pre-determined reverse frictional resistance combined pile according to claim 1, wherein: the aerating tank comprises an inner structure and an outer structure, the outer structure is the permeable layer, and the permeable layer is wrapped outside the air tank body.
3. The method for consolidating foundation soil of a pre-determined reverse frictional resistance combined pile according to claim 1, wherein: the pile body is made of concrete or solidified soil.
4. The method for consolidating foundation soil of a pre-determined reverse frictional resistance combined pile according to claim 1, wherein: in step S4, the solidification time of the pile body of the cast-in-place pile (1) is 28 days.
5. The method for consolidating foundation soil of a pre-determined reverse frictional resistance combined pile according to 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.
6. The method for consolidating foundation soil of a pre-determined reverse frictional resistance combined pile according to claim 1, wherein: in step S5, the consolidation time of the soft soil or the sediment at the bottom of the cast-in-place pile (1) is 10-20 days.
7. A cast-in-place pile (1) formed on the basis of the method for consolidating the foundation soil of the pre-set reverse frictional resistance combined pile according to any one of claims 1 to 6, characterized in that: comprises a filling pile (1) body, an aerating tank arranged at the bottom part in the pile body of the filling pile (1), and a fluid gel material (6) filled in the aerating tank;
the rest part of the pile body of the cast-in-place 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 true CN114482021A (en) | 2022-05-13 |
| CN114482021B 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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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115879201A (en) * | 2022-12-20 | 2023-03-31 | 同济大学 | Permanent pile casing and analysis method for bearing capacity of sediment solidification hoisting cast-in-place pile |
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| 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 |
| 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 |
| 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 |
| US20190078283A1 (en) * | 2017-09-14 | 2019-03-14 | Jordan Alan | Soil adaptive smart caisson |
| US20210010218A1 (en) * | 2018-12-25 | 2021-01-14 | Yunfei Gao | Pile-bottom grouting cavity and method for using same, and cast-in-place pile body and method for constructing same |
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2021
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| Publication number | Priority date | Publication date | Assignee | Title |
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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 |
| 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 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115879201A (en) * | 2022-12-20 | 2023-03-31 | 同济大学 | Permanent pile casing and analysis method for bearing capacity of sediment solidification hoisting cast-in-place pile |
| 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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| Publication number | Publication date |
|---|---|
| CN114482021B (en) | 2023-12-29 |
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