CN109339027B - A high frequency drainage stake for sandy soil liquefaction - Google Patents
A high frequency drainage stake for sandy soil liquefaction Download PDFInfo
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- CN109339027B CN109339027B CN201811452352.5A CN201811452352A CN109339027B CN 109339027 B CN109339027 B CN 109339027B CN 201811452352 A CN201811452352 A CN 201811452352A CN 109339027 B CN109339027 B CN 109339027B
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- pile
- core
- drainage
- drainage groove
- pile core
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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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
- E02D5/30—Prefabricated piles made of concrete or reinforced concrete or made of steel and concrete
Abstract
The invention discloses a high-frequency drainage pile for sandy soil liquefaction, which sequentially comprises a waterproof pile core and a waterproof pile shell concentric with the pile core from inside to outside, wherein the top end of the pile core is fixedly connected with a waterproof pile top with a trapezoidal section, the bottom end of the pile core is fixedly connected with a conical waterproof pile tip, the pile top and the pile core are prepared by a steel bar net rack and concrete, the diameters of the pile top and the pile tip are larger than that of the pile core, and the pile shell is positioned between the pile top and the pile tip; the pile core is provided with a first drainage groove, a second drainage groove and a drainage channel, the first drainage groove is formed in the side surface of the pile core along the length direction of the pile core, the second drainage groove is formed in the top surface of the pile core along the length direction of the pile core, and the drainage channel is used for communicating the first drainage groove with the second drainage groove; the pile top is provided with a through hole along the height direction, and the through hole is connected with the second drainage groove in a sealing mode. The invention has good drainage capacity and high bearing capacity.
Description
Technical Field
The invention relates to a drainage pile, in particular to a high-frequency drainage pile for liquefaction of sandy soil.
Background
With the rapid development of national economy, pile foundations are becoming the most widely used form of foundation. The pile foundation is increasingly and widely applied to various fields such as high-rise buildings, heavy plants, roads, bridges, offshore engineering and the like due to the remarkable advantages of high construction speed, short construction period, large reinforcement treatment depth, large bearing capacity, good stability, small settlement value, strong adaptability to various geological conditions and load conditions and the like. With the wide range of applications of the garment base, some existing problems are also gradually emerging. In recent years, with the further enhancement of the human understanding of the nature of earthquake disasters and the continuous accumulation of earthquake hazard data, it is found that the phenomena of foundation failure and superstructure damage caused by the damage of piles in a liquefied soil layer are ubiquitous, and the consequences are serious or even catastrophic. Therefore, the research on the performance of pile foundations in liquefiable soil layers under the action of earthquakes has become a hot topic in the field of geotechnical seismic engineering nowadays.
According to the nature of the foundation soil body, the earthquake damage of the pile foundation can be divided into two typical forms of earthquake damage in a liquefied soil layer and earthquake damage in a non-liquefied soil layer. The survey results of earthquake damage at home and abroad show that the easy damage degree of piles in the liquefied foundation and the damage degree caused by the easy damage degree far exceed those of piles in a non-liquefied foundation.
Li rain-wet, the yuanmin is through summarizing discovery to the pile foundation earthquake damage in the earthquake many times, and liquefaction leads to the ground to lose bearing capacity under the less seismic force, and the soil body produces big deformation and slides, makes most pile foundations destroy easily, and not pile foundations destroy mainly because strong seismic force arouses under the liquefaction ground, so the pile foundations destroy far than non-liquefaction place serious under the liquefaction place. Summary of the inventionit has been found in the event of earthquake damage to the pile foundations of buildings, bridges and docks that the destruction of the lower pile foundations of weak liquefiable foundations has taken up the vast majority of the destruction, with the damage to the pile foundations caused by lateral expansion of the liquefied soil mass being considered a form of destruction that is widespread. The liquefaction causes the soil body to rapidly enter a nonlinear working state, so that the pile foundation is transversely and greatly displaced, and the loss caused by the transverse displacement is much larger than the damage caused by other reasons.
In the earthquake process, along with the increase of the pore water pressure, the effective stress is reduced, the modulus and the strength of a soil body are reduced, the lateral resistance and the transverse resistance of a liquefied soil layer are reduced, and the pile body is deformed or even destroyed under the combined action of the liquefied soil body and the inertia force of an upper structure system under a certain condition.
The most effective way for preventing soil liquefaction is to drain water, reduce the threat of pore water pressure and reduce the risk of liquefaction. The most common method is to arrange a drainage pile, which has the drainage copper belt to resist the liquefaction of the foundation and has bearing capacity for the house. The existing drainage pile has low compressive bearing capacity and low uplift bearing capacity; or poor drainage performance.
Disclosure of Invention
The invention aims to provide a high-frequency drainage pile for preventing sandy soil from liquefaction, which has good drainage capacity and high bearing capacity.
In order to achieve the technical purpose, the technical scheme adopted by the invention is as follows:
a high-frequency drainage pile for liquefaction of sandy soil sequentially comprises a waterproof pile core and a waterproof pile shell concentric with the pile core from inside to outside, wherein the top end of the pile core is fixedly connected with a waterproof pile top with a trapezoidal section, the bottom end of the pile core is fixedly connected with a conical waterproof pile tip, the pile top and the pile core are prepared from a steel bar net rack and concrete, the diameters of the pile top and the pile tip are larger than that of the pile core, and the pile shell is positioned between the pile top and the pile tip; the pile core is provided with a first drainage groove, a second drainage groove and a drainage channel, the first drainage groove is formed in the side surface of the pile core along the length direction of the pile core, the second drainage groove is formed in the top surface of the pile core along the length direction of the pile core, and the drainage channel is used for communicating the first drainage groove with the second drainage groove; the pile top is provided with a through hole along the height direction of the pile top, and the through hole is connected with the second drainage groove in a sealing mode.
By adopting the technical scheme, the water permeable pile shell is arranged between the conical pile tip and the trapezoidal pile top, so that the integrity, the uplift bearing capacity and the compression bearing capacity of the drainage pile can be improved. The pile tip, the pile top and the pile core are made of a steel bar net rack and concrete, and the integrity and the bearing capacity of the pile can be improved. The gap water in the liquefiable layer is discharged through the permeable pile shell, the first water drainage groove, the second water drainage groove, the water drainage channel and the through hole, so that the aim of eliminating liquefaction is fulfilled. After the drainage pile is driven into a preset depth, a drainage pipe is inserted into the top end of the drainage channel, pore water in the liquefiable layer is drained through a vacuum pump, the drainage pile forms negative pressure through the vacuum pump, underground water is drained and vacuumized, the content and effective stress of the underground water can be reduced in advance, and the liquefiable soil is tamped when the content of the underground water is reduced to the standard of tamping. When earthquake occurs, if hyperstatic pore water is generated, the drainage pile is in a weak negative pressure state, and the pore water is dissipated from the permeable pile shell, the first drainage groove, the second drainage groove and the drainage channel, so that the purpose of eliminating liquefaction is achieved.
As a preferable mode of the high-frequency drainage pile for liquefaction of sandy soil according to the present invention, the steel bar net frame includes two layers of steel bar nets located in the pile core, and the steel bar nets are connected and fixed by oblique steel bars.
As another preferable choice of the high-frequency drainage pile for liquefaction of sandy soil, the reinforcing mesh comprises transverse reinforcing steel bars and vertical reinforcing steel bars, and two ends of each vertical reinforcing steel bar respectively extend into the pile top and the pile tip.
As another preferable mode of the high-frequency drainage pile for liquefaction of sandy soil according to the present invention, the steel bar net frame further includes a horizontal steel bar net in the pile top, and the horizontal steel bar net is fixedly connected to vertical steel bars extending into the pile top.
The double-layer reinforcing meshes are fixed through oblique reinforcing steel bars, two ends of each vertical reinforcing steel bar extend into the pile top and the pile tip, and the pile top is provided with horizontal reinforcing steel bars and is welded and fixed with the vertical reinforcing steel bars, so that the integrity of the pile tip, the pile top and the pile core can be improved, and the compression bearing capacity and the pulling bearing capacity of the pile tip, the pile top and the pile core are improved.
As still another preferable choice of the high-frequency drainage pile for sandy soil liquefaction of the invention, the outer surface of the pile shell is wavy.
The wave shape can increase the contact area, and when pore water is generated, the water can be quickly dissipated through the water permeable shell, the first water drainage groove, the water drainage channel, the second water drainage groove and the through hole.
As another preferable choice of the high-frequency drainage pile for liquefaction of sandy soil, a layer of permeable geotextile is laid on the outer surface of the pile core, and the permeable geotextile is positioned on the top surface of the first drainage groove.
The geotextile that permeates water can improve tensile strength, can avoid first drainage tank by the shutoff again.
Drawings
The invention is further illustrated by the non-limiting examples given in the accompanying drawings;
FIG. 1 is a schematic view of the present invention with the drain line removed;
FIG. 2 is a schematic structural view of the present invention with the reinforcing cage removed;
FIG. 3 is a schematic cross-sectional view A-A of FIG. 2;
FIG. 4 is an enlarged view of B in FIG. 3;
FIG. 5 is an enlarged schematic view of the reinforcement cage;
the main element symbols are as follows:
the water-permeable geotextile comprises a pile core 1, a first water drainage groove 11, a second water drainage groove 12, a water drainage channel 13, a water-permeable geotextile 14, a pile shell 2, a pile top 3, a through hole 31, a pile tip 4, a reinforcing mesh 51, transverse reinforcing bars 511, vertical reinforcing bars 512, oblique reinforcing bars 52 and horizontal reinforcing meshes 53.
Detailed Description
In order that those skilled in the art can better understand the present invention, the following technical solutions are further described with reference to the accompanying drawings and examples.
As shown in fig. 1, 2, 3, 4 and 5, a high-frequency drainage pile for liquefaction of sandy soil sequentially comprises a waterproof pile core and a permeable pile shell concentric with the pile core from inside to outside, wherein the top end of the pile core is fixedly connected with a waterproof pile top with a trapezoidal section, the bottom end of the pile core is fixedly connected with a conical waterproof pile tip, the pile top and the pile core are prepared by a steel bar net rack and concrete, the diameters of the pile top and the pile tip are larger than that of the pile core, and the pile shell is positioned between the pile top and the pile tip; the pile core is provided with a first drainage groove, a second drainage groove and a drainage channel, the first drainage groove is formed in the side surface of the pile core along the length direction of the pile core, the second drainage groove is formed in the top surface of the pile core along the length direction of the pile core, and the drainage channel is used for communicating the first drainage groove with the second drainage groove; the pile top is provided with a through hole along the height direction, and the through hole is connected with the second drainage groove in a sealing mode.
The steel bar net rack comprises two layers of steel bar nets positioned in the pile core, and the steel bar nets are connected and fixed through oblique steel bars.
The reinforcing mesh comprises transverse reinforcing steel bars and vertical reinforcing steel bars, and two ends of each vertical reinforcing steel bar extend into the pile top and the pile tip respectively.
The reinforcing steel bar net rack also comprises a horizontal reinforcing steel bar net positioned in the pile top, and the horizontal reinforcing steel bar net is fixedly connected with the vertical reinforcing steel bars extending into the pile top.
The outer surface of the pile shell is wavy.
And a layer of permeable geotextile is laid on the outer surface of the pile core, and the permeable geotextile is positioned on the top surface of the first drainage tank.
The permeable pile shell is arranged between the conical pile tip and the trapezoidal pile top, so that the integrity, the pulling-resistant bearing capacity and the compression-resistant bearing capacity of the drainage pile can be improved. The pile tip, the pile top and the pile core are made of a steel bar net rack and concrete, and the integrity and the bearing capacity of the pile can be improved. The gap water in the liquefiable layer is discharged through the permeable pile shell, the first water drainage groove, the second water drainage groove, the water drainage channel and the through hole, so that the aim of eliminating liquefaction is fulfilled. After the drainage pile is driven into a preset depth, a drainage pipe is inserted into the top end of the drainage channel, pore water in the liquefiable layer is drained through a vacuum pump, the drainage pile forms negative pressure through the vacuum pump, underground water is drained and vacuumized, the content and effective stress of the underground water can be reduced in advance, and the liquefiable soil is tamped when the content of the underground water is reduced to the standard of tamping. When earthquake occurs, if hyperstatic pore water is generated, the drainage pile is in a weak negative pressure state, and the pore water is dissipated from the permeable pile shell, the first drainage groove, the second drainage groove and the drainage channel, so that the purpose of eliminating liquefaction is achieved.
The double-layer reinforcing meshes are fixed through oblique reinforcing steel bars, two ends of each vertical reinforcing steel bar extend into the pile top and the pile tip, and the pile top is provided with horizontal reinforcing steel bars and is welded and fixed with the vertical reinforcing steel bars, so that the integrity of the pile tip, the pile top and the pile core can be improved, and the compression bearing capacity and the pulling bearing capacity of the pile tip, the pile top and the pile core are improved.
The high-frequency drainage pile for sandy soil liquefaction provided by the invention is described in detail above. The description of the specific embodiments is only intended to facilitate an understanding of the method of the invention and its core ideas. It should be noted that, for those skilled in the art, it is possible to make various improvements and modifications to the present invention without departing from the principle of the present invention, and those improvements and modifications also fall within the scope of the claims of the present invention.
Claims (4)
1. The utility model provides a high frequency drainage stake for sand liquefaction which characterized in that: the waterproof pile comprises a waterproof pile core and a waterproof pile shell concentric with the pile core in sequence from inside to outside, wherein the top end of the pile core is fixedly connected with a waterproof pile top with a trapezoidal section, the bottom end of the pile core is fixedly connected with a conical waterproof pile tip, the pile top and the pile core are prepared from a steel bar net rack and concrete, the diameters of the pile top and the pile tip are larger than those of the pile core, the pile shell is positioned between the pile top and the pile tip, the outer surface of the pile shell is wavy, the pile core is provided with a first water drainage groove, a second water drainage groove and a water drainage channel, the first water drainage groove is formed in the side surface of the pile core along the length direction of the pile core, the second water drainage groove is formed in the top surface of the pile core along the length direction of the pile core, and the water drainage channel is used for communicating the first water drainage groove and the second; the pile top is provided with a through hole along the height direction, the through hole is in sealing connection with the second drainage groove, a layer of permeable geotextile is laid on the outer surface of the pile core, and the permeable geotextile is located on the top surface of the first drainage groove.
2. The high-frequency drainage pile for sandy soil liquefaction according to claim 1, wherein: the reinforcing steel bar net rack comprises two layers of reinforcing steel bar nets positioned in the pile core, and the reinforcing steel bar nets are fixedly connected through oblique reinforcing steel bars.
3. The high-frequency drainage pile for sandy soil liquefaction according to claim 2, wherein: the reinforcing mesh comprises transverse reinforcing steel bars and vertical reinforcing steel bars, and two ends of each vertical reinforcing steel bar extend into the pile top and the pile tip respectively.
4. The high-frequency drainage pile for sandy soil liquefaction according to claim 3, wherein: the reinforcing bar net rack is characterized by also comprising a horizontal reinforcing bar net positioned in the pile top, and the horizontal reinforcing bar net is fixedly connected with vertical reinforcing bars in the pile top in an extending mode.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811452352.5A CN109339027B (en) | 2018-11-30 | 2018-11-30 | A high frequency drainage stake for sandy soil liquefaction |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811452352.5A CN109339027B (en) | 2018-11-30 | 2018-11-30 | A high frequency drainage stake for sandy soil liquefaction |
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| Publication Number | Publication Date |
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| CN109339027A CN109339027A (en) | 2019-02-15 |
| CN109339027B true CN109339027B (en) | 2020-11-10 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201811452352.5A Active CN109339027B (en) | 2018-11-30 | 2018-11-30 | A high frequency drainage stake for sandy soil liquefaction |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110397060A (en) * | 2019-07-12 | 2019-11-01 | 河北工业大学 | A kind of biomimetic features antiscour pile foundation |
| CN111501714B (en) * | 2020-04-13 | 2021-09-17 | 陕西师范大学 | Underground water dredging and controlling pipe for ancient site and using method thereof |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN203334274U (en) * | 2013-06-14 | 2013-12-11 | 盐城工学院 | Novel self-draining pile |
| CN103437371A (en) * | 2013-08-29 | 2013-12-11 | 湖南城市学院 | Construction method of water drainage uplift pile |
| CN205088671U (en) * | 2015-11-12 | 2016-03-16 | 中国电建集团成都勘测设计研究院有限公司 | Precast concrete drainage stake |
| CN105525608A (en) * | 2016-01-29 | 2016-04-27 | 中国石油大学(华东) | Liquefaction-resisting prefabricated concrete square drainage pile |
| CN206655217U (en) * | 2017-01-20 | 2017-11-21 | 重庆工程职业技术学院 | Precast concrete drainage pile |
-
2018
- 2018-11-30 CN CN201811452352.5A patent/CN109339027B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN203334274U (en) * | 2013-06-14 | 2013-12-11 | 盐城工学院 | Novel self-draining pile |
| CN103437371A (en) * | 2013-08-29 | 2013-12-11 | 湖南城市学院 | Construction method of water drainage uplift pile |
| CN205088671U (en) * | 2015-11-12 | 2016-03-16 | 中国电建集团成都勘测设计研究院有限公司 | Precast concrete drainage stake |
| CN105525608A (en) * | 2016-01-29 | 2016-04-27 | 中国石油大学(华东) | Liquefaction-resisting prefabricated concrete square drainage pile |
| CN206655217U (en) * | 2017-01-20 | 2017-11-21 | 重庆工程职业技术学院 | Precast concrete drainage pile |
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| CN109339027A (en) | 2019-02-15 |
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