CN112030649A - CFG pile-forming construction method suitable for fluid plastic soil layer - Google Patents
CFG pile-forming construction method suitable for fluid plastic soil layer Download PDFInfo
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- CN112030649A CN112030649A CN202010926190.5A CN202010926190A CN112030649A CN 112030649 A CN112030649 A CN 112030649A CN 202010926190 A CN202010926190 A CN 202010926190A CN 112030649 A CN112030649 A CN 112030649A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
- E01C3/00—Foundations for pavings
- E01C3/04—Foundations produced by soil stabilisation
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/08—Improving by compacting by inserting stones or lost bodies, e.g. compaction piles
Abstract
The invention relates to a CFG pile-forming construction method suitable for a flowing plastic soil layer, which comprises the steps of firstly arranging drain pipes on the periphery of each planned pile position on the flowing soil, then arranging transverse and longitudinal circular pile holes through a pile driver with a drill bit at the front part and a circular iron pipe at the rear part, placing a geotechnical pipe bag into the iron pipe, then pouring concrete mortar and broken stones into the geotechnical pipe bag, and after filling, drawing out the iron pipe in the pile hole. Due to the existence of the geotechnical pipe bags, concrete mortar and gravels in the pipe bags can not be taken away by water flow, and the loss of soil particles in a lower soil layer can be effectively prevented, so that the uneven settlement of a roadbed is reduced, and the safety and the comfort of a highway are ensured. The geotechnical pipe bag has certain permeability, so that underground water can easily pass through the pipe bag; the drainage pipes in the steps around the pile can effectively drain the underground water.
Description
Technical Field
The invention relates to a CFG pile-forming construction method suitable for a flow plastic soil layer, in particular to a CFG pile-forming construction method suitable for 'drainage consolidation and lifting holding power' of the flow plastic soil layer, which is suitable for piling and forming a pile under the flow soil, reduces the soil layer loss at the lower part of a roadbed and enables the roadbed to be more stable.
Background
At present, the development of roads in China is on a new day, along with the development requirements of people life and society, the roads are not only built on a flat plane, more and more roads are built beside rivers, lakes and seas, and because the roads are in water-rich areas, soil bodies on the lower portion of the road bed are mostly soft soil and have high fluidity, soil particles are seriously lost under the action of water, so that the road bed is unevenly settled, the safety and the comfort of vehicles running on the roads are seriously affected, the settlement of the road bed also increases the workload of line maintenance, and the maintenance cost is increased. The invention relates to a CFG pile-forming construction method suitable for 'drainage consolidation + lifting holding power' of a flow plastic soil layer, which comprises the steps of punching a pile hole in a roadbed by a pile driver, then putting a soil engineering pipe bag in the pile hole, and filling concrete mortar and gravels in the soil engineering pipe bag to achieve a pile-forming process. By applying the soil engineering pipe bags, the soil particle loss under the roadbed is reduced to the greatest extent, and the stability of the roadbed is obviously improved.
Disclosure of Invention
The invention provides a CFG pile-forming construction method suitable for a flow plastic soil layer, and particularly relates to a CFG pile-forming construction method suitable for a drainage consolidation and lifting holding force of the flow plastic soil layer. The technical scheme of the invention is as follows:
a CFG pile-forming construction method suitable for a flow plastic soil layer comprises the following steps:
in the fluid soil property, firstly, arranging drain pipes around each planned pile position, then arranging transverse and longitudinal circular pile holes through a pile driver with a drill bit at the front part and a circular iron pipe at the rear part, placing a geotechnical pipe bag into the iron pipe, then pouring concrete mortar and broken stones into the geotechnical pipe bag, and after filling, drawing out the iron pipe in the pile hole.
Preferably, 4 drainage pipes are uniformly distributed around each planned pile position, the distance between every two drainage pipes is the same, and the distance between every two drainage pipes and the pile position is the same.
Preferably, the radius of the circular pile hole is 0.5m, the distance between two odd-numbered horizontal adjacent circular pile holes is 2 times that between two even-numbered horizontal adjacent circular pile holes, and the distance between two odd-numbered longitudinal adjacent circular pile holes is 2 times that between two even-numbered longitudinal adjacent circular pile holes; preferably, the hollow space between two adjacent odd horizontal round pile holes is 8 meters, and the hollow space between two adjacent even horizontal round pile holes is 4 meters; the hollow space between two odd longitudinal adjacent round pile holes is 8 meters, and the hollow space between two even longitudinal adjacent round pile holes is 4 meters.
Preferably, the radius of the circular pile hole is 0.5m, and the hollow space between two adjacent circular pile holes in the transverse direction and the longitudinal direction is 4 m.
Further, one end of the soil engineering pipe bag is sealed and the sealed end is placed into the iron pipe, concrete mortar and broken stones are poured into the position, which is not sealed, of the other end of the soil engineering pipe bag, the soil engineering pipe bag continuously moves towards the bottom of the circular iron pipe under the action of gravity, finally the soil engineering pipe bag reaches the bottom of the circular iron pipe, after the soil engineering pipe bag is fully filled, the upper end of the soil engineering pipe bag is sealed, and the external iron pipe is pulled out to form a soil engineering pipe bag pile.
Compared with the prior art, the invention has the following advantages:
1. compared with the traditional pile, the soil engineering pipe bag pile forming process has more stable characteristic in flowing soft soil, because of the existence of the soil engineering pipe bag, concrete mortar and broken stones in the pipe bag can not be taken away by water flow, and the traditional pile can be taken away by underground water because of no separation, thereby seriously affecting the stability of an upper roadbed.
2. Because the piles are arranged according to a certain rule, the distance between adjacent piles is relatively short, and the loss of soil particles in a lower soil layer can be effectively prevented, so that the uneven settlement of a roadbed is reduced, and the safety and the comfort level of a road are ensured.
3. The geotechnical pipe bag has certain permeability, so that underground water can easily pass through the pipe bag, and compared with the waterproof characteristic of the traditional concrete pile, the geotechnical pipe bag can reduce the influence of water pressure on the pile to the maximum extent.
4. The drainage pipes around the piles can effectively discharge underground water, and the stability of the roadbed is facilitated.
5. In a stable region of the soil at the lower part of the soft soil roadbed, the arrangement mode of pile bodies can be changed into circular arrangement, so that the quantity of pile positions is reduced, and the aim of reducing the engineering cost is fulfilled.
Drawings
FIG. 1: the front view of the invention;
FIG. 2: the invention relates to a top view when the distances between two adjacent odd-number horizontal round pile holes and two adjacent even-number horizontal round pile holes are different;
FIG. 3: the invention relates to a top view with the same distance between two adjacent odd-number horizontal round pile holes and even-number horizontal round pile holes;
FIG. 4: the structure diagram of the geotextile tube bag.
Description of the symbols:
1. the soil engineering pipe bag, 2, the drain pipe, 3, the river water and 4, the fluidity soil.
Detailed Description
The invention will be further described with reference to specific embodiments, and the advantages and features of the invention will become apparent as the description proceeds. The examples are illustrative only and do not limit the scope of the present invention in any way. It will be understood by those skilled in the art that various changes in form and details may be made therein without departing from the spirit and scope of the invention, and that such changes and modifications may be made without departing from the spirit and scope of the invention.
Example 1: CFG pile-forming construction method suitable for fluid plastic soil layer
The method comprises the following steps:
as shown in fig. 1-4, on a flowing soil 4 (river water 3 is above the flowing soil), firstly, 4 drainage pipes 2 are uniformly distributed around each planned pile position, the distance between each drainage pipe 2 is the same, the distance between each drainage pipe 2 and the pile position is the same, then, transverse and longitudinal circular pile holes are arranged through a pile driver with a drill bit and a circular iron pipe at the rear part, the radius of each circular pile hole is 0.5m, the distance between two odd transverse adjacent circular pile holes is 2 times that of two even transverse adjacent circular pile holes, and the distance between two odd longitudinal adjacent circular pile holes is 2 times that of two even longitudinal adjacent circular pile holes; the hollow space between two adjacent odd horizontal round pile holes is 3.2 meters, and the hollow space between two adjacent even horizontal round pile holes is 1.6 meters; the hollow space between two adjacent odd longitudinal round pile holes is 3.2 meters, and the hollow space between two adjacent even longitudinal round pile holes is 1.6 meters; one end of the soil engineering pipe bag 1 is sealed and the sealed end is placed into the iron pipe, concrete mortar and broken stones are poured into the position, which is not sealed, of the other end of the soil engineering pipe bag 1, the soil engineering pipe bag 1 continuously moves towards the bottom of the circular iron pipe under the action of gravity, finally the soil engineering pipe bag 1 reaches the bottom of the circular iron pipe, after the soil engineering pipe bag 1 is fully filled, the upper end of the soil engineering pipe bag 1 is sealed, and the external iron pipe is pulled out to form a soil engineering pipe bag pile.
In a more stable area of the soil below the soft soil roadbed, the construction method of the embodiment 1 is adopted, namely the piles are arranged in a circular shape, so that the quantity of the pile positions is reduced, and the purpose of reducing the engineering cost is achieved.
Example 2: CFG pile-forming construction method suitable for fluid plastic soil layer
The method comprises the following steps:
as shown in fig. 1-4, on the flowing soil 4 (river water 3 is above the flowing soil), firstly, 4 drainage pipes 2 are uniformly arranged around each planned pile position, the distance between every two drainage pipes 2 is the same, the distance between every two drainage pipes 2 and the pile position is the same, then, arranging transverse and longitudinal circular pile holes through a pile driver with a drill bit at the front part and a circular iron pipe at the rear part, wherein the radius of the circular pile hole is 0.5m, the hollow space between two adjacent circular pile holes in the transverse direction and the longitudinal direction is 1.6 m, sealing one end of the geotextile tube bag 1, putting the sealed end into the iron pipe, pouring concrete mortar and broken stone from the unsealed part at the other end of the geotextile tube bag 1, under the action of gravity, the soil engineering pipe bag 1 continuously moves towards the bottom of the circular iron pipe, finally the soil engineering pipe bag 1 reaches the bottom of the circular iron pipe, and after the soil engineering pipe bag 1 is fully filled, the upper end of the soil engineering pipe bag is sealed and the external iron pipe is pulled out to form a soil engineering pipe bag pile.
Claims (6)
1. A CFG pile-forming construction method suitable for a flow plastic soil layer is characterized by comprising the following steps:
in the fluid soil property, firstly, arranging drain pipes around each planned pile position, then arranging transverse and longitudinal circular pile holes through a pile driver with a drill bit at the front part and a circular iron pipe at the rear part, placing a geotechnical pipe bag into the iron pipe, then pouring concrete mortar and broken stones into the geotechnical pipe bag, and after filling, drawing out the iron pipe in the pile hole.
2. The construction method according to claim 1, wherein 4 drainage pipes are uniformly arranged around each planned pile site, the distance between each drainage pipe is the same, and the distance between each drainage pipe and the pile site is the same.
3. The construction method according to claim 1, wherein the radius of the circular pile hole is 0.5m, the distance between two adjacent circular pile holes in the odd number in the horizontal direction is 2 times the distance between two adjacent circular pile holes in the even number in the horizontal direction, and the distance between two adjacent circular pile holes in the odd number in the vertical direction is 2 times the distance between two adjacent circular pile holes in the even number in the vertical direction.
4. The construction method according to claim 3, wherein the hollow distance between two adjacent circular pile holes in odd number is 8 m, and the hollow distance between two adjacent circular pile holes in even number is 4 m; the hollow distance between two odd longitudinal adjacent round pile holes is 8 meters, and the hollow distance between two even longitudinal adjacent round pile holes is 4 meters.
5. The construction method according to claim 1, wherein the radius of the circular pile hole is 0.5m, and the hollow distance between two adjacent circular pile holes in the transverse direction and the longitudinal direction is 4 m.
6. The construction method according to claim 1, wherein one end of the geotextile tube bag is sealed and the sealed end is placed into the iron pipe, concrete mortar and broken stones are poured from the unsealed part of the other end of the geotextile tube bag, the geotextile tube bag continuously moves towards the bottom of the circular iron pipe under the action of gravity, finally the geotextile tube bag reaches the bottom of the circular iron pipe, after the geotextile tube bag is fully filled, the upper end is sealed and the external iron pipe is pulled out to form the geotextile tube bag pile.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010926190.5A CN112030649A (en) | 2020-09-07 | 2020-09-07 | CFG pile-forming construction method suitable for fluid plastic soil layer |
| LU102745A LU102745B1 (en) | 2020-09-07 | 2021-04-06 | CFG pile forming construction method suitable for fluid-plastic soil layers |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010926190.5A CN112030649A (en) | 2020-09-07 | 2020-09-07 | CFG pile-forming construction method suitable for fluid plastic soil layer |
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| CN112030649A true CN112030649A (en) | 2020-12-04 |
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| CN202010926190.5A Pending CN112030649A (en) | 2020-09-07 | 2020-09-07 | CFG pile-forming construction method suitable for fluid plastic soil layer |
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| LU (1) | LU102745B1 (en) |
Citations (9)
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|---|---|---|---|---|
| WO1999011870A1 (en) * | 1997-09-04 | 1999-03-11 | Josef Möbius Bau-Gesellschaft (GmbH & Co.) | Method and sheathing for producing a ground column to support building or travelling loads |
| JP2000290990A (en) * | 1999-04-07 | 2000-10-17 | Taisei Corp | Ground improvement construction method |
| CN201202116Y (en) * | 2008-05-28 | 2009-03-04 | 徐立新 | Geotextile bag bulk material follow-up grouting pile |
| CN101858077A (en) * | 2010-04-27 | 2010-10-13 | 河海大学 | Construction method of composite foundation with bagged compacting and slurry cementing small-diameter gravel pile |
| CN202718084U (en) * | 2012-08-23 | 2013-02-06 | 越烽建设集团有限公司 | Composite foundation with flexible piles and drain boards combined |
| CN105239555A (en) * | 2015-09-28 | 2016-01-13 | 华中科技大学 | Method for treating soft soil foundation through combination of bagged grouting gravel pile and vacuum preloading |
| CN106939597A (en) * | 2017-03-22 | 2017-07-11 | 广州市建誉科技有限责任公司 | A kind of semi-flexible stake and its construction method with drain function |
| CN108385667A (en) * | 2018-05-11 | 2018-08-10 | 山东大学 | A kind of geotextiles anti-block water permeable pile driving construction device and method |
| CN109113058A (en) * | 2018-08-15 | 2019-01-01 | 绿山高科建设科技有限公司 | A kind of new type cement soil composite pile |
-
2020
- 2020-09-07 CN CN202010926190.5A patent/CN112030649A/en active Pending
-
2021
- 2021-04-06 LU LU102745A patent/LU102745B1/en active IP Right Grant
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO1999011870A1 (en) * | 1997-09-04 | 1999-03-11 | Josef Möbius Bau-Gesellschaft (GmbH & Co.) | Method and sheathing for producing a ground column to support building or travelling loads |
| JP2000290990A (en) * | 1999-04-07 | 2000-10-17 | Taisei Corp | Ground improvement construction method |
| CN201202116Y (en) * | 2008-05-28 | 2009-03-04 | 徐立新 | Geotextile bag bulk material follow-up grouting pile |
| CN101858077A (en) * | 2010-04-27 | 2010-10-13 | 河海大学 | Construction method of composite foundation with bagged compacting and slurry cementing small-diameter gravel pile |
| CN202718084U (en) * | 2012-08-23 | 2013-02-06 | 越烽建设集团有限公司 | Composite foundation with flexible piles and drain boards combined |
| CN105239555A (en) * | 2015-09-28 | 2016-01-13 | 华中科技大学 | Method for treating soft soil foundation through combination of bagged grouting gravel pile and vacuum preloading |
| CN106939597A (en) * | 2017-03-22 | 2017-07-11 | 广州市建誉科技有限责任公司 | A kind of semi-flexible stake and its construction method with drain function |
| CN108385667A (en) * | 2018-05-11 | 2018-08-10 | 山东大学 | A kind of geotextiles anti-block water permeable pile driving construction device and method |
| CN109113058A (en) * | 2018-08-15 | 2019-01-01 | 绿山高科建设科技有限公司 | A kind of new type cement soil composite pile |
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| Publication number | Publication date |
|---|---|
| LU102745B1 (en) | 2021-10-06 |
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Application publication date: 20201204 |
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