CN113481966A - Soft soil foundation drainage consolidation structure and method - Google Patents
Soft soil foundation drainage consolidation structure and method Download PDFInfo
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- CN113481966A CN113481966A CN202110641900.4A CN202110641900A CN113481966A CN 113481966 A CN113481966 A CN 113481966A CN 202110641900 A CN202110641900 A CN 202110641900A CN 113481966 A CN113481966 A CN 113481966A
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- pile
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- soil foundation
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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
- 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
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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
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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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
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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
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
Abstract
The invention discloses a soft soil foundation drainage consolidation structure and a method, wherein a plurality of pile bodies are distributed in a composite layer at intervals and vertically extend into a bearing layer, a plurality of vertical drainage bodies are distributed in a drainage consolidation layer at intervals and vertically extend into the composite layer so as to be inserted into the pile bodies or between two adjacent pile bodies, a sand cushion layer is arranged at the top of the drainage consolidation layer, and a pile load is positioned at the top of the sand cushion layer. The foundation settlement generated by the soft soil foundation drainage consolidation structure and the method of the technical scheme mainly occurs in the drainage consolidation layer of the soft soil foundation, the consolidation is more sufficient relative to the deep soft soil foundation, the problem of large post-construction settlement caused by the conventional drainage consolidation process and the long-plate short pile process for treating the deep soft soil can be effectively solved, the operation is simple, the popularization and the application are facilitated, and the cost is reduced.
Description
Technical Field
The invention is used in the field of soft soil foundation treatment, and particularly relates to a soft soil foundation drainage consolidation structure and a method.
Background
Common soft soil foundation treatment methods include a drainage consolidation method and a cement soil mixing pile composite foundation process. In order to accelerate the drainage consolidation process, a vertical (vertical) drainage body and a horizontal drainage body are required to be arranged in the foundation. The principle is that the drainage distance is shortened by arranging the vertical drainage bodies such as the plastic drainage plates and the bagged sand wells, under the load effects of roadbed stacking, vacuum preloading and the like, pore water in the soft soil foundation is drained out of the earth surface from the vertical drainage bodies and then is drained towards two sides of the drainage bodies along the equal levels of the medium and coarse sand cushions, the soil body is solidified and settled, and the strength and the bearing capacity are improved. But the construction period is long, and the settlement after construction is not easy to be controlled within the specification and allowed range.
The cement soil mixing pile composite foundation is based on the principle that cement and other materials are used as curing agents, and soft soil and the curing agents (slurry or powder) are forcibly mixed on site through a special mixing machine, so that the soft soil is hardened into a cement soil mixing pile body with integrity, water stability and certain strength, and the strength and the deformation modulus of foundation soil are increased. According to the different mixing states of the curing agent, slurry stirring and powder spraying stirring can be carried out. The slurry stirring process is widely applied in engineering. The treatment depth of the common single-shaft cement mixing pile is generally not more than 18 m; the single-shaft bidirectional cement mixing pile generally has a treatment depth of about 20m on the premise of stable and reliable pile forming quality.
In recent years, a process combining cement mixing piles and a drainage consolidation method has appeared, and the process has the advantages of drainage consolidation and composite foundation. However, according to the principle of the process for treating the soft soil foundation by combining the existing cement mixing pile and drainage consolidation method and the engineering practice effect, the following defects can be found: the deep soft foundation (the foundation with the soft soil treatment thickness of more than 20 meters) still has large post-construction settlement and can not be effectively controlled within the standard allowable range. Although the total settlement of the foundation is reduced by arranging the cement mixing piles on the upper part of the foundation, the drainage distance of the soft soil layer below the pile ends is unchanged; in case that the thickness of the soft soil exceeds 20 meters, the drainage distance of pore water is long, so that the water is not easy to be discharged out of the ground surface, the pore pressure is difficult to dissipate, and the consolidation effect of the soft soil at the deep part of the foundation is poor. Even if the preloading time is increased, the problem of large settlement after construction cannot be effectively solved.
Disclosure of Invention
The invention aims to solve at least one of the technical problems in the prior art, and provides a soft soil foundation drainage consolidation structure and a method, which can reduce the total settlement of the foundation, effectively solve the problem of large settlement after construction of a deep and thick soft foundation, are simple to operate, are beneficial to popularization and application and reduce the cost.
The technical scheme adopted by the invention for solving the technical problems is as follows:
in a first aspect, a soft soil foundation drainage consolidation structure, soft soil foundation includes drainage consolidation layer and composite bed, drainage consolidation layer is located the top of composite bed, soft soil foundation's bottom is equipped with the holding power layer, its characterized in that, soft soil foundation drainage consolidation structure includes: the pile body interval distribution is in the composite bed, and vertically stretches into in the holding power layer, and is a plurality of vertical drainage body interval distribution in the drainage consolidation layer, and vertically stretches into the composite bed along the vertical, in order to insert in the pile body or adjacent two between the pile body, the sand bed course install in the top of drainage consolidation layer, the pile carries the top that is located the sand bed course.
With reference to the first aspect, in certain implementations of the first aspect, the thickness of the soft soil foundation is H, the length of the vertical drainage body is L1, the length of the pile body is L2, the diameter of the pile body is D, the depth of the vertical drainage body extending into the composite layer is L3,
(1) when the H is more than 18m and less than or equal to 20m, L1 is 16m, and L2 is H-L1+ L3+ 2D;
(2) when the H is more than 20m and less than or equal to 25m, L1 is 18m, and L2 is H-L1+ L3+ 2D;
(3) when 25m < H, L1 ═ 20m, L2 ═ H-L1+ L3+ 2D.
With reference to the first aspect and the foregoing implementation manners, in some implementation manners of the first aspect, when H is greater than 18m and less than or equal to 20m, the pile body is a uniaxial bidirectional cement mixing pile; when H is more than 20m and less than or equal to 25m, the pile body adopts a single-shaft bidirectional cement mixing pile or a plain concrete pile; and when the distance is more than 25m and less than H, the pile body adopts a plain concrete pile.
With reference to the first aspect and the foregoing implementations, in certain implementations of the first aspect, the vertical drainage bodies extend into the composite layer by a depth L3Is 1 m.
With reference to the first aspect and the foregoing implementation manners, in certain implementation manners of the first aspect, a bidirectional tension geogrid is arranged on the top of the sand cushion layer, and the stowage is mounted on the top of the sand cushion layer through the bidirectional tension geogrid.
With reference to the first aspect and the foregoing implementation manners, in some implementation manners of the first aspect, a diameter D of each of the piles is 50-60 cm, and a distance D between two adjacent piles is 3-5 times the diameter D of each of the piles.
With reference to the first aspect and the foregoing implementation manners, in some implementation manners of the first aspect, the distance between two adjacent pile bodies is equal, and the pile bodies are arranged in a square or regular triangle.
With reference to the first aspect and the implementations described above, in certain implementations of the first aspect, the vertical drainage body includes a plastic drainage plate.
In a second aspect, a soft soil foundation drainage consolidation method using the soft soil foundation drainage consolidation system of any one of the first aspects includes the following steps:
leveling the surface of the soft soil foundation;
arranging a pile body at a composite layer of the soft soil foundation, and enabling the bottom of the pile body to extend into the bearing layer;
paving a sand cushion layer on the surface of the soft soil foundation;
arranging a vertical drainage body at a drainage consolidation layer of the soft soil foundation, and enabling the bottom of the vertical drainage body to extend into the composite layer so as to be inserted into the pile body or between two adjacent pile bodies;
placing a surcharge on the top of the sand cushion layer for prepressing;
and unloading the stack load.
With reference to the second aspect, in certain implementations of the second aspect, the method further includes laying a bi-directional tensile geogrid on top of the sand bedding layer, and placing the ballast on top of the bi-directional tensile geogrid, wherein the ballast includes a soil pile and/or a sand pile.
One of the above technical solutions has at least one of the following advantages or beneficial effects: the foundation settlement generated by the soft soil foundation drainage consolidation structure and the method of the technical scheme mainly occurs in the drainage consolidation layer of the soft soil foundation, the consolidation is more sufficient relative to the deep soft soil foundation, the problem of large post-construction settlement caused by the conventional drainage consolidation process and the long-plate short pile process for treating the deep soft soil can be effectively solved, the operation is simple, the popularization and the application are facilitated, and the cost is reduced.
Drawings
The invention will be further described with reference to the accompanying drawings in which:
fig. 1 is a schematic structural view of a drainage consolidation structure of a soft soil foundation according to an embodiment of the present invention;
FIG. 2 is a schematic plan view of the embodiment of FIG. 1 with the piles arranged in a square configuration;
fig. 3 is a schematic plan view of the triangular arrangement of the pilings of the embodiment shown in fig. 1.
Detailed Description
Reference will now be made in detail to the present preferred embodiments of the present invention, examples of which are illustrated in the accompanying drawings, wherein like reference numerals refer to like elements throughout.
In the present invention, if directions (up, down, left, right, front, and rear) are described, it is only for convenience of describing the technical solution of the present invention, and it is not intended or implied that the technical features referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus, it is not to be construed as limiting the present invention.
In the invention, the meaning of "a plurality" is one or more, the meaning of "a plurality" is more than two, and the terms of "more than", "less than", "more than" and the like are understood to exclude the number; the terms "above", "below", "within" and the like are understood to include the instant numbers. In the description of the present invention, if there is description of "first" and "second" only for the purpose of distinguishing technical features, it is not to be understood as indicating or implying relative importance or implicitly indicating the number of indicated technical features or implicitly indicating the precedence of the indicated technical features.
In the present invention, unless otherwise specifically limited, the terms "disposed," "mounted," "connected," and the like are to be understood in a broad sense, and for example, may be directly connected or indirectly connected through an intermediate; can be fixedly connected, can also be detachably connected and can also be integrally formed; may be mechanically coupled, may be electrically coupled or may be capable of communicating with each other; either as communication within the two elements or as an interactive relationship of the two elements. The specific meaning of the above-mentioned words in the present invention can be reasonably determined by those skilled in the art in combination with the detailed contents of the technical solutions.
Referring to fig. 1 to 3, an embodiment of the present invention provides a soft soil foundation drainage consolidation structure, where a soft soil foundation 1 includes a drainage consolidation layer and a composite layer, the drainage consolidation layer is located on the top of the composite layer, and a supporting layer 2 is disposed at the bottom of the soft soil foundation 1. Soft soil foundation 1 drainage consolidation structure includes: sand cushion layer 3, pile and carry 4, a plurality of vertical drainage body 5 and pile 6, 6 interval distributions of a plurality of piles are in the composite bed to in vertical holding power layer 2 of stretching into is followed. The vertical drainage bodies 5 are distributed in the drainage consolidation layer at intervals and vertically extend into the composite layer to be inserted into the pile bodies 6 or between two adjacent pile bodies 6. The sand cushion layer 3 is arranged at the top of the drainage consolidation layer, and is favorable for discharging water through the arrangement of the sand cushion layer 3. The heaped load 4 is positioned at the top of the sand cushion layer 3, the drainage consolidation can be realized by adopting a preloading mode of the heaped load 4, and the foundation can be unloaded after meeting the strength requirement.
According to the technical scheme, the consolidation of the soft soil foundation 1 occurs from top to bottom under the condition of unidirectional drainage. Along with the consolidation, the strength and the compression modulus of the soft soil are improved, the load diffusion effect is increased, the additional stress of the pile end plane is reduced, and the penetration amount of the soft soil is reduced. Through setting up pile body 6 in composite bed department, also be the bottom of soft soil foundation 1, there is not the neutral point problem of conventional pile foundation, and the additional stress that soft soil foundation 1 load produced 6 tops of pile body is less than the additional stress of traditional suspension pile or the short pile end plane department of long slab, and the soft soil volume of penetrating that can significantly reduce the pile end produced is favorable to reducing the overall settlement of road bed.
In addition, through stretching into between the pile body 6 in the composite bed with vertical drainage body 5, do not adopt horizontal drainage channel's mode between the pile body 6, when soft soil foundation 1 takes place to subside, when the soft soil was penetrated to the top of pile body 6, can offset partial pile top additional stress through the frictional resistance of pile body 6 side. And then the distance between the pile bodies 6 is adjusted to form a soil arch effect, so that the additional stress applied to the inter-pile soil by the pile load 4 is greatly reduced, the vertical drainage distance of the inter-pile soil of the composite layer is long under the condition that only vertical drainage can be realized, and solidification settlement hardly occurs, so that the penetration amount of soft soil and the compression deformation amount of the pile bodies 6 can be regarded as the compression settlement amount of the whole composite layer.
And then through stretching the pile body 6 into the holding layer 2, the holding layer 2 has higher bearing capacity, the pile body 6 can not produce the amount of penetration to the holding layer 2, can reduce the total settlement of the foundation into the sum of the consolidation settlement of the drainage consolidation layer and the amount of penetration of soft soil, the pile body 6 self compression deformation, and compared with the traditional soft foundation treatment method, the total settlement of the foundation can be effectively reduced. The foundation settlement of the soft soil foundation 1 drainage consolidation structure of the technical scheme mainly occurs in the drainage consolidation layer of the soft soil foundation 1, the consolidation is more sufficient relative to the deep soft soil foundation 1, and the problem of large post-construction settlement caused by the conventional drainage consolidation process and the long-plate short pile process for treating the deep soft soil can be effectively solved.
Further, referring to fig. 1, the thickness of the soft soil foundation 1 is H, the length of the vertical drainage body 5 is L1, the length of the pile body 6 is L2, the diameter of the pile body 6 is D, the depth of the vertical drainage body 5 extending into the composite layer is L3,
(1) when the H is more than 18m and less than or equal to 20m, L1 is 16m, and L2 is H-L1+ L3+ 2D;
(2) when the H is more than 20m and less than or equal to 25m, L1 is 18m, and L2 is H-L1+ L3+ 2D;
(3) when 25m < H, L1 ═ 20m, L2 ═ H-L1+ L3+ 2D.
Furthermore, the pile body 6 comprises a uniaxial bidirectional cement mixing pile and a plain concrete pile, the compression modulus of the pile body is large, the pile body has incompressibility, and the sedimentation and compression of the pile body 6 are avoided. When H is more than 18m and less than or equal to 20m, the pile body 6 adopts a single-shaft bidirectional cement mixing pile; when H is more than 20m and less than or equal to 25m, the pile body 6 adopts a single-shaft bidirectional cement mixing pile or a plain concrete pile; when the height is more than 25m and less than H, the pile body 6 adopts a plain concrete pile, the rigidity requirement is met, and the cost is reduced.
Referring to FIG. 1, in some embodiments, the vertical drainage bodies 5 extend into the composite layer to a depth L3The thickness is 1m, so that the transverse drainage of the inter-pile soil of the composite layer can be avoided, the composite layer is prevented from solidifying and settling as much as possible, and the settling amount of the foundation is reduced. It will be appreciated that the vertical drainage bodies 5 extend into the composite layer to a depth L3The number of the parts can be increased or decreased reasonably according to actual conditions, and is not limited herein.
Furthermore, the diameter D of the pile bodies 6 is 50-60 cm, the distance D between two adjacent pile bodies 6 is 3-5 times of the diameter D of the pile bodies 6, and a soil arch effect is formed by properly adjusting the distance between the two pile bodies 6, so that the additional stress applied to the soil between the pile bodies by the stacking load 4 is greatly reduced, the penetration amount of the pile bodies 6 to soft soil is reduced, and the total settlement amount of the roadbed is effectively reduced.
Referring to fig. 2 and 3, in some embodiments, the distance between two adjacent piles 6 is equal, and the piles 6 are arranged in a square or regular triangle.
In some embodiments, the vertical drainage body 5 comprises a plastic drainage plate, which may be a-type or B-type, and facilitates vertical drainage in the soft soil foundation 1.
Referring to fig. 1, in some embodiments, the top of the sand cushion layer 3 is provided with the biaxially oriented geogrid 7, the stacking load 4 is installed on the top of the sand cushion layer 3 through the biaxially oriented geogrid 7, and the biaxially oriented geogrid 7 has high tensile strength in the vertical direction and the horizontal direction, so that the biaxially oriented geogrid is suitable for foundation reinforcement and uniform distribution load, and smooth proceeding of preloading work of the stacking load 4 is facilitated.
In some embodiments, the tops of the piles 6 are maintained at the same elevation, which facilitates efficient and standardized construction.
In some embodiments, the plain concrete pile is made of fine stone concrete material, and is formed by long auger drilling and pumping pressure or vibration pipe sinking process, and has strong rigidity, compression modulus greater than 20000Mpa, and incompressibility of pile body.
The invention also provides a soft soil foundation 1 drainage consolidation method, which comprises the following steps:
the surface of the soft soil foundation 1 is leveled, and construction equipment can be conveniently placed by paving hardened fields such as roadbed soil, plain filling soil and the like with certain thickness.
And arranging a pile body 6 at the composite layer of the soft soil foundation 1, and enabling the bottom of the pile body 6 to extend into the bearing layer 2. Specifically, the type of pile 6 and the length L of pile 6 are determined according to the thickness of soft soil foundation 1 to be treated2The diameter D of the pile body 6, the pile spacing D and the like, and the pile body 6 can be installed after the pile is drilled into a preset depth through a pile machine.
Paving a sand cushion layer 3 on the surface of the soft soil foundation 1;
a vertical drainage body 5 is arranged at the drainage consolidation layer of the soft soil foundation 1, and the bottom of the vertical drainage body 5 extends into the composite layer to be inserted into the pile body 6Or between two adjacent pilings 6. Specifically, the type and length L of the vertical drainage body 5 are determined according to the thickness of the soft soil foundation 1 to be treated1And the distance and the like, and the installation can be carried out. It can be understood that the distance between the drainage members can be controlled between 1-1.2 m, and specifically, when the pile body 6 is arranged in a square shape, referring to fig. 2, the distance between two adjacent drainage members arranged along the horizontal direction can be d/2; when the piles 6 are arranged in a regular triangle, referring to fig. 3, the distance between two adjacent drainage members arranged in the horizontal direction may correspond to d/2 and
placing a stacking load 4 on the top of the sand cushion layer 3 for prepressing;
the stack 4 is unloaded.
The soft soil foundation 1 drainage consolidation method of the technical scheme can reduce the total settlement of the foundation, effectively solves the problem of large settlement after construction of deep and thick soft foundations, is simple to operate, is beneficial to popularization and application, and reduces the cost.
Furthermore, the soft soil foundation 1 drainage consolidation method further comprises the steps of paving the bidirectional stretching geogrid 7 on the top of the sand cushion layer 3, and placing the stacking load 4 on the top of the bidirectional stretching geogrid 7, wherein the stacking load 4 comprises a soil pile and/or a sand pile.
In some embodiments, the thickness of the sand cushion layer 3 is 50-60 cm, and the sand cushion layer 3 is paved in two layers and has good drainage. It will be appreciated that the sand bedding 3 is a medium grit bedding 3.
In the description herein, references to the description of the term "example," "an embodiment," or "some embodiments," etc., mean that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the invention. In this specification, the schematic representations of the terms used above do not necessarily refer to the same embodiment or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples.
The invention is not limited to the above embodiments, and those skilled in the art can make equivalent modifications or substitutions without departing from the spirit of the invention, and such equivalent modifications or substitutions are included in the scope defined by the claims of the present application.
Claims (10)
1. The utility model provides a soft soil foundation drainage consolidation structure, soft soil foundation includes drainage consolidation layer and composite bed, drainage consolidation layer is located the top of composite bed, soft soil foundation's bottom is equipped with the layer of exerting oneself, its characterized in that, soft soil foundation drainage consolidation structure includes: the pile body interval distribution is in the composite bed, and vertically stretches into in the holding power layer, and is a plurality of vertical drainage body interval distribution in the drainage consolidation layer, and vertically stretches into the composite bed along the vertical, in order to insert in the pile body or adjacent two between the pile body, the sand bed course install in the top of drainage consolidation layer, the pile carries the top that is located the sand bed course.
2. A soft soil foundation drainage consolidation structure of claim 1, wherein the thickness of the soft soil foundation is H and the length of the vertical drainage body is L1The length of the pile body is L2The diameter of the pile body is D, and the depth of the vertical drainage body extending into the composite layer is L3，
(1) When H is more than 18m and less than or equal to 20m, L1＝16m,L2＝H-L1+L3+2D；
(2) When H is more than 20m and less than or equal to 25m, L1＝18m,L2＝H-L1+L3+2D；
(3) When 25m < H, L1＝20m,L2＝H-L1+L3+2D。
3. A soft soil foundation drainage consolidation structure of claim 2, wherein when H is more than 18m and less than or equal to 20m, the pile body is a single-shaft bidirectional cement mixing pile; when H is more than 20m and less than or equal to 25m, the pile body adopts a single-shaft bidirectional cement mixing pile or a plain concrete pile; and when the distance is more than 25m and less than H, the pile body adopts a plain concrete pile.
4. A soft soil foundation drainage consolidation structure as claimed in claim 2, wherein the vertical drainage bodies extend into the composite layer to a depth L3Is 1 m.
5. A soft soil foundation drainage consolidation structure of claim 1, wherein a bi-directional tensile geogrid is provided on top of the sand cushion layer, and the ballast is mounted on top of the sand cushion layer through the bi-directional tensile geogrid.
6. A soft soil foundation drainage consolidation structure according to claim 1, characterized in that: the diameter D of the pile bodies is 50-60 cm, and the distance D between every two adjacent pile bodies is 3-5 times of the diameter D of the pile bodies.
7. A soft soil foundation drainage consolidation structure of claim 6, characterized in that: the distance between two adjacent pile bodies is equal, and the pile bodies are arranged in a square or regular triangle shape.
8. A soft soil foundation drainage consolidation structure as claimed in claim 1, wherein the vertical drainage bodies comprise plastic drainage plates.
9. A soft soil foundation drainage consolidation method, which adopts the soft soil foundation drainage consolidation system of any claim 1 to 8, is characterized by comprising the following steps:
leveling the surface of the soft soil foundation;
arranging a pile body at a composite layer of the soft soil foundation, and enabling the bottom of the pile body to extend into the bearing layer;
paving a sand cushion layer on the surface of the soft soil foundation;
arranging a vertical drainage body at a drainage consolidation layer of the soft soil foundation, and enabling the bottom of the vertical drainage body to extend into the composite layer so as to be inserted into the pile body or between two adjacent pile bodies;
placing a surcharge on the top of the sand cushion layer for prepressing;
and unloading the stack load.
10. The soft soil foundation drainage consolidation method of claim 9, further comprising laying a bi-directional tensile geogrid on top of the sand cushion layer and placing the ballast on top of the bi-directional tensile geogrid, wherein the ballast comprises a soil pile and/or a sand pile.
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| CN202110641900.4A CN113481966B (en) | 2021-06-09 | 2021-06-09 | Soft soil foundation drainage consolidation structure and method |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN114809065A (en) * | 2022-04-13 | 2022-07-29 | 中国能源建设集团江苏省电力设计院有限公司 | Power transmission tower foundation structure and construction method |
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| 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 |
| CN105350513A (en) * | 2015-12-04 | 2016-02-24 | 中铁第四勘察设计院集团有限公司 | Novel construction method for end-bearing type composite consolidated foundation |
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| JP2003261930A (en) * | 2002-03-12 | 2003-09-19 | Penta Ocean Constr Co Ltd | Consolidation improvement method for water bottom soft ground |
| CN201896283U (en) * | 2010-12-15 | 2011-07-13 | 中国土木工程集团有限公司 | Joint bar top-connection type composite foundation structure |
| 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 |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN114809065A (en) * | 2022-04-13 | 2022-07-29 | 中国能源建设集团江苏省电力设计院有限公司 | Power transmission tower foundation structure and construction method |
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