CN114892700B - Composite foundation structure of tidal barrier of coastal weak foundation and construction method thereof - Google Patents

Abstract

The application discloses a tidal barrier composite foundation structure of a seagoing weak foundation and a construction method thereof, the foundation structure comprises soil, a plurality of fixing piles, a mattress pad layer, a concrete layer and a water seepage layer, wherein the fixing piles are arranged in the soil and are used for reinforcing the soil, the mattress pad layer is arranged above the soil, the concrete layer is arranged above the mattress pad layer, the water seepage layer is arranged on one side of the concrete layer, a plurality of water seepage pipes are arranged in the water seepage layer, the water seepage pipes are arranged in a quincuncial manner, net-shaped fasteners are arranged in the mattress pad layer, the fixing piles comprise a first cylinder pile, a second cylinder pile 8 and a third cylinder pile, the first cylinder pile and the third cylinder pile are positioned on two sides of the second cylinder pile 8, and the first cylinder pile and the third cylinder pile are respectively intersected with the second cylinder pile 8. The bearing capacity is large, the drainage and the like are convenient, the soil foundation can be in a stable state for a long time, and the service life of the soil foundation is ensured.

Description

Composite foundation structure of tidal barrier of coastal weak foundation and construction method thereof

Technical Field

The application relates to the technical field of weak foundation construction, in particular to a tidal barrier composite foundation structure of a coastal weak foundation and a construction method thereof.

Background

Soft foundation treatment is a construction difficulty frequently encountered in engineering, and along with the continuous perfection of soft foundation treatment methods, soft foundation reinforcement processes are also becoming mature, such as stone throwing and silting, soil pile reinforcement, CFG piles, various rigid pile foundations and the like, and have the advantages of the soft foundation treatment, but also have certain limitations.

In the face of the characteristics of high loading, high water flow impact, high weak soil layer thickness, high seawater erosion and rapid fluctuation of tide level of the upper part of the coastal tidal barrier, the traditional single soft foundation treatment mode can not meet the design requirement, and a composite foundation reinforcement mode must be innovated.

Disclosure of Invention

The application mainly aims to provide a tidal barrier composite foundation structure of a coastal weak foundation and a construction method thereof, which have high bearing capacity, are convenient for drainage and the like, can be in a stable state for a long time, and ensure the service life of a soil foundation.

In order to achieve the above-mentioned purpose, provide a soft foundation of coastal sea keeps off tidal gate composite type foundation structure, including soil, still including set up a plurality of spud piles that are used for consolidating soil in soil, set up in the mattress bed layer of soil top, set up in the concrete layer of mattress bed layer top and set up in the infiltration layer of concrete layer one side, be provided with a plurality of bleeder in the infiltration layer, a plurality of be the quincuncial arrangement between the bleeder, be provided with the netted fastener in the mattress layer, the spud pile contains first spud pile, second spud pile and third spud pile, first spud pile and third spud pile are located the both sides of second spud pile, and first spud pile and third spud pile are crossed with the second spud pile respectively.

Preferably, a connecting block is arranged among the plurality of fixed piles, and the connecting block is of a V shape.

Preferably, the water seepage layer is respectively a middle fine sand layer, geotextile, a middle coarse sand layer, a gravel layer and a concrete cushion layer from bottom to top.

Preferably, the mattress layer is a cement layer, the netlike fastening piece is an iron net, the mattress layer is provided with a fixing groove protruding downwards, and the concrete layer is provided with a bulge matched with the fixing groove.

On the other hand, the construction method of the tidal barrier composite foundation of the coastal weak foundation is provided, and comprises the following steps: a. soil texture sampling: sampling and analyzing layer by layer in an excavating mode to determine the quality of soil;

b. And (3) construction of a fixed pile: the fixed piles are formed by carrying out cross splicing on the first cylindrical piles, the second cylindrical piles and the third cylindrical piles, the fixed piles after the cross splicing are punched into soil through pile drivers, and the area surrounded by the fixed piles is a bearing area;

c. Laying a mattress layer: a mattress layer is paved above the bearing area, the mattress layer is a cement layer, and the paving area of the mattress layer is larger than that of the bearing area;

d. Paving a concrete foundation: a concrete layer is paved above the mattress layer, the thickness is 1.5-3 meters, and the area of the concrete layer is larger than that of the bearing area and smaller than that of the mattress layer;

e. Construction of a water seepage layer: laying a water seepage layer above the mattress pad layer, embedding a plurality of drain pipes in the water seepage layer, wherein the interval between drain pipes of each row is 2-3 meters, and the drain pipes are distributed in a quincuncial shape.

Preferably, in the step a, soil is excavated in layers by an excavator, the layout relationship among the layers and the thickness condition of each layer are known, and the bearing capacity of the soil is calculated.

Preferably, in the step b, a plurality of fixing piles are arranged in an array, and the connecting blocks are fixed with the fixing piles in a welding mode.

Preferably, in step b, the fixing pile is punched by a pile driver, and the upper end surface of the fixing pile is kept 20-30 cm away from the ground during the punching process of the fixing pile.

Preferably, in the step c, when the mattress layer is laid, the mattress layer with the thickness of about 10 cm to 15 cm is laid first, then the iron net is placed, and finally the rest mattress layers are laid.

In the step e, the water seepage layer is respectively a middle fine sand layer, geotextile, a middle coarse sand layer, a crushed stone layer and a concrete cushion layer from bottom to top, wherein the thickness of the middle fine sand layer is 10-20 cm, the thickness of the middle coarse sand layer is 20-25 cm, the thickness of the crushed stone layer is 20-25 cm, the thickness of the concrete cushion layer is 10-15 cm, and the lower end of the water discharge pipe respectively penetrates through the middle concrete cushion layer, the crushed stone layer, the middle coarse sand layer, the geotextile and the middle fine sand layer.

In the embodiment of the application, the reinforcement of the weak foundation and the bearing fixed piles of the soil are realized through the fixed piles, the first cylindrical piles and the third cylindrical piles are respectively crossed and fixed with the second cylindrical piles, so that the bearing capacity of the fixed piles is improved, and meanwhile, the design also increases the contact area between the fixed piles and the soil, so that the stability of the fixed piles is further ensured; the stress between the concrete layer and the soil can be uniformly transmitted through the design of the mattress layer, so that the use state of the concrete layer is ensured; through the overall arrangement of mattress pad layer, concrete layer and water seepage layer, can be effectual concentrate the discharge to rivers, guarantee mattress pad layer, concrete layer and water seepage layer's service condition and efficiency.

Drawings

The accompanying drawings, which are included to provide a further understanding of the application, are incorporated in and constitute a part of this specification. The drawings and their description are illustrative of the application and are not to be construed as unduly limiting the application. In the drawings:

FIG. 1 is a schematic diagram for showing the overall structure of an embodiment;

FIG. 2 is a schematic diagram for showing the positional relationship of a first cylindrical pile, a second circular pile and a third cylindrical pile;

fig. 3 is a schematic diagram for showing the structure of the water-permeable layer.

Reference numerals: 1. soil; 2. fixing piles; 3. a mattress pad layer; 4. a concrete layer; 5. a water seepage layer; 6. a drain pipe; 7. a first cylindrical pile; 8. a second cylindrical pile; 9. a third cylindrical pile; 10. a connecting block; 11. a medium-fine sand layer; 12. geotextile; 13. a medium and coarse sand layer; 14. a crushed stone layer; 15. a concrete cushion layer; 16. a fixing groove; 17. a protrusion.

Detailed Description

In order that those skilled in the art will better understand the present application, a technical solution in the embodiments of the present application will be clearly and completely described below with reference to the accompanying drawings in which it is apparent that the described embodiments are only some embodiments of the present application, not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the present application without making any inventive effort, shall fall within the scope of the present application.

It should be noted that the terms "first," "second," and the like in the description and the claims of the present application and the above figures are used for distinguishing between similar objects and not necessarily for describing a particular sequential or chronological order. It is to be understood that the data so used may be interchanged where appropriate in order to describe the embodiments of the application herein. Furthermore, the terms "comprises," "comprising," and "having," and any variations thereof, are intended to cover a non-exclusive inclusion, such that a process, method, system, article, or apparatus that comprises a list of steps or elements is not necessarily limited to those steps or elements expressly listed but may include other steps or elements not expressly listed or inherent to such process, method, article, or apparatus.

In the present utility model, the terms "upper", "lower", "left", "right", "front", "rear", "top", "bottom", "inner", "outer", "middle", "vertical", "horizontal", "lateral", "longitudinal" and the like indicate an azimuth or a positional relationship based on that shown in the drawings. These terms are only used to better describe the present utility model and its embodiments and are not intended to limit the scope of the indicated devices, elements or components to the particular orientations or to configure and operate in the particular orientations.

Also, some of the terms described above may be used to indicate other meanings in addition to orientation or positional relationships, for example, the term "upper" may also be used to indicate some sort of attachment or connection in some cases. The specific meaning of these terms in the present utility model will be understood by those of ordinary skill in the art according to the specific circumstances.

Furthermore, the terms "mounted," "configured," "provided," "connected," "coupled," and "sleeved" are to be construed broadly. For example, it may be a fixed connection, a removable connection, or a unitary construction; may be a mechanical connection, or an electrical connection; may be directly connected, or indirectly connected through intervening media, or may be in internal communication between two devices, elements, or components. The specific meaning of the above terms in the present utility model can be understood by those of ordinary skill in the art according to the specific circumstances.

It should be noted that, without conflict, the embodiments of the present application and features of the embodiments may be combined with each other. The application will be described in detail below with reference to the drawings in connection with embodiments.

As shown in fig. 1 to 3, the composite foundation structure of the tidal barrier of the seaward weak foundation comprises soil 1, a plurality of fixing piles 2 arranged in the soil 1 and used for reinforcing the soil 1, a mattress layer 3 arranged above the soil 1, a concrete layer 4 arranged above the mattress layer 3 and a water seepage layer 5 arranged on one side of the concrete layer 4, a plurality of water drainage pipes 6 are arranged in the water seepage layer 5, the water drainage pipes 6 are arranged in a quincuncial shape, net-shaped fasteners are arranged in the mattress layer 3, the fixing piles 2 comprise a first cylinder pile 7, a second cylinder pile 8 and a third cylinder pile 9, the first cylinder pile 7 and the third cylinder pile 9 are positioned on two sides of the second cylinder pile 8, and the first cylinder pile 7 and the third cylinder pile 9 are respectively intersected with the second cylinder pile 8.

As shown in fig. 2, the foundation of the weak soil 1 is reinforced by the fixing piles 2, so that the soil 1 has stronger bearing capacity, the fixing piles 2 are made by the first cylindrical piles 7, the second circular through piles and the third cylindrical piles 9, wherein the first cylindrical piles 7, the third cylindrical piles 9 and the second circular through piles are welded in a crossing manner, the first cylindrical piles 7, the second circular through piles and the third cylindrical piles 9 are integrated, the fixing piles 2 and the soil 1 have larger contact area, the bearing capacity of the fixing piles 2 and the binding capacity with the soil 1 are increased, the upper end surfaces of the fixing piles 2 are higher than the surface of the soil 1 during installation of the fixing piles 2, connecting blocks 10 are arranged among the fixing piles 2, the connecting blocks 10 are V-shaped, the connection among the fixing piles 2 can be enhanced by the connecting blocks 10, the soil 1 among the fixing piles 2 is tightly locked among the fixing piles 2, the strength of the weak soil 1 is further improved, and the bearing capacity of the weak soil 1 is higher.

As shown in fig. 1, mattress layer 3 is the cement layer, and netted fastener is the iron mesh preferably, be provided with downward convex fixed slot 16 on the mattress layer 3, and concrete layer 4 is provided with the protruding 17 with fixed slot 16 looks adaptation, through the cooperation of protruding 17 and fixed slot 16, can restrict the position of concrete layer 4, avoid concrete layer 4 to appear gliding phenomenon in the use, mattress layer 3 lays for twice, first time lays the height and is the half of the higher soil 1 surface height of spud pile 2, place the iron mesh on the surface that first time mattress layer 3 was laid afterwards, mattress layer 3 after this time is in comparatively soft state, lay for the second time afterwards, until the surface of mattress layer 3 flushes with the upper surface of spud pile 2, through mattress layer 3 can play the effect of buffering, guarantee the atress between concrete layer 4 and the spud pile 2 and evenly transmit, the concrete layer 4 above mattress layer 3 can further strengthen the intensity of soil 1, make its bearing capacity higher, can bear the higher than 5 high to the water permeability layer 5 is realized to the water seepage water pipe 5 to the higher than the layer 5 of layer 5, and then water seepage water permeability is realized to the layer 5.

As shown in fig. 3, the drain pipe 6 is arranged in a quincuncial shape, so that the drainage capacity of the water seepage layer 5 can be effectively improved, the water seepage layer 5 is composed of a middle fine sand layer 11, geotechnical cloth 12, a middle coarse sand layer 13, a gravel layer 14 and a concrete cushion layer 15 from bottom to top, the middle fine sand layer 11, the middle coarse sand layer 13 and the gravel layer 14 all have good water permeability, the rapid outflow of water flow is ensured, solids in the water seepage layer 5 are blocked by the geotechnical cloth 12, the hardness of the water seepage layer 5 can be increased by the concrete cushion layer 15, and the service life of the water seepage layer 5 is ensured.

As shown in fig. 1 to 3, a construction method of a tidal barrier composite foundation of a coastal weak foundation comprises the following steps: a. soil 1 soil texture sampling: sampling and analyzing layer by layer in an excavating mode, determining the quality of the soil 1, excavating the soil 1 layer by an excavator, knowing the layout relationship among layers and the thickness condition of each layer, and calculating the bearing capacity of the soil 1;

b. Construction of the fixed pile 2: the fixed piles 2 are formed by respectively carrying out cross splicing on the first cylindrical piles 7 and the third cylindrical piles 9 and the second cylindrical piles 8, the combined parts are linked in a welding mode, a proper number of fixed piles 2 are determined according to the requirement of a construction area and are distributed in a matrix, the fixed piles 2 are connected through connecting blocks 10, the connection relation between the fixed piles 2 is enhanced, the locking force of the fixed piles 2 on soil 1 is improved through the surrounding of the fixed piles 2, the bearing capacity of the soil 1 is ensured, the fixed piles 2 punch the fixed piles 2 into the soil 1 through a pile driver, the upper end face of the fixed piles 2 is 20-30 cm away from the surface of the soil 1 after punching is finished, the area surrounded by the fixed piles 2 is a bearing area, cement is poured into the fixed piles 2 after the piling is finished, the strength of the fixed piles 2 is improved, and the bearing capacity of the bearing area is further improved;

c. Laying a mattress layer 3: the mattress layer 3 is paved above the bearing area, the mattress layer 3 is a cement layer, the construction of the mattress layer 3 is carried out in two steps, the paving height of the mattress layer 3 for the first time is 10-15 cm, then an iron net is placed, through holes matched with the fixing piles 2 are formed in the iron net, the stability between the fixing piles 2 can be further enhanced through the iron net, meanwhile, the stability of the mattress layer 3 can be improved, when the iron net is placed, the mattress layer 3 paved for the first time is in a softer state, then the mattress layer 3 is paved for the second time until the upper surface of the mattress layer 3 is flush with the upper end face of the fixing piles 2, the bonding strength between the fixing piles 2 can be further enhanced through the mattress layer 3, meanwhile, the strength of soil 1 is also enhanced, the bearing capacity of the urban area is further enhanced, the construction area of the mattress layer 3 is larger than the area of the bearing area, two fixing grooves 16 are dug out through an excavator outside the bearing area, and the thickness of cement in the fixing grooves 16 is 10-15 cm when the mattress layer 3 is constructed;

d. Paving a concrete foundation: the concrete layer 4 is paved above the mattress layer 3, the thickness is 1.5-3 m, the area of the concrete layer 4 is larger than the area of the bearing area and smaller than the area of the mattress layer 3, the fixing groove 16 is required to be covered in the concrete construction process, the upper surface of the concrete layer 4 is required to be ensured to be positioned in the same horizontal plane during construction, at the moment, the two sides of the lower surface of the concrete layer 4 are provided with downward protrusions 17, the protrusions 17 are matched with the fixing groove 16, the current position of the concrete layer 4 can be limited through the matching of the protrusions 17 and the fixing groove 16, the adverse phenomena such as sliding and the like of the concrete layer 4 are avoided, and the stability of the concrete layer 4 is ensured;

e. Construction of a water seepage layer: the method comprises the steps of paving a water seepage layer 5 above a mattress layer 3, embedding a plurality of water discharge pipes 6 in the water seepage layer 5, wherein the intervals among the water discharge pipes 6 of each row are 2-3 m, the water seepage layer 5 is sequentially paved into a middle fine sand layer 11, a geotechnical cloth 12, a middle coarse sand layer 13, a gravel layer 14 and a concrete cushion layer 15 from bottom to top, the thickness of the middle fine sand layer 11 is 10-20 cm, the thickness of the middle coarse sand layer 13 is 20-25 cm, the thickness of the gravel layer 14 is 20-25 cm, the thickness of the concrete cushion layer 15 is 10-15 cm, the lower ends of the water discharge pipes 6 respectively penetrate through the middle concrete cushion layer 15, the gravel layer 14, the middle coarse sand layer 13, the geotechnical cloth 12 and the middle fine sand layer 11, and the water discharge layers 12 are sequentially paved according to the sequence of the middle fine sand layer 11, the geotechnical cloth 12, the middle coarse sand layer 13, the gravel layer 14 and the concrete cushion layer 15, and water on the concrete cushion layer 4 flows into the water seepage layer 5 due to the fact that the upper surface of the water seepage layer 5 is lower than the upper surface of the concrete layer 4, the water on the concrete cushion layer 4 flows into the water seepage layer 5, the water is discharged through the water discharge layers 1 and the coarse sand layer 1, and the water is directly flows into the soil layer 1 through the fine sand layer 14 and the coarse sand layer 1.

The above description is only of the preferred embodiments of the present application and is not intended to limit the present application, but various modifications and variations can be made to the present application by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application should be included in the protection scope of the present application.

Claims (4)

1. A construction method of a tidal gate composite foundation of a coastal weak foundation is characterized by comprising the steps of using a tidal gate composite foundation structure of the coastal weak foundation;

The tidal barrier composite foundation structure for the seaward weak foundation comprises soil (1), a plurality of fixing piles (2) arranged in the soil (1) and used for reinforcing the soil (1), a mattress layer (3) arranged above the soil (1), a concrete layer (4) arranged above the mattress layer (3) and a water seepage layer (5) arranged on one side of the concrete layer (4), a plurality of water seepage pipes (6) are arranged in the water seepage layer (5), the water seepage pipes (6) are arranged in a quincuncial shape, net-shaped fasteners are arranged in the mattress layer (3), the fixing piles (2) comprise a first cylinder pile (7), a second cylinder pile (8) and a third cylinder pile (9), the first cylinder pile (7) and the third cylinder pile (9) are positioned on two sides of the second cylinder pile (8), and the first cylinder pile (7) and the third cylinder pile (9) are respectively crossed with the second cylinder pile (8); connecting blocks (10) are arranged among the plurality of fixed piles (2), and the connecting blocks (10) are V-shaped; the mattress layer (3) is a cement layer, the netlike fastening piece is an iron net, the mattress layer (3) is provided with a fixing groove (16) protruding downwards, and the concrete layer (4) is provided with a bulge (17) matched with the fixing groove (16);

the construction method of the tidal barrier composite foundation of the coastal weak foundation comprises the following steps:

a. soil (1) soil sampling: sampling and analyzing layer by layer in an excavating mode to determine the quality of soil (1);

b. Construction of the fixed pile (2): the fixed piles (2) are formed by intersecting and splicing a first cylindrical pile (7), a second cylindrical pile (8) and a third cylindrical pile (9), the fixed piles (2) after intersecting and splicing are punched into the soil (1) through a pile driver, and the area surrounded by the fixed piles (2) is a bearing area;

c. Laying a mattress layer (3): a mattress layer (3) is paved above the bearing area, the mattress layer (3) is a cement layer, and the paving area of the mattress layer (3) is larger than the area of the bearing area;

d. Paving a concrete foundation: a concrete layer (4) is paved above the mattress layer (3) and has a thickness of 1.5-3 meters, and the area of the concrete layer (4) is larger than the area of the bearing area and smaller than the area of the mattress layer (3);

e. construction of a water seepage layer: paving a water seepage layer (5), embedding a plurality of water drainage pipes (6) in the water seepage layer (5), wherein the interval between the water drainage pipes (6) of each row is 2-3 meters, and the water drainage pipes (6) are distributed in a plum blossom shape;

In the step e, the water seepage layer (5) is respectively a middle fine sand layer (11), geotextile (12), a middle coarse sand layer (13), a gravel layer (14) and a concrete cushion layer (15) from bottom to top, wherein the thickness of the middle fine sand layer (11) is 10-20 cm, the thickness of the middle coarse sand layer (13) is 20-25 cm, the thickness of the gravel layer (14) is 20-25 cm, the thickness of the concrete cushion layer (15) is 10-15 cm, and the lower end of the water drain pipe (6) respectively penetrates through the middle concrete cushion layer (15), the gravel layer (14), the middle coarse sand layer (13), the geotextile (12) and the middle fine sand layer (11).

2. The method for constructing a tidal barrier composite foundation of a coastal weak foundation according to claim 1, wherein in the step a, the soil (1) is excavated in layers by an excavator, the layout relation among all layers and the thickness condition of all layers are known, and the bearing capacity of the soil (1) is calculated.

3. The method for constructing a tidal barrier composite foundation for a weak foundation in the sea according to claim 1, wherein in the step b, a plurality of fixing piles (2) are arranged in an array, and the connecting blocks (10) are fixed with the fixing piles (2) in a welding mode.

4. The method for constructing a tidal barrier composite foundation for a weak foundation in the sea according to claim 1, wherein in the step c, when the mattress layer (3) is laid, the mattress layer (3) with the thickness of 10-15 cm is laid first, then the iron net is placed, and finally the rest mattress layers (3) are laid.