CN111877309A - Construction method of sand pile and water drainage plate composite foundation high-fill embankment in marsh area - Google Patents
Construction method of sand pile and water drainage plate composite foundation high-fill embankment in marsh area Download PDFInfo
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- CN111877309A CN111877309A CN202010549707.3A CN202010549707A CN111877309A CN 111877309 A CN111877309 A CN 111877309A CN 202010549707 A CN202010549707 A CN 202010549707A CN 111877309 A CN111877309 A CN 111877309A
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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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Abstract
The invention discloses a construction method of a sand pile and water drainage plate composite foundation high fill embankment in a marsh area, which comprises the following steps: carrying out sand pile construction on the soft soil foundation; inserting a plurality of plastic drainage plates in the soft soil foundation; laying a lower layer, a middle layer and an upper layer of geogrids on the joint surface of the sand cushion layer and the soft soil foundation, the inside of the sand cushion layer and the top of the sand cushion layer respectively, arranging a plurality of mounting openings on the lower layer of geogrids, arranging a plurality of reinforcing frameworks in the sand cushion layer, correspondingly embedding each reinforcing framework into one mounting opening, correspondingly arranging each reinforcing framework above one sand pile, connecting the reinforcing frameworks and the middle layer of geogrids together through rigid connecting pieces, and embedding grouting pipes in the sand cushion layer; unloading the stacking and unloading pre-pressed filling soil, and paving a high-fill embankment on the sand cushion layer; and injecting cement slurry into the sand cushion layer through the grouting pipe, and maintaining until the sand cushion layer is solidified into a rigid cushion layer. The invention improves the stability of the high fill embankment and reduces the deformation and the diseases of the high fill embankment.
Description
Technical Field
The invention relates to the technical field of road construction, in particular to a construction method of a high-fill embankment of a sand pile and water drainage plate composite foundation in a marsh area.
Background
The marsh area is a bad foundation which is not suitable for building an embankment, however, in order to solve the problems of insufficient bearing capacity, uneven settlement, instability and the like of the bad foundation, the bad foundation is usually transformed by adopting a sand pile and drainage plate composite foundation. However, the problems of embankment instability or local instability, embankment side slope lateral displacement, embankment settlement and the like still exist in the high fill embankment based on the existing composite foundation, and therefore, a method for constructing the high fill embankment of the swamp area by using the sand pile drainage plate composite foundation is urgently needed, which can further improve the stability of the high fill embankment and reduce the deformation of the high fill embankment.
Disclosure of Invention
An object of the present invention is to solve at least the above problems and/or disadvantages and to provide at least the advantages described hereinafter.
The invention aims to provide a construction method of a high fill embankment of a sand pile and drain board composite foundation in a marsh area, which can improve the stability of the high fill embankment in the marsh area and reduce the deformation and the diseases of the high fill embankment.
To achieve these objects and other advantages in accordance with the present invention, there is provided a method for constructing a high fill embankment of a sand pile and drain board composite foundation in a marsh area, comprising:
performing sand pile construction on a soft soil foundation, wherein the sand piles penetrate through the soft soil foundation, the lower ends of the sand piles are inserted into a supporting layer below the soft soil foundation, and the sand piles are regularly arranged at equal intervals;
inserting a plurality of plastic drainage plates into the soft soil foundation, wherein the upper ends of the plastic drainage plates extend to the upper side of the soft soil foundation, and a plurality of horizontal drainage pipes are laid above the soft soil foundation, and each horizontal drainage pipe is communicated with the upper ends of one row of the plastic drainage plates;
laying a sand cushion layer above the soft soil foundation, respectively laying a lower-layer geogrid, an intermediate-layer geogrid and an upper-layer geogrid on the joint surface of the sand cushion layer and the soft soil foundation, the inside of the sand cushion layer and the top of the sand cushion layer from bottom to top, wherein the lower-layer geogrid is provided with a plurality of mounting openings, a plurality of reinforcing frameworks are arranged inside the sand cushion layer, each reinforcing framework is correspondingly embedded into one mounting opening and placed on the surface of the soft soil foundation through the mounting openings, each reinforcing framework is correspondingly arranged above one sand pile, the upper surfaces of the reinforcing frameworks are attached to the intermediate-layer geogrid, the reinforcing frameworks are connected with the intermediate-layer geogrid through rigid connecting pieces, and grouting pipes are pre-buried in the sand cushion layer; two drainage ditches are respectively excavated at two sides of the sand cushion layer, the horizontal drainage pipe is embedded in the sand cushion layer, and two end parts of the horizontal drainage pipe respectively extend to two sides of the sand cushion layer; laying a first waterproof geotextile on the top of the sand cushion layer, and filling soil above the first waterproof geotextile for loading and unloading prepressing;
step four, unloading the pile-up and pre-pressed filling soil, and paving a high-fill embankment on the sand cushion layer;
injecting cement slurry into the sand cushion layer through the grouting pipe, and maintaining until the sand cushion layer is cured into a rigid cushion layer;
and step six, building a road surface waterproof layer and a slope protection waterproof layer on the surface of the high fill embankment, and paving a second waterproof geotextile capable of covering the inner surface of the drainage ditch in the drainage ditch.
Preferably, in the construction method of the high fill embankment in the marsh area, in the fourth step, in the process of laying the high fill embankment, multiple layers of biaxially oriented plastic geogrids are stacked inside the high fill embankment, one end of each biaxially oriented plastic geogrid extends to the position of a side slope of the high fill embankment, the other end of each biaxially oriented plastic geogrid crosses the position of a shoulder of the high fill embankment, the other ends of the multi-layers of biaxially oriented plastic geogrids from top to bottom are distributed on an inclined plane, and the inclination angle of the inclined plane relative to the horizontal plane is smaller than that of the high fill embankment.
Preferably, in the construction method of the sand pile and water drainage plate composite foundation high fill embankment in the marsh area, the other ends of the two adjacent layers of the biaxial stretching plastic geogrids are connected together through the uniaxial stretching plastic geogrids, and the uniaxial stretching plastic geogrids are obliquely arranged along the inclined plane.
Preferably, in the construction method of the sand pile and water drainage plate composite foundation high fill embankment in the marsh area, the reinforcing framework is a square steel reinforcement cage.
Preferably, in the construction method of the sand pile and water drainage plate composite foundation high fill embankment in the marsh area, the reinforcing framework and the sand pile are coaxially arranged.
Preferably, in the method for constructing a high fill embankment of a sand pile and drain board composite foundation in a marsh area, the lower geogrid, the middle geogrid and the upper geogrid are fully paved relative to the sand cushion layer.
Preferably, in the construction method of the sand pile drain board composite foundation high fill embankment in the marsh area, the lower geogrid, the middle geogrid and the upper geogrid are all steel-plastic geogrids.
The invention at least comprises the following beneficial effects:
the composite foundation suitable for the marsh area is manufactured based on the sand pile drainage plates, and the sand cushion layer is manufactured into the rigid cushion layer with good integrity and stability in the construction process of the high fill embankment based on the composite foundation, so that the stability of the composite foundation can be improved, the settlement of the composite foundation is reduced, the stability of the high fill embankment is improved, and the deformation and the diseases of the high fill embankment are reduced.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention.
Drawings
Fig. 1 is a schematic structural view of an embodiment of a high fill embankment of a sand pile and drain board composite foundation in a marsh area according to the invention;
fig. 2 is a schematic structural view of a non-grouting mortar layer in one embodiment of the sand pile drain board composite foundation high fill embankment in a marsh area.
Detailed Description
The present invention is further described in detail below with reference to the attached drawings so that those skilled in the art can implement the invention by referring to the description text.
As shown in fig. 1 and 2, the invention provides a construction method of a high fill embankment of a sand pile and drain board composite foundation in a marsh area, which comprises the following steps:
step one, performing sand pile construction on a soft soil foundation 1, wherein sand piles 2 penetrate through the soft soil foundation 1, the lower ends of the sand piles are inserted into a supporting layer below the soft soil foundation, and the sand piles are regularly arranged according to equal intervals.
Step two, a plurality of plastic drainage plates 3 are inserted into the soft soil foundation 1, the upper ends of the plastic drainage plates 3 extend to the upper side of the soft soil foundation, a plurality of horizontal drainage pipes 10 are laid above the soft soil foundation, and each horizontal drainage pipe 10 is communicated with one row of the upper ends of the plastic drainage plates 3.
Thirdly, laying a sand cushion layer 14 above the soft soil foundation 1, respectively laying a lower layer geogrid 7, a middle layer geogrid 8 and an upper layer geogrid 9 on the joint surface of the sand cushion layer 14 and the soft soil foundation, the inner part of the sand cushion layer and the top of the sand cushion layer from bottom to top, a plurality of mounting openings are arranged on the lower geogrid 7, a plurality of reinforcing frameworks 15 are arranged inside the sand cushion layer 14, each reinforcing framework is correspondingly embedded into one mounting opening and is placed on the surface of the soft soil foundation through the mounting opening, and each reinforcing framework is correspondingly arranged above one sand pile, the upper surface of each reinforcing framework is attached to the middle layer geogrid, connecting the reinforcing framework 15 and the middle-layer geogrid together through a rigid connecting piece, and embedding a grouting pipe in the sand cushion layer; two drainage ditches 5 are respectively dug at two sides of the sand cushion layer, the horizontal drainage pipe 10 is buried in the sand cushion layer, and two end parts of the horizontal drainage pipe respectively extend to two sides of the sand cushion layer; laying a first waterproof geotextile on the top of the sand cushion layer, and filling soil above the first waterproof geotextile for loading and unloading prepressing;
and step four, unloading the stacking and unloading pre-pressed filling soil, and paving the high fill embankment 11 on the sand cushion layer 14.
And fifthly, injecting cement paste into the sand cushion layer 14 through the grouting pipe, and maintaining until the sand cushion layer is cured to form the rigid cushion layer 4.
And step six, building a road surface waterproof layer and a slope protection waterproof layer on the surface of the high fill embankment, and paving a second waterproof geotextile capable of covering the inner surface of the drainage ditch in the drainage ditch.
The invention firstly carries out sand pile construction and plastic drainage plate construction on the soft soil foundation, thereby forming a sand pile drainage plate composite foundation. And then, a sand cushion layer is laid above the soft soil foundation, the upper end of a row of plastic drainage pipes in the soft soil foundation is communicated to a horizontal drainage pipe, the horizontal drainage pipe is buried in the mortar layer, and the two ends of the horizontal drainage pipe extend to the two sides of the sand cushion layer. In the process of piling, unloading and pre-pressing the soft soil foundation, water in the soft soil foundation is upwards discharged through the plastic drainage plates and is discharged through the horizontal drainage pipes until the water is discharged into the drainage ditches at two sides. The design is favorable for promoting the water in the soft soil foundation to be fully discharged, thereby improving the stability of the whole foundation, and particularly reducing the occurrence of uneven settlement. Three-layer geogrid has been laid respectively to the joint face of sand bed course and soft soil foundation, the inside of sand bed course and the top of sand bed course, has seted up a plurality of installation openings on lower floor geogrid, and reinforcing skeleton embedding is to in the installation opening to directly place in the surface on soft soil ground through the installation opening, every reinforcing skeleton corresponds in the top of a sand pile moreover, and reinforcing skeleton still passes through rigid connection spare with intermediate level geogrid and is connected. When the piling and unloading prepressing of the soft soil foundation are finished, the piling and unloading prepressing filling soil is unloaded, the laying of the high-fill embankment is finished, grouting operation is carried out into the sand cushion layer through the grouting pipe, the cement paste is solidified, so that the sand cushion layer forms a rigid cushion layer, the rigid cushion layer supports the whole high-fill embankment, the load on the soft soil foundation is reduced, the settlement generated by the soft soil foundation is effectively controlled, and the stability of the high-fill embankment can be improved. And after grouting is finished, cement paste is filled in the reinforcing framework, the reinforcing framework forms a structure similar to a pile cap after the cement paste is cured, and the reinforcing framework is positioned above the sand pile, so that the high-fill embankment can be further borne, the load of the soft soil foundation is reduced, the settlement generated by the soft soil foundation is effectively controlled, the deformation of the high-fill foundation is reduced, and the lateral displacement and the damage of the high-fill foundation are avoided. The reinforcing framework is fixed by the lower-layer geogrid and the upper-layer geogrid, so that pile caps formed by curing are fixed in position and form a whole with the whole rigid cushion layer, the high-fill embankment can be better borne, and the stability of the high-fill embankment is improved. Treat the construction of omnipotent fill to whole high fill embankment, build road surface waterproof layer and bank protection waterproof layer on the surface of high fill embankment to lay the waterproof geotechnological cloth of second that covers the escape canal internal surface in the escape canal, avoid rainwater infiltration weak soil foundation and high fill embankment inside, thereby avoid taking place the deformation and the disease of high fill embankment.
The composite foundation suitable for the marsh area is manufactured based on the sand pile drainage plates, and the sand cushion layer is manufactured into the rigid cushion layer with good integrity and stability in the construction process of the high fill embankment based on the composite foundation, so that the stability of the composite foundation can be improved, the settlement of the composite foundation is reduced, the stability of the high fill embankment is improved, and the deformation and the diseases of the high fill embankment are reduced.
Preferably, in the construction method of the high fill embankment in the marsh area, in the fourth step, in the process of laying the high fill embankment, multiple layers of biaxially oriented plastic geogrids 12 are stacked inside the high fill embankment 11, one end of each biaxially oriented plastic geogrid extends to the position of a side slope of the high fill embankment 11, the other end of each biaxially oriented plastic geogrid crosses the position of a shoulder of the high fill embankment, the other ends of the biaxially oriented plastic geogrids are distributed on an inclined plane from top to bottom, and the inclination angle of the inclined plane relative to the horizontal plane is smaller than that of the high fill embankment.
The design can further improve the stability of the high fill embankment, and particularly avoid the lateral displacement of the high fill embankment.
Preferably, in the construction method of the sand pile and drain board composite foundation high fill embankment in the marsh area, the other ends of two adjacent layers of the biaxial stretching plastic geogrids 12 are connected together through the uniaxial stretching plastic geogrids 13, and the uniaxial stretching plastic geogrids 13 are obliquely arranged along the inclined plane. Based on the design, the unidirectional stretching plastic geogrid can be connected into a whole by the bidirectional stretching plastic geogrid, so that the stability of the high-fill embankment is integrally enhanced, and the lateral displacement and the longitudinal cracks along the slope shoulder position are avoided.
Preferably, in the construction method of the sand pile and water drainage plate composite foundation high fill embankment in the marsh area, the reinforcing framework is a square steel reinforcement cage. After grouting and maintenance are completed, the reinforcing framework can form a square pile cap 6, and the load of the embankment on the sand pile is reduced.
Preferably, in the construction method of the sand pile and water drainage plate composite foundation high fill embankment in the marsh area, the reinforcing framework and the sand pile are coaxially arranged. Pile caps formed on the basis of the reinforced frameworks can better bear the embankment, and the stability of the embankment is improved.
Preferably, in the construction method of the sand pile and drain plate composite foundation high fill embankment in the marsh area, the lower geogrid 7, the middle geogrid 8 and the upper geogrid 9 are fully paved relative to the sand cushion layer.
The three layers of geogrids can improve the strength of the rigid cushion layer on the whole, and further bear the load of the high-fill embankment.
Preferably, in the construction method of the sand pile and drain board composite foundation high fill embankment in the marsh area, the lower geogrid 7, the middle geogrid 8 and the upper geogrid 9 are all steel-plastic geogrids.
While embodiments of the invention have been disclosed above, it is not intended to be limited to the uses set forth in the specification and examples. It can be applied to all kinds of fields suitable for the present invention. Additional modifications will readily occur to those skilled in the art. It is therefore intended that the invention not be limited to the exact details and illustrations described and illustrated herein, but fall within the scope of the appended claims and equivalents thereof.
Claims (7)
1. The construction method of the sand pile and water drainage plate composite foundation high fill embankment in the marsh area is characterized by comprising the following steps:
performing sand pile construction on a soft soil foundation, wherein the sand piles penetrate through the soft soil foundation, the lower ends of the sand piles are inserted into a supporting layer below the soft soil foundation, and the sand piles are regularly arranged at equal intervals;
inserting a plurality of plastic drainage plates into the soft soil foundation, wherein the upper ends of the plastic drainage plates extend to the upper side of the soft soil foundation, and a plurality of horizontal drainage pipes are laid above the soft soil foundation, and each horizontal drainage pipe is communicated with the upper ends of one row of the plastic drainage plates;
laying a sand cushion layer above the soft soil foundation, respectively laying a lower-layer geogrid, an intermediate-layer geogrid and an upper-layer geogrid on the joint surface of the sand cushion layer and the soft soil foundation, the inside of the sand cushion layer and the top of the sand cushion layer from bottom to top, wherein the lower-layer geogrid is provided with a plurality of mounting openings, a plurality of reinforcing frameworks are arranged inside the sand cushion layer, each reinforcing framework is correspondingly embedded into one mounting opening and placed on the surface of the soft soil foundation through the mounting openings, each reinforcing framework is correspondingly arranged above one sand pile, the upper surfaces of the reinforcing frameworks are attached to the intermediate-layer geogrid, the reinforcing frameworks are connected with the intermediate-layer geogrid through rigid connecting pieces, and grouting pipes are pre-buried in the sand cushion layer; two drainage ditches are respectively excavated at two sides of the sand cushion layer, the horizontal drainage pipe is embedded in the sand cushion layer, and two end parts of the horizontal drainage pipe respectively extend to two sides of the sand cushion layer; laying a first waterproof geotextile on the top of the sand cushion layer, and filling soil above the first waterproof geotextile for loading and unloading prepressing;
step four, unloading the pile-up and pre-pressed filling soil, and paving a high-fill embankment on the sand cushion layer;
injecting cement slurry into the sand cushion layer through the grouting pipe, and maintaining until the sand cushion layer is cured into a rigid cushion layer;
and step six, building a road surface waterproof layer and a slope protection waterproof layer on the surface of the high fill embankment, and paving a second waterproof geotextile capable of covering the inner surface of the drainage ditch in the drainage ditch.
2. The method according to claim 1, wherein in the fourth step, in the process of laying the high fill embankment, a plurality of layers of biaxially oriented plastic geogrids are stacked inside the high fill embankment, one end of each biaxially oriented plastic geogrid extends to a position of a slope of the high fill embankment, the other end of each biaxially oriented plastic geogrid crosses over a position of a shoulder of the high fill embankment, and the other end of each biaxially oriented plastic geogrid is distributed on an inclined plane from top to bottom, wherein an inclination angle of the inclined plane relative to a horizontal plane is smaller than that of the high fill embankment.
3. The method for constructing a high fill embankment of a sand pile and drain board composite foundation in a marsh area according to claim 2, wherein the other ends of two adjacent layers of the biaxial stretching plastic geogrids are connected together through the uniaxial stretching plastic geogrids, and the uniaxial stretching plastic geogrids are obliquely arranged along the inclined plane.
4. The method for constructing a high fill embankment of a sand pile and water drainage plate composite foundation in a marsh area according to claim 1, wherein the reinforcing framework is a square steel reinforcement cage.
5. The method for constructing a high fill embankment of a sand pile and water drainage plate composite foundation in a marsh area according to claim 4, wherein the reinforcing framework is coaxially arranged with the sand pile.
6. The method of constructing a high fill embankment of a sand pile and drain board composite foundation for a marsh area according to claim 5, wherein the lower geogrid, the middle geogrid and the upper geogrid are fully paved with respect to the sand cushion.
7. The method for constructing a high fill embankment of a sand pile and drain board composite foundation in a marsh area according to claim 6, wherein the lower geogrid, the middle geogrid and the upper geogrid are all steel-plastic geogrids.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202010549707.3A CN111877309B (en) | 2020-06-16 | 2020-06-16 | Construction method of sand pile and water drainage plate composite foundation high-fill embankment in marsh area |
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| CN202010549707.3A CN111877309B (en) | 2020-06-16 | 2020-06-16 | Construction method of sand pile and water drainage plate composite foundation high-fill embankment in marsh area |
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| CN109736291A (en) * | 2018-12-24 | 2019-05-10 | 华中科技大学 | One kind owing consolidation and blows on the base of alluvial plain that biological cement is reinforcing road bed and its construction method |
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2020
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101024951A (en) * | 2007-03-16 | 2007-08-29 | 陈俊生 | Foundation processing method |
| CN101424079A (en) * | 2008-12-12 | 2009-05-06 | 湖南大学 | Construction method of geotechnical grid reinforcement bed course and sandstone pile bidirectional reinforced composite foundation |
| 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 |
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