CN217378975U - Compound foundation structure of tide gate is kept off to soft foundation of facing sea - Google Patents

Abstract

The application discloses face compound foundation structure of soft basic floodgate of sea, including soil, still including setting up a plurality of spuds that are used for consolidating soil in soil, set up the mattress pad layer above soil, set up in the concrete layer of mattress pad layer top and set up in the water seepage layer of concrete layer one side, be provided with a plurality of outlet pipes in the water seepage layer, be quincunx between a plurality of outlet pipes and arrange, be provided with netted fastener in the mattress pad layer, the spud contains first cylinder stake, second cylinder stake and third cylinder stake, first cylinder stake and third cylinder stake are located the both sides of second cylinder stake, and first cylinder stake and third cylinder stake are crossed with 8 looks of second cylinder stake respectively. The bearing capacity is large, the drainage is convenient, and the like, and the soil foundation can be in a stable state for a long time, so that the service life of the soil foundation is ensured.

Description

Compound foundation structure of tide gate is kept off to soft foundation of facing sea

Technical Field

The application relates to the technical field of construction of soft foundations, in particular to a tide gate composite foundation structure for an offshore soft foundation.

Background

The soft foundation treatment is a construction problem often encountered in engineering, and along with the continuous improvement of the soft foundation treatment method, the soft foundation reinforcement technology is mature day by day, such as stone throwing and silt squeezing, soil pile reinforcement, CFG (cement fly-ash gravel) piles, various rigid pile foundations and the like, which have the advantages of the soft foundation reinforcement technology but have certain limitations.

In the face of the characteristics of load on the upper part of the tidal barrier near the sea, large water flow impact, thick soft soil layer, large seawater erosion and fast fluctuation tide water level change, the traditional single soft foundation treatment mode cannot meet the design requirement, and a composite foundation reinforcement mode must be created.

Disclosure of Invention

The main aim at of this application provides a face compound foundation structure of sea weak foundation tidal current sluice, and the bearing capacity is big, the drainage of being convenient for etc. and can be in stable state for a long time, guarantee soil foundation's life.

In order to realize the above-mentioned purpose, provide a face compound foundation structure of soft and weak basis floodgate of sea, including soil, still including set up a plurality of spuds that are used for consolidating soil in the soil, set up mattress layer above the soil, set up the concrete layer above mattress layer and set up the water seepage layer in concrete layer one side, be provided with a plurality of outlet pipes in the water seepage layer, it is a plurality of be quincunx between the outlet pipe and arrange, be provided with netted fastener in the mattress layer, the spud contains first cylinder stake, second cylinder stake and third cylinder stake, first cylinder stake and third cylinder stake are located the both sides of second cylinder stake, and first cylinder stake and third cylinder stake are crossed with second cylinder stake respectively.

Preferably, a connecting block is arranged among the fixing piles, and the connecting block is V-shaped.

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

Preferably, the mattress layer is a cement layer, the net-shaped fastener is an iron net, the mattress layer is provided with a fixing groove protruding downwards, and the concrete layer is provided with a protrusion matched with the fixing groove.

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

b. and (3) construction of a fixing pile: the fixing pile is formed by cross splicing of a first cylindrical pile, a second cylindrical pile and a third cylindrical pile, the fixing pile after cross splicing is punched into soil through a pile driver, and the area surrounded by the fixing pile is a bearing area;

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

d. laying a concrete foundation: a concrete layer is laid above the mattress layer, the thickness of the concrete layer is 1.5-3 m, 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: and (3) paving a water seepage layer above the mattress layer, wherein a plurality of water drainage pipes are embedded in the water seepage layer, the interval between every two rows of water drainage pipes is 2-3 m, and the water drainage pipes are distributed in a quincunx shape.

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

Preferably, in step b, the spud pile is provided with a plurality ofly, and is array arrangement between a plurality of spud piles, and the connecting block is fixed with the spud pile through the welded mode.

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

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

Preferably, in the step e, the water seepage layer is respectively a medium fine sand layer, a geotextile, a medium coarse sand layer, a gravel layer and a concrete cushion layer from bottom to top, wherein the medium fine sand layer is 10-20 cm thick, the medium coarse sand layer is 20-25 cm thick, the gravel layer is 20-25 cm thick, the concrete cushion layer is 10-15 cm thick, and the lower end of the drain pipe respectively penetrates through the medium concrete cushion layer, the gravel layer, the medium coarse sand layer, the geotextile and the medium fine sand layer.

In the embodiment of the application, the reinforcement of the soft foundation and the cross fixation of the load-bearing fixing pile of the soil and the second cylindrical pile are respectively realized through the first cylindrical pile and the third cylindrical pile through the fixing piles, so that the load-bearing capacity of the fixing pile is improved, meanwhile, the contact area between the fixing pile and the soil is increased through the design, and the stability of the fixing pile is further ensured; through the design of the mattress layer, the stress between the concrete layer and the soil can be uniformly transferred, and the using state of the concrete layer is ensured; through the overall arrangement of mattress layer, concrete layer and water seepage layer, can effectually concentrate the discharge to rivers, guarantee mattress layer, concrete layer and water seepage layer's user state and efficiency.

Drawings

The accompanying drawings, which are incorporated in and constitute a part of this application, serve to provide a further understanding of the application and to enable other features, objects, and advantages of the application to be more apparent. The drawings and their description illustrate the embodiments of the invention and do not limit it. In the drawings:

FIG. 1 is a schematic view showing the overall structure of the embodiment;

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

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

Reference numerals: 1. soil; 2. fixing the pile; 3. a mattress 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. connecting blocks; 11. A medium-fine sand layer; 12. geotextile; 13. a medium-coarse sand layer; 14. a crushed stone layer; 15. a concrete cushion layer; 16. a fixing groove; 17. and (4) protruding.

Detailed Description

In order to make the technical solutions better understood by those skilled in the art, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are only partial embodiments of the present application, but not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.

It should be noted that the terms "first," "second," and the like in the description and claims of this application and in the drawings described above are used for distinguishing between similar elements and not necessarily for describing a particular sequential or chronological order. It should be understood that the data so used may be interchanged under appropriate circumstances such that embodiments of the application described herein may be used. 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 this application, the terms "upper", "lower", "left", "right", "front", "rear", "top", "bottom", "inner", "outer", "middle", "vertical", "horizontal", "lateral", "longitudinal", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings. These terms are used primarily to better describe the invention and its embodiments, and are not intended to limit the indicated devices, elements or components to a particular orientation or to be constructed and operated in a particular orientation.

Moreover, some of the above terms may be used to indicate other meanings besides the orientation or positional relationship, for example, the term "on" may also be used to indicate some kind of attachment or connection relationship in some cases. The specific meaning of these terms in the present invention can be understood by those of ordinary skill in the art as appropriate.

Furthermore, the terms "mounted," "disposed," "provided," "connected," and "sleeved" are to be construed broadly. For example, it may be a fixed connection, a removable connection, or a unitary construction; can 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 invention can be understood according to specific situations by those skilled in the art.

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

As shown in fig. 1 to 3, a compound foundation structure of soft foundation in temporary sea floodgate, including soil 1, still including set up a plurality of spud piles 2 that are used for consolidating soil 1 in soil 1, set up mattress layer 3 above soil 1, set up concrete layer 4 above mattress layer 3 and set up in the water seepage layer 5 of concrete layer 4 one side, be provided with a plurality of outlet pipes 6 in the water seepage layer 5, be quincunx between a plurality of outlet pipes 6 and arrange, be provided with netted fastener in mattress layer 3, spud pile 2 contains first cylinder stake 7, second cylinder stake 8 and third cylinder stake 9, first cylinder stake 7 and third cylinder stake 9 are located the both sides of second cylinder stake 8, and first cylinder stake 7 and third cylinder stake 9 are crossed with second cylinder stake 8 respectively.

As shown in fig. 2, the foundation of the weak soil 1 is reinforced by the fixing piles 2 to make the soil 1 have a strong bearing capacity, the fixing piles 2 are made of first cylindrical piles 7, second cylindrical piles and third cylindrical piles 9, wherein the first cylindrical piles 7 and the third cylindrical piles 9 are welded with the second cylindrical piles in a cross manner to make the first cylindrical piles 7, the second cylindrical piles and the third cylindrical piles 9 integrated, so that the fixing piles 2 have a large contact area with the soil 1, the bearing capacity and the binding force with the soil 1 of the fixing piles 2 are increased, when the fixing piles 2 are installed, the upper end surfaces of the fixing piles 2 are higher than the surface of the soil 1, connecting blocks 10 are arranged between a plurality of fixing piles 2, the connecting blocks 10 are V-shaped, the connection between the fixing piles 2 can be enhanced by the connecting blocks 10, the soil 1 between the fixing piles 2 is tightly locked between the fixing piles 2, further improving the strength of the weak soil 1 and enabling the weak soil to have higher bearing capacity.

As shown in fig. 1, the mattress layer 3 is a cement layer, the net-shaped fastener is preferably an iron net, the mattress layer 3 is provided with a fixing groove 16 protruding downwards, the concrete layer 4 is provided with a protrusion 17 matched with the fixing groove 16, the position of the concrete layer 4 can be limited by the cooperation of the protrusion 17 and the fixing groove 16, the sliding phenomenon of the concrete layer 4 in the use process is avoided, the mattress layer 3 is laid twice, the first laying height is half of the height of the surface of the fixing pile 2 higher than the surface of the soil 1, then the iron net is placed on the surface of the first mattress layer 3, the mattress layer 3 laid for the first time is in a relatively soft state, then the second laying is carried out until the surface of the mattress layer 3 is flush with the upper surface of the fixing pile 2, the cushion effect can be achieved through the mattress layer 3, the stress between the concrete layer 4 and the fixing pile 2 can be uniformly transmitted, the concrete layer 4 of mattress layer 3 top can be further the intensity of reinforcing soil 1, makes its bearing capacity higher, can bear heavier article, and the height that highly is less than concrete layer 4 of infiltration layer 5, and then the rivers on concrete layer 4 can collect infiltration layer 5, and then realize the discharge to water through the outlet conduit 6 of infiltration layer 5.

As shown in fig. 3, the water drain pipe 6 is arranged in a quincunx shape, the drainage capacity of the water seepage layer 5 can be effectively improved, the water seepage layer 5 is respectively provided with a medium fine sand layer 11, a geotextile 12, a medium coarse sand layer 13, a gravel layer 14 and a concrete cushion layer 15 from bottom to top, the medium fine sand layer 11, the medium coarse sand layer 13 and the gravel layer 14 all have good water permeability, the rapid outflow of water flow is ensured, the solid in the water seepage layer 5 is blocked through the geotextile 12, the hardness of the water seepage layer 5 can be increased through 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 sea-bound weak foundation comprises the following steps: a. soil 1 soil property sampling: sampling and analyzing layer by layer in an excavating mode to determine the quality of the soil 1, excavating the soil 1 layer by layer through an excavator, knowing the layout relation among layers and the thickness condition of each layer, and calculating the bearing capacity of the soil 1.

b. And (3) construction of the fixing pile 2: the fixing pile 2 is formed by respectively splicing a first cylindrical pile 7 and a third cylindrical pile 9 with a second cylindrical pile 8 in a crossed manner, the combination parts are linked in a welding manner, the fixing piles 2 with proper quantity are determined according to the requirement of construction area, matrix distribution is carried out on the fixing piles 2, the fixing piles 2 are connected through the connecting blocks 10, the connection relation between the fixing piles 2 is enhanced, the locking force of the fixing pile 2 to the soil 1 is improved through the surrounding of the fixing pile 2, the bearing capacity of the soil 1 is ensured, the fixing pile 2 is punched into the soil 1 through the pile driver, after the punching is finished, the distance between the upper end surface of the fixed pile 2 and the surface of the soil 1 is 20-30 cm, the area surrounded by the fixed pile 2 is a bearing area, after the piling is finished, pouring cement into the fixed pile 2, so that the strength of the fixed pile 2 is improved, and the bearing capacity of a bearing area is further improved;

c. laying of the mattress layer 3: laying a mattress layer 3 above a bearing area, wherein the mattress layer 3 is a cement layer, the construction of the mattress layer 3 is carried out in two steps, the laying 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 arranged on 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 also be improved, when the iron net is placed, the mattress layer 3 laid for the first time is in a relatively soft state, then, the mattress layer 3 is laid for the second time until the upper surfaces of the mattress layer 3 are flush with the upper end surface of the fixing piles 2, the combination strength between the fixing piles 2 can be further enhanced through the mattress layer 3, the strength of the soil 1 is enhanced, the bearing capacity of a middle area of the city is further enhanced, the construction area of the mattress layer 3 is larger than the area of the bearing area, digging two fixing grooves 16 outside the bearing area through an excavator, wherein the thickness of the cement layer in the fixing grooves 16 is 10-15 cm when the mattress layer 3 is constructed;

d. laying a concrete foundation: the concrete layer 4 is laid 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 a bearing area and smaller than the area of the mattress layer 3, a fixed groove 16 needs to be covered in the concrete construction process, the upper surface of the concrete layer 4 needs to be ensured to be in the same horizontal plane during construction, both sides of the lower surface of the concrete layer 4 are provided with downward bulges 17 at the moment, the bulges 17 are matched with the fixed groove 16, the current position of the concrete layer 4 can be limited by matching the bulges 17 with the fixed groove 16, the occurrence of adverse phenomena such as sliding and the like of the concrete layer 4 is avoided, and the stability of the concrete layer 4 is ensured;

e. construction of a water seepage layer: the water seepage layer 5 is laid above the mattress pad layer 3, a plurality of water drain pipes 6 are pre-buried in the water seepage layer 5, the space between the water drain pipes 6 in each row is 2-3 m, the water drain pipes 6 are distributed in a quincunx shape, the water seepage layer 5 is respectively a middle fine sand layer 11, a geotextile 12, a middle coarse sand layer 13, a gravel layer 14 and a concrete pad 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 pad layer 15 is 10-15 cm, the lower end of the water drain pipe 6 respectively penetrates through the middle concrete pad layer 15, the gravel layer 14, the middle coarse sand layer 13, the geotextile 12, the middle coarse sand layer 14 and the middle fine sand layer 11, the geotextile 12, the middle coarse sand layer 13, the gravel layer 14 and the concrete pad layer 15, the upper surface of the water seepage layer 5 is lower than the upper surface of the concrete pad layer 4 in sequence during construction, and then the water on the concrete layer 4 will flow into the water seepage layer 5, and then realize the discharge of water through the water seepage layer 5, and water passes through the downcomer 6 and directly flows to the soil 1 in and improves the excretion rate of rivers, and partly water loops through well rubble layer 14, well coarse sand layer 13, geotechnological cloth 12 and well fine sand layer 11 and flows into in the soil 1.

The above description is only a preferred embodiment of the present application and is not intended to limit the present application, and various modifications and changes may be made to the present application by those skilled in the art. Any modification, equivalent replacement, improvement and the like made within the spirit and principle of the present application shall be included in the protection scope of the present application.

Claims (4)

1. A tidal barrier composite foundation structure of a temporary sea weak foundation comprises soil (1), it is characterized by also comprising a plurality of fixed piles (2) which are arranged in the soil (1) and used for reinforcing the soil (1), a mattress layer (3) which is arranged above the soil (1), a concrete layer (4) which is arranged above the mattress layer (3) and a water seepage layer (5) which is 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 quincunx shape, a reticular fastener is arranged in the mattress layer (3), the fixing pile (2) comprises a first cylindrical pile (7), a second cylindrical pile (8) and a third cylindrical pile (9), the first cylindrical pile (7) and the third cylindrical pile (9) are positioned at two sides of the second cylindrical pile (8), and the first cylindrical pile (7) and the third cylindrical pile (9) are respectively crossed with the second cylindrical pile (8).

2. The temporary sea soft foundation tidal gate composite foundation structure as claimed in claim 1, wherein connecting blocks (10) are arranged among the plurality of fixing piles (2), and the connecting blocks (10) are V-shaped.

3. The temporary sea soft foundation tidal gate composite foundation structure as claimed in claim 1, wherein the water seepage layer (5) comprises a medium fine sand layer (11), a geotextile (12), a medium coarse sand layer (13), a gravel layer (14) and a concrete cushion layer (15) from bottom to top.

4. The temporary sea soft foundation tidal barrier composite foundation structure as claimed in claim 1, wherein the mattress layer (3) is a cement layer, the net-shaped fastener is an iron net, the mattress layer (3) is provided with fixing grooves (16) protruding downwards, and the concrete layer (4) is provided with protrusions (17) matched with the fixing grooves (16).

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