CN223214394U - Embankment structure of sea-crossing highway - Google Patents
Embankment structure of sea-crossing highwayInfo
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- CN223214394U CN223214394U CN202422540234.7U CN202422540234U CN223214394U CN 223214394 U CN223214394 U CN 223214394U CN 202422540234 U CN202422540234 U CN 202422540234U CN 223214394 U CN223214394 U CN 223214394U
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Abstract
本实用新型公开了一种跨海公路的路堤结构及其施工方法，包括地基处理结构，所述地基处理结构包括塑料排水板处理结构或沉管砂桩处理结构或预制管桩处理结构；所述塑料排水板处理结构包括塑料排水板、无纺土工布、第一碎石垫层、双向钢塑土工格栅、第二碎石垫层和钢塑土工格栅；所述沉管砂桩处理结构包括沉管砂桩、无纺土工布、第一碎石垫层、双向钢塑土工格栅、第二碎石垫层和钢塑土工格栅；所述预制管桩处理结构包括预制管桩、无纺土工布、第一碎石垫层、双向钢塑土工格栅和第二碎石垫层。
The utility model discloses an embankment structure of a cross-sea highway and a construction method thereof, comprising a foundation treatment structure, wherein the foundation treatment structure comprises a plastic drainage board treatment structure or a sunken tube sand pile treatment structure or a prefabricated tube pile treatment structure; the plastic drainage board treatment structure comprises a plastic drainage board, a non-woven geotextile, a first crushed stone cushion layer, a bidirectional steel-plastic geogrid, a second crushed stone cushion layer and a steel-plastic geogrid; the sunken tube sand pile treatment structure comprises a sunken tube sand pile, a non-woven geotextile, a first crushed stone cushion layer, a bidirectional steel-plastic geogrid, a second crushed stone cushion layer and a steel-plastic geogrid; the prefabricated tube pile treatment structure comprises a prefabricated tube pile, a non-woven geotextile, a first crushed stone cushion layer, a bidirectional steel-plastic geogrid and a second crushed stone cushion layer.
Description
Technical Field
The utility model relates to the technical field of embankment engineering of a cross-sea highway, in particular to an embankment structure of the cross-sea highway.
Background
With the vigorous development of the economy in China, the regional integrated process is accelerated, and island cities in coastal areas face unique challenges brought by marine environments. In order to break the geographic separation and promote economic communication and personnel to and from, cross-sea bridges and cross-sea tunnels are generated as landmark projects, and the restrictions of the ocean conditions on traffic are effectively relieved to a certain extent. However, in view of the great difficulty and high cost of these super engineering constructions, an economical cross-sea highway concept becomes one of the ideas of connecting islands and inland.
However, a large amount of mud flat, silt and silt clay are distributed along the sea-crossing highway, and the soil properties are characterized by high compressibility, high sensitivity, large water content, poor permeability, weak foundation strength and the like, so that uneven settlement of the foundation is easily caused in the construction process, and huge risks exist.
In view of the above problems, there is still a lack of further specific research on the construction process of the cross-sea highway under different geological environments, so there is a need to design a structure of the cross-sea highway embankment and a construction method thereof, which can effectively solve the above problems.
Disclosure of utility model
First, the technical problem to be solved
The utility model aims to solve the technical problem of providing a embankment structure of a cross-sea highway, which is suitable for treating different soft foundations, and can adopt different treatment modes for various complex geological environments, and is flexible and changeable.
(II) technical scheme
The scheme adopted by the utility model for solving the technical problems is a embankment structure of a cross-sea highway, which comprises a foundation treatment structure, wherein the foundation treatment structure comprises a plastic drainage plate treatment structure or a immersed tube sand pile treatment structure or a precast pipe pile treatment structure;
The plastic drainage plate treatment structure comprises plastic drainage plates, non-woven geotextile, a first broken stone cushion layer, a two-way steel-plastic geogrid, a second broken stone cushion layer and a steel-plastic geogrid, wherein the plastic drainage plates are arranged below a road embankment main body at equal intervals, the top ends of the plastic drainage plates extend out of the first broken stone cushion layer, the bottom ends of the plastic drainage plates are lower than the bottom of a soft soil layer, regular triangle arrangement is adopted among the plastic drainage plates, the non-woven geotextile is arranged below the first broken stone cushion layer and on two sides of the first broken stone cushion layer and the second broken stone cushion layer, the first broken stone cushion layer, the two-way steel-plastic geogrid and the second broken stone cushion layer are arranged on the non-woven geotextile and are sequentially and tightly stacked from bottom to top, and the first broken stone cushion layer and the second broken stone cushion layer extend outwards along the transverse direction of a road base. The steel-plastic geogrids are arranged on the second broken stone cushion layer at equal intervals;
The immersed tube sand pile treatment structure comprises an immersed tube sand pile, non-woven geotextile, a first gravel cushion layer, a bidirectional steel-plastic geogrid, a second gravel cushion layer and a steel-plastic geogrid, wherein the immersed tube sand pile is arranged below the first gravel cushion layer at equal intervals, the top end of the immersed tube sand pile is attached to the bottom end of the first gravel cushion layer, regular triangles are arranged between adjacent immersed tube sand piles, the non-woven geotextile is arranged below the first gravel cushion layer and on two sides of the first gravel cushion layer and the second gravel cushion layer, the first gravel cushion layer, the bidirectional steel-plastic geogrid and the second gravel cushion layer are arranged on the non-woven geotextile and are sequentially and tightly stacked from bottom to top, the first gravel cushion layer and the second gravel cushion layer extend outwards along the transverse direction of a road base, and the steel-plastic geogrid is arranged on the second gravel cushion layer at equal intervals;
The prefabricated pipe pile treatment structure comprises prefabricated pipe piles, non-woven geotextile, a first gravel cushion layer, two-way steel-plastic geogrid and a second gravel cushion layer, wherein the top of a pile cap of each prefabricated pipe pile is flush with the top of the corresponding first gravel cushion layer, the bottom of the pile cap of each prefabricated pipe pile is flush with the bottom of the corresponding first gravel cushion layer, the adjacent prefabricated pipe piles are arranged in a square mode on a plane, the prefabricated pipe piles are arranged at equal intervals, the non-woven geotextile is arranged below the corresponding first gravel cushion layer and on two sides of the corresponding first gravel cushion layer and the corresponding second gravel cushion layer, the corresponding first gravel cushion layer, the corresponding two-way steel-plastic geogrid and the corresponding second gravel cushion layer are arranged on the non-woven geotextile and are sequentially and tightly stacked from bottom to top, and the corresponding first gravel cushion layer and the corresponding second gravel cushion layer extend outwards along the lateral direction of a road base.
In some embodiments, different foundation treatment structures are selected for different geological environments of the cross-sea embankment, plastic drainage plate treatment structures are adopted for sections of deep silt and mucky soil, immersed tube sand pile treatment structures are adopted for shallow silt, plain fill and cohesive soil sections, and prefabricated pipe pile treatment structures are adopted for bridge head sections, higher fill sections and geology complex deep soft foundation sections.
In some embodiments, the nonwoven geotextile is made of 100% polyester filament needled nonwoven material, the unit mass is more than or equal to 300g/m & lt 2 & gt, the bidirectional steel-plastic geogrid is of a net structure and can be stretched in the transverse direction and the longitudinal direction at the same time, the longitudinal and transverse fracture elongation of the steel-plastic geogrid and the bidirectional steel-plastic geogrid is less than or equal to 3%, the longitudinal and transverse tensile strength is more than or equal to 100kN/m & lt 2 & gt, the friction coefficient is more than or equal to 0.6, the breadth is more than or equal to 4m, the node stripping force is more than or equal to 300N, the lap joint width is more than 20cm, the pile body granules of the immersed tube sand pile are made of medium coarse sand, gravel or stone dust materials, the maximum particle size is less than or equal to 20mm, the mud content is less than or equal to 5%, the precast pile is a prestressed concrete pile, the pile is made of C70 concrete, and the pile cap of the precast pile is made of C30 concrete.
In some embodiments, the method further comprises arranging a round culvert on the foundation treatment structure, wherein the foundation of the round culvert is arranged above the second crushed stone cushion layer, and the pipe section of the round culvert is arranged above the foundation of the round culvert.
By adopting the scheme, the seawater on two sides of the cross-sea highway can be ensured to be communicated with each other, and the damage to the environment is reduced.
In some embodiments, expansion joints are arranged between the foundations of the round culvert and between the pipe joints of the round culvert.
By adopting the scheme, the influence caused by cracking or damage of the circular pipe culvert due to the change of temperature and humidity can be reduced, and the safety and stability of the circular pipe culvert structure are improved.
The utility model solves the technical problems by adopting a scheme that the construction method of the embankment structure of the cross-sea highway comprises the following steps:
(1) Firstly, measuring and paying off, performing embankment body throwing and filling according to parameters, then arranging explosive bags on two sides of the travelling end of the road section to implement blasting, forming a cavity in the sludge by huge pressure generated at the moment of blasting, destroying and squeezing the sludge, and sliding a stone throwing body into the cavity to form a new stone tongue after being vibrated by self gravity so as to achieve the purpose of replacing the sludge, thereby circularly propelling;
(2) Firstly, paving a layer of non-woven geotextile on the ground, then filling a first broken stone cushion layer above the non-woven geotextile, compacting, assembling a positioning unit above the first broken stone cushion layer, starting to insert and beat a plastic drainage plate, cutting the plastic drainage plate when the plastic drainage plate is inserted to a designed depth, replacing the plastic drainage plate to the next point position, and sequentially circulating until the construction of all the point positions is completed; after construction is completed, a two-way steel-plastic geogrid is paved above the first stone cushion layer, a second stone cushion layer is filled on the two-way steel-plastic geogrid and compacted, the second stone cushion layer extends out of a certain length of a slope toe along the transverse direction of a roadbed, and the specific length meets the design requirement;
Firstly, paving a layer of non-woven geotextile on the ground, then filling a first gravel cushion layer above the non-woven geotextile and compacting, then installing a pile driver above the first gravel cushion layer, inserting the sand-sinking pile into the soil body to a specified elevation, starting to fill sand, flushing water by a pipe orifice, setting sand in a vibration compaction mode, repeatedly lifting and lowering a column pulling pipe until the sand-sinking pile is lifted to an orifice, replacing the sand-sinking pile to the next point, sequentially circulating until the construction of all points is completed, paving a bidirectional steel-plastic geogrid above the first gravel cushion layer after the construction is completed, filling a second gravel cushion layer on the bidirectional steel-plastic geogrid, and compacting the second gravel cushion layer, wherein the second gravel cushion layer extends out of a certain length along the transverse direction of the roadbed, and the specific length is required to meet the design requirement;
Firstly, paving a layer of non-woven geotextile on the ground, then filling a first stone-breaking cushion layer above the non-woven geotextile and compacting, then installing a pile machine above the first stone-breaking cushion layer, vertically pressing the prefabricated pipe pile into the soil body through a hydraulic system, sequentially pressing the pile position by moving the pile, excavating a pile cap soil body after construction, binding steel bars for pouring and curing, finally paving a two-way steel-plastic geogrid above the first stone-breaking cushion layer, filling a second stone-breaking cushion layer on the two-way steel-plastic geogrid and compacting, wherein the second stone-breaking cushion layer extends out of a slope toe for a certain length along the transverse direction of the roadbed, and the specific length is required to meet the design requirement;
(3) The method comprises the following steps of firstly carrying out construction lofting, adopting horizontal segmentation and layered filling, paving by a bulldozer, then pre-pressing and leveling by the bulldozer or a road roller, and finally vibrating and compacting by the road roller;
(4) Firstly, measuring and paying off and excavating a foundation pit, then constructing a culvert bottom foundation by using C20 concrete, installing pipe joints of the circular culvert by using a lifting appliance and a forklift, and finally backfilling the foundation pit on the pipe top of the circular culvert, and tamping by using a tamping machine;
(5) After the roadbed is built, construction is needed to be carried out on the road surface of the embankment, the concrete pavement is sequentially formed by a graded broken stone cushion layer, a cement stabilized broken stone base layer and a concrete pavement from bottom to top, firstly, graded broken stone is mixed, paved on the roadbed by a mixed material transport vehicle, rolled by a road roller along the direction parallel to the center of the road, then, cement stabilized broken stone is mixed, paved on the roadbed by the mixed material transport vehicle, rolled by the road roller along the direction parallel to the center of the road, geotextile is covered, water is sprayed and maintained for seven days, finally, cement-soil pavement pouring is carried out, concrete mixture is transported to a paving place by a concrete transport vehicle to be paved, vibrated and finished, then, disc trowelling is carried out, and after sprinkling, old hemp bags are used for covering and maintenance for 14-21 days.
In some embodiments, the blasting and dredging are performed by determining the filling height of the embankment body according to a geotechnical calculation principle and the design height of the embankment body, determining the filling width of the embankment body according to the filling height and the design section of the embankment body, and determining that the filling stone is the core stone, wherein the elevation of the base bottom of the core stone after blasting is completed meets the design requirement.
In some embodiments, the gaps between the pipe joints of the round culvert are filled with asphalt hemp batting, and the outside is wrapped with asphalt felt full of hot asphalt for waterproofing.
(III) beneficial effects
Compared with the prior art, the utility model designs a embankment structure of a cross-sea highway and a construction method thereof,
(1) When the method is used for treating the deep soft foundation with high water content, high compressibility and poor water permeability, the plastic drainage plate is adopted for treating the foundation, and the method has the characteristics of good drainage performance, low cost, small disturbance to the foundation, guarantee of the integrity of the foundation and the like;
(2) When shallow silt, plain filled soil and cohesive soil foundations with insufficient bearing capacity or poor geological conditions are treated, the foundation treatment is carried out by adopting the immersed tube sand piles, the drainage consolidation performance is good, and the soil strength can be improved through compaction replacement;
(3) When the bridge head section, the higher filling section and the geology complex deep soft foundation are processed, the prefabricated pipe pile is adopted for processing the foundation, and the method has the characteristics of strong bearing capacity, high construction efficiency and the like;
(4) The utility model is suitable for treating different soft foundations, and can adopt different treatment modes for various complex geological environments, so that the method is flexible and changeable;
(5) The utility model can also be suitable for highway construction of a cross-sea road section, on the basis, the construction of the cross-sea highway embankment can be realized by additionally arranging the round pipe culvert in the roadbed, and compared with bridges and tunnels, the construction of the cross-sea highway has higher cost performance.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings that are needed in the embodiments will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present application, and that other drawings can be obtained according to these drawings without inventive effort for a person skilled in the art.
Fig. 1 is a schematic view showing three structures of a foundation treatment structure of a embankment structure of a cross-sea highway;
FIG. 2 is a cross-sectional view of a plastic drain board treatment structure;
FIG. 3 is a cross-sectional view of a sand pile handling structure for a immersed tube;
FIG. 4 is a cross-sectional view of a handling structure for a precast tubular pile;
FIG. 5 is a cross-sectional view of a round culvert;
FIG. 6 is a schematic view of a side portal of a round pipe culvert;
Fig. 7 is a construction process flow diagram of a construction method of a embankment structure of a cross-sea highway.
The corresponding parts of each reference sign in the figure are 1, a plastic drainage plate treatment structure, 1-1, a plastic drainage plate, 1-2, nonwoven geotextile, 1-3, a first crushed stone cushion layer, 1-4, a two-way steel-plastic geogrid, 1-5, a second crushed stone cushion layer, 1-6, a steel-plastic geogrid, 2, a pipe sinking sand pile treatment structure, 2-1, a pipe sinking sand pile, 3, a prefabricated pipe pile treatment structure, 3-1, a prefabricated pipe pile, 4, a dyke core stone and 5, a round pipe culvert.
Detailed Description
The following describes in further detail the embodiments of the present utility model with reference to the drawings and examples. The following examples are illustrative of the utility model but are not intended to limit the scope of the utility model.
In the description of the present utility model, unless explicitly stated or limited otherwise, the terms "mounted," "connected," and "connected" are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected, mechanically connected, electrically connected, directly connected, indirectly connected via an intervening medium, or in communication between two elements. The specific meaning of the above terms in the present utility model will be understood in specific cases by those of ordinary skill in the art.
Other advantages and effects of the present application will become apparent to those skilled in the art from the following disclosure, which describes the embodiments of the present application with reference to specific examples. It will be apparent that the described embodiments are only some, but not all, embodiments of the application. The application may be practiced or carried out in other embodiments that depart from the specific details, and the details of the present description may be modified or varied from the spirit and scope of the present application. It should be noted that the following embodiments and features in the embodiments may be combined with each other without conflict. All other embodiments, which can be made by those skilled in the art based on the embodiments of the application without making any inventive effort, are intended to be within the scope of the application.
It is noted that various aspects of the embodiments are described below within the scope of the following claims. It should be apparent that the aspects described herein may be embodied in a wide variety of forms and that any specific structure and/or function described herein is merely illustrative. Based on the present disclosure, one skilled in the art will appreciate that one aspect described herein may be implemented independently of any other aspect, and that two or more of these aspects may be combined in various ways. For example, apparatus may be implemented and/or methods practiced using any number and aspects set forth herein. In addition, such apparatus may be implemented and/or such methods practiced using other structure and/or functionality in addition to one or more of the aspects set forth herein.
It should also be noted that the illustrations provided in the following embodiments merely illustrate the basic concept of the present application by way of illustration, and only the components related to the present application are shown in the drawings and are not drawn according to the number, shape and size of the components in actual implementation, and the form, number and proportion of the components in actual implementation may be arbitrarily changed, and the layout of the components may be more complicated.
In addition, in the following description, specific details are provided in order to provide a thorough understanding of the examples. However, it will be understood by those skilled in the art that the present invention may be practiced without these specific details.
The following describes the technical scheme provided by each embodiment of the present application with reference to the accompanying drawings.
As shown in fig. 1, the present utility model provides a embankment structure of a cross-sea highway, the foundation treatment structure of which comprises a plastic drainage plate treatment structure 1 or a immersed tube sand pile treatment structure 2 or a precast tubular pile treatment structure 3.
As shown in fig. 2, the plastic drainage plate treatment structure 1 comprises a plastic drainage plate 1-1, a non-woven geotextile 1-2, a first crushed stone bedding layer 1-3, a bidirectional steel-plastic geogrid 1-4, a second crushed stone bedding layer 1-5 and a steel-plastic geogrid 1-6, wherein the plastic drainage plate 1-1 is arranged below a embankment main body at equal intervals, the top end of the plastic drainage plate 1-1 extends out of the first crushed stone bedding layer 1-3, the bottom end of the plastic drainage plate 1-1 is lower than the bottom of a soft soil layer, regular triangle arrangement is adopted among the plastic drainage plates 1-1, the non-woven geotextile 1-2 is arranged below the first crushed stone bedding layer 1-3, and is arranged on two sides of the first crushed stone bedding layer 1-3 and the second crushed stone bedding layer 1-5, the first crushed stone bedding layer 1-3, the bidirectional steel-plastic geogrid 1-4 and the second crushed stone bedding layer 1-5 are arranged on the non-woven geotextile 1-2, and are sequentially stacked from bottom to top, and the first crushed stone bedding layer 1-3 and the second crushed stone bedding layer 1-5 are transversely extended outwards along the ground direction. The steel-plastic geogrids 1-6 are arranged on the second broken stone cushion layer 1-5 at equal intervals;
As shown in figure 3, the immersed tube sand pile treatment structure 2 comprises an immersed tube sand pile 2-1, a non-woven geotextile 1-2, a first gravel cushion layer 1-3, a bidirectional steel-plastic geogrid 1-4, a second gravel cushion layer 1-5 and a steel-plastic geogrid 1-6, wherein the immersed tube sand pile 2-1 is arranged below the first gravel cushion layer 1-3 at equal intervals, the top end of the immersed tube sand pile 2-1 is attached to the bottom end of the first gravel cushion layer 1-3, adjacent immersed tube sand piles 2-1 are arranged in a regular triangle, the non-woven geotextile 1-2 is arranged below the first gravel cushion layer 1-3, and is arranged on both sides of the first and second gravel cushion layers 1-3 and 1-5, the first gravel cushion layer 1-3, the bidirectional steel-plastic geogrid 1-4 and the second gravel cushion layer 1-5 are arranged on the non-woven geotextile 1-3 and are sequentially and tightly stacked from bottom to top, and the first and second gravel cushion layers 1-3 and 1-5 are arranged outside the second gravel cushion layer 1-5 at equal intervals in the transverse direction and extend outwards from the second geotextile 1-5;
As shown in fig. 4, the prefabricated pipe pile processing structure 3 comprises a prefabricated pipe pile 3-1, a nonwoven geotextile 1-2, a first stone cushion layer 1-3, a two-way steel-plastic geogrid 1-4 and a second stone cushion layer 1-5, wherein the top of a pile cap of the prefabricated pipe pile 3-1 is flush with the top of the first stone cushion layer 1-3, the bottom of the pile cap of the prefabricated pipe pile 3-1 is flush with the bottom of the first stone cushion layer 1-3, adjacent prefabricated pipe piles 3-1 are arranged in a square shape on a plane, the prefabricated pipe piles 3-1 are arranged at equal intervals, the nonwoven geotextile 1-2 is arranged below the first stone cushion layer 1-3 and on both sides of the first stone cushion layer 1-3 and the second stone cushion layer 1-5, the first stone cushion layer 1-3, the two-way steel-plastic geogrid 1-4 and the second stone cushion layer 1-5 are arranged on the nonwoven geotextile 1-2 and are sequentially and tightly stacked from bottom to top, and the first stone cushion layer 1-3 and the second stone cushion layer 1-5 extend outwards along the lateral direction from the base of the first stone cushion layer 1-3 and the second cushion layer 1-5.
Specifically, different foundation treatment structures are selected according to different geological environments of the cross-sea embankment, a plastic drainage plate treatment structure 1 is adopted for a road section of deep silt and mucky soil, a immersed tube sand pile treatment structure 2 is adopted for a shallow silt, plain filled soil and cohesive soil road section, and a prefabricated pipe pile treatment structure 3 is adopted for a bridge head section, a higher filled section and a geological complex deep soft foundation road section.
In some embodiments, the nonwoven geotextile 1-2 is made of 100% polyester filament needled nonwoven material, the unit mass is more than or equal to 300g/m < 2 >, the bidirectional steel-plastic geogrid 1-4 is of a net structure and can be stretched in the transverse direction and the longitudinal direction at the same time, the longitudinal and transverse fracture elongation of the steel-plastic geogrid 1-6 and the bidirectional steel-plastic geogrid 1-4 is less than or equal to 3%, the longitudinal and transverse tensile strength is more than or equal to 100kN/m < 2 >, the friction coefficient is more than or equal to 0.6, the breadth is more than or equal to 4m, the node stripping force is more than or equal to 300N, the lap joint width is more than 20cm, the pile body granules of the immersed tube sand pile 2-1 are made of medium coarse sand, gravel or stone dust materials, the maximum particle size is less than or equal to 20mm, the mud content is less than or equal to 5%, the precast tubular pile 3-1 is a prestressed concrete tubular pile, the tubular pile is made of C70 concrete, and the pile cap of the precast tubular pile 3-1 is made of concrete.
In some embodiments, as shown in fig. 5-6, the device further comprises a round pipe culvert 5 arranged on the foundation treatment structure, wherein the foundation of the round pipe culvert 5 is arranged above the second crushed stone cushion layer 1-5, and pipe joints of the round pipe culvert 5 are arranged above the foundation of the round pipe culvert 5.
In some embodiments, the expansion joints are arranged between the foundations of the circular pipe culvert 5 and between the pipe joints of the circular pipe culvert 5, and by adopting the scheme, the influence caused by the cracking or damage of the circular pipe culvert 5 due to the change of temperature and humidity can be reduced, and the safety and the stability of the structure of the circular pipe culvert 5 are improved.
As shown in fig. 7, the construction method of the embankment structure of the cross-sea highway of the present utility model comprises the following steps:
(1) Firstly, measuring and paying off, performing embankment body throwing and filling according to parameters, then arranging explosive bags on two sides of the travelling end of the road section to implement blasting, forming a cavity in the sludge by huge pressure generated at the moment of blasting, destroying and squeezing the sludge, and sliding a stone throwing body into the cavity to form a new stone tongue after being vibrated by self gravity so as to achieve the purpose of replacing the sludge, thereby circularly propelling;
(2) Firstly, paving a layer of non-woven geotextile 1-2 on the ground, then filling a first crushed stone bedding layer 1-3 above the non-woven geotextile 1-2, compacting, assembling a positioning unit above the first crushed stone bedding layer 1-3, starting to insert the plastic drainage plate 1-1, cutting off the plastic drainage plate 1-1 when the plastic drainage plate is inserted to a designed depth, replacing the plastic drainage plate to the next point, sequentially circulating until the construction of all the points is completed, paving a two-way steel-plastic geogrid 1-4 above the first crushed stone bedding layer 1-3 after the construction is completed, filling a second crushed stone bedding layer 1-5 above the two-way steel-plastic geogrid 1-4, compacting, extending the second crushed stone bedding layer 1-5 for a certain length along the transverse direction of the road base, and enabling the specific length to meet the design requirement;
Firstly, paving a layer of non-woven geotextile 1-2 on the ground, then filling a first gravel cushion layer 1-3 above the non-woven geotextile 1-2 and compacting, then installing a pile driver above the first gravel cushion layer 1-3, inserting the immersed tube sand pile 2-1 into the soil body to a specified elevation, starting to fill sand, adopting a pipe orifice flushing and vibrating manner to settle sand, repeatedly lifting and lowering a column tube, until the immersed tube sand pile 2-1 is lifted to an orifice, replacing to the next point, sequentially circulating until the construction of all points is completed, paving a two-way steel-plastic geogrid 1-4 above the first gravel cushion layer 1-3 after the construction is completed, filling a second gravel cushion layer 1-5 above the two-way steel-plastic geogrid 1-4, and compacting, wherein the second gravel cushion layer 1-5 extends a certain length along the lateral direction of the road base, and the specific length is required to meet the design requirement;
Firstly, paving a layer of non-woven geotextile 1-2 on the ground, then filling a first stone-breaking cushion layer 1-3 above the non-woven geotextile 1-2 and compacting, then installing a pile machine above the first stone-breaking cushion layer 1-3, vertically pressing the prefabricated pipe pile 3-1 into a soil body through a hydraulic system, sequentially pressing piles by moving pile positions, excavating pile cap soil bodies after construction is finished, pouring and curing binding steel bars with concrete, and finally paving a two-way steel-plastic geogrid 1-4 above the first stone-breaking cushion layer 1-3, filling a second stone-breaking cushion layer 1-5 on the two-way steel-plastic geogrid 1-4 and compacting, wherein the second stone-breaking cushion layer 1-5 extends a certain length along the transverse direction of the road foundation, and the specific length is required to meet design requirements;
(3) The method comprises the following steps of firstly carrying out construction lofting, adopting horizontal segmentation and layered filling, paving by a bulldozer, then pre-pressing and leveling by the bulldozer or a road roller, and finally vibrating and compacting by the road roller;
(4) Firstly, measuring and paying off and excavating a foundation pit, then constructing a culvert bottom foundation by using C20 concrete, installing pipe joints of the circular pipe culvert 5 by using a lifting appliance and a forklift, and finally backfilling the foundation pit on the pipe top of the circular pipe culvert 5 and tamping by using a tamping machine;
(5) After the roadbed is built, construction is needed to be carried out on the road surface of the embankment, the concrete pavement is sequentially formed by a graded broken stone cushion layer, a cement stabilized broken stone base layer and a concrete pavement from bottom to top, firstly, graded broken stone is mixed, paved on the roadbed by a mixed material transport vehicle, rolled by a road roller along the direction parallel to the center of the road, then, cement stabilized broken stone is mixed, paved on the roadbed by the mixed material transport vehicle, rolled by the road roller along the direction parallel to the center of the road, geotextile is covered, water is sprayed and maintained for seven days, finally, cement-soil pavement pouring is carried out, concrete mixture is transported to a paving place by a concrete transport vehicle to be paved, vibrated and finished, then, disc trowelling is carried out, and after sprinkling, old hemp bags are used for covering and maintenance for 14-21 days.
In some embodiments, the blasting and dredging are performed by determining the filling height of the embankment body according to the geotechnical calculation principle and the design height of the embankment body, determining the filling width of the embankment body according to the filling height and the design section of the embankment body, and the filling stone is the core stone 4, wherein the elevation of the basic bottom of the core stone 4 after blasting is completed meets the design requirement.
In some embodiments, the gaps between the pipe joints of the round pipe culvert 5 are filled with asphalt hemp batting, and the outside is wrapped by asphalt felt coated with hot asphalt for three times to be waterproof.
The same and similar parts of the embodiments in this specification are all referred to each other, and each embodiment focuses on the differences from the other embodiments.
The foregoing is merely illustrative of the present application, and the present application is not limited thereto, and any changes or substitutions easily contemplated by those skilled in the art within the scope of the present application should be included in the present application. Therefore, the protection scope of the application is subject to the protection scope of the claims.
Claims (5)
1. The embankment structure of the cross-sea highway is characterized by comprising a foundation treatment structure, wherein the foundation treatment structure comprises a plastic drainage plate treatment structure (1) or a immersed tube sand pile treatment structure (2) or a precast tubular pile treatment structure (3);
The plastic drainage plate treatment structure (1) comprises a plastic drainage plate (1-1), non-woven geotextile (1-2), a first crushed stone cushion layer (1-3), a two-way steel-plastic geogrid (1-4), a second crushed stone cushion layer (1-5) and a steel-plastic geogrid (1-6), wherein the plastic drainage plate (1-1) is arranged below a embankment main body at equal intervals, the top end of the plastic drainage plate (1-1) extends out of the first crushed stone cushion layer (1-3), the bottom end of the plastic drainage plate (1-1) is lower than the bottom of a soft soil layer, regular triangle arrangement is adopted among the plastic drainage plates (1-1), the non-woven geotextile (1-2) is arranged below the first crushed stone cushion layer (1-3), and on two sides of the first crushed stone cushion layer (1-3) and the second crushed stone cushion layer (1-5), the first crushed stone cushion layer (1-3), the two-way steel-plastic geogrid (1-4) and the second crushed stone cushion layer (1-5) are arranged on the non-woven geotextile (1-2) in a close stack mode, the first gravel cushion layer (1-3) and the second gravel cushion layer (1-5) extend outwards along the transverse direction of the road base, and the steel-plastic geogrids (1-6) are arranged on the second gravel cushion layer (1-5) at equal intervals;
The immersed tube sand pile treatment structure (2) comprises immersed tube sand piles (2-1), non-woven geotextile (1-2), a first gravel cushion layer (1-3), a bidirectional steel-plastic geogrid (1-4), a second gravel cushion layer (1-5) and a steel-plastic geogrid (1-6), wherein the immersed tube sand piles (2-1) are arranged below the first gravel cushion layer (1-3) at equal intervals, the top ends of the immersed tube sand piles (2-1) are attached to the bottom ends of the first gravel cushion layer (1-3), regular triangle arrangement is adopted between the adjacent immersed tube sand piles (2-1), the non-woven geotextile (1-2) is arranged below the first gravel cushion layer (1-3), and is arranged on two sides of the first gravel cushion layer (1-3) and the second gravel cushion layer (1-5), the first gravel cushion layer (1-3), the bidirectional steel-plastic geogrid (1-4) and the second gravel cushion layer (1-5) are arranged on the non-woven geotextile (1-2), the first gravel cushion layers (1-3) and the second gravel cushion layers (1-5) are respectively and tightly stacked from bottom to top and extend outwards along the transverse direction of the road base, and the steel-plastic geogrids (1-6) are arranged on the second gravel cushion layers (1-5) at equal intervals;
The prefabricated pipe pile treatment structure (3) comprises prefabricated pipe piles (3-1), non-woven geotextile (1-2), a first gravel cushion layer (1-3), a two-way steel-plastic geogrid (1-4) and a second gravel cushion layer (1-5), wherein the top of a pile cap of the prefabricated pipe piles (3-1) is flush with the top of the first gravel cushion layer (1-3), the bottoms of the pile caps of the prefabricated pipe piles (3-1) are flush with the bottoms of the first gravel cushion layers (1-3), adjacent prefabricated pipe piles (3-1) are arranged in a square shape on a plane, the prefabricated pipe piles (3-1) are arranged at equal intervals, the non-woven geotextile (1-2) is arranged below the first gravel cushion layer (1-3) and on two sides of the first gravel cushion layer (1-3) and the second gravel cushion layer (1-5), the first gravel cushion layer (1-3), the two-way steel-plastic geogrid (1-4) and the second gravel cushion layer (1-5) are arranged on the non-woven geotextile (1-2) and are sequentially stacked from top to bottom of the second gravel cushion layer (1-3) and extend to the first gravel cushion layer (1-5) in the horizontal direction.
2. The embankment structure of the cross-sea highway according to claim 1 is characterized in that different foundation treatment structures are selected according to different geological environments of the cross-sea embankment, a plastic drainage plate treatment structure (1) is adopted for a road section of deep silt and mucky soil, a immersed tube sand pile treatment structure (2) is adopted for a shallow silt, plain fill soil and cohesive soil road section, and a prefabricated tubular pile treatment structure (3) is adopted for a bridge head section, a higher fill section and a geological complex deep soft foundation road section.
3. The embankment structure of the sea-crossing highway according to claim 1, wherein the nonwoven geotextile (1-2) is made of 100% polyester filament needled nonwoven material, the unit mass is more than or equal to 300g/m < 2 >, the bidirectional steel-plastic geogrid (1-4) is of a net structure and can be stretched in the transverse direction and the longitudinal direction at the same time, the longitudinal and transverse fracture elongation of the steel-plastic geogrid (1-6) and the bidirectional steel-plastic geogrid (1-4) is less than or equal to 3%, the longitudinal and transverse tensile strength is more than or equal to 100kN/m < 2 >, the friction coefficient is more than or equal to 0.6, the breadth is more than or equal to 4m, the node stripping force is more than or equal to 300N, the lap joint width is more than 20cm, the pile body granules of the immersed tube sand pile (2-1) are made of medium coarse sand, the gravel or stone dust material, the maximum grain size is less than or equal to 20mm, the mud content is less than or equal to 5%, the precast tubular pile (3-1) is prestressed concrete, the tubular pile is C70 concrete, and the precast tubular pile (3-1) is C30 concrete is adopted by the precast tubular pile cap.
4. The embankment structure of a sea-crossing highway according to claim 1, further comprising a round pipe culvert (5) arranged on the foundation treatment structure, wherein the foundation of the round pipe culvert (5) is arranged above the second gravel bed (1-5), and wherein the pipe sections of the round pipe culvert (5) are arranged above the foundation of the round pipe culvert (5).
5. The seaway structure of claim 4, wherein expansion joints are arranged between the foundations of the circular culvert (5) and between the pipe joints of the circular culvert (5).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202422540234.7U CN223214394U (en) | 2024-10-21 | 2024-10-21 | Embankment structure of sea-crossing highway |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202422540234.7U CN223214394U (en) | 2024-10-21 | 2024-10-21 | Embankment structure of sea-crossing highway |
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| Publication Number | Publication Date |
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| CN223214394U true CN223214394U (en) | 2025-08-12 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN202422540234.7U Active CN223214394U (en) | 2024-10-21 | 2024-10-21 | Embankment structure of sea-crossing highway |
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| Country | Link |
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| CN (1) | CN223214394U (en) |
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