Embankment structure of cross-sea road

Abstract

The utility model discloses an embankment structure of a cross-sea road and a construction method thereof, the embankment structure comprises a foundation treatment structure, the foundation treatment structure comprises a plastic drainage plate treatment structure or a pipe sinking sand pile treatment structure or a prefabricated pipe pile treatment structure; the plastic drainage plate treatment structure comprises a plastic drainage plate, a non-woven geotextile, a first broken stone hardcore, a two-way steel-plastic geogrid, a second broken stone hardcore and a steel-plastic geogrid. The immersed tube sand pile processing structure comprises an immersed tube sand pile, non-woven geotextile, a first broken stone hardcore, a two-way steel-plastic geogrid, a second broken stone hardcore and a steel-plastic geogrid. The prefabricated pipe pile treatment structure comprises a prefabricated pipe pile, non-woven geotextile, a first broken stone hardcore, a bidirectional steel-plastic geogrid and a second broken stone hardcore.

Description

Technical Field

[0001] The utility model relates to the technical field of embankment engineering of a cross-sea highway, in particular to an embankment structure of a cross-sea highway. Background Art

[0002] With my country's booming economy and accelerating regional integration, small island cities along the coast face unique challenges posed by the marine environment. To bridge geographical barriers and promote economic and personnel exchanges, landmark projects such as cross-sea bridges and tunnels have emerged, effectively alleviating the constraints of maritime conditions on transportation. However, given the immense construction complexity and high costs of these megaprojects, the concept of affordable cross-sea highways has emerged as a viable option for connecting islands with the mainland.

[0003] However, there are a large number of mudflats, silt and silty clay along the cross-sea highway, and the soil properties are mostly characterized by high compressibility, high sensitivity, high water content, poor permeability, and weak foundation strength. During the construction process, it is easy to cause uneven foundation settlement, posing a huge risk. In addition, the soil quality in different sections of the road is also different, and different soil structures require different treatment methods. These problems have brought huge challenges to the construction of the cross-sea highway.

[0004] In response to the above problems, there is currently a lack of further specific research on the construction process of cross-sea highways under different geological environments, so there is an urgent need to design a structure and construction method of cross-sea highway embankments that can effectively solve the above problems. Utility Model Content

[0005] (1) Technical issues to be resolved

[0006] The technical problem to be solved by the utility model is to provide an embankment structure for a cross-sea highway, which is suitable for treating different soft foundations and can adopt different treatment methods for various complex geological environments, and is flexible and changeable.

[0007] (2) Technical solution

[0008] The solution adopted by the utility model to solve the above technical problems is a cross-sea highway embankment structure, including a foundation treatment structure, wherein the foundation treatment structure includes a plastic drainage board treatment structure, a pipe-sinking sand pile treatment structure, or a prefabricated pipe pile treatment structure;

[0009] The plastic drainage board treatment structure includes 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 plastic drainage boards are arranged at equal intervals below the main body of the embankment, and the top of the plastic drainage board extends out of the first crushed stone cushion layer, and the bottom of the plastic drainage board is lower than the bottom of the soft soil layer; the plastic drainage boards are arranged in an equilateral triangle; the non-woven geotextile is arranged below the first crushed stone cushion layer, and on both sides of the first and second crushed stone cushion layers; the first crushed stone cushion layer, the bidirectional steel-plastic geogrid, and the second crushed stone cushion layer are arranged on the non-woven geotextile and are stacked tightly in sequence from bottom to top, with the first and second crushed stone cushion layers extending outward in the transverse direction of the roadbed. The steel-plastic geogrid is arranged at equal intervals on the second crushed stone cushion layer;

[0010] The pipe-sinking sand pile treatment structure includes pipe-sinking sand piles, 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 pipe-sinking sand piles are arranged at equal intervals below the first crushed stone cushion layer, and the tops of the pipe-sinking sand piles are in contact with the bottom of the first crushed stone cushion layer, and adjacent pipe-sinking sand piles are arranged in an equilateral triangle; the non-woven geotextile is arranged below the first crushed stone cushion layer and on both sides of the first and second crushed stone cushion layers; the first crushed stone cushion layer, the bidirectional steel-plastic geogrid and the second crushed stone cushion layer are arranged on the non-woven geotextile and are stacked tightly in sequence from bottom to top; the first crushed stone cushion layer and the second crushed stone cushion layer both extend outward in the transverse direction of the roadbed; the steel-plastic geogrid is arranged at equal intervals on the second crushed stone cushion layer;

[0011] The prefabricated pipe pile processing structure includes prefabricated pipe piles, non-woven geotextile, a first crushed stone cushion layer, a bidirectional steel-plastic geogrid and a second crushed stone cushion layer; the top of the pile cap of the prefabricated pipe pile is flush with the top of the first crushed stone cushion layer, and the bottom of the pile cap of the prefabricated pipe pile is flush with the bottom of the first crushed stone cushion layer. Adjacent prefabricated pipe piles are arranged in a square shape on the plane, and the prefabricated pipe piles are arranged at equal intervals; the non-woven geotextile is arranged below the first crushed stone cushion layer, and on both sides of the first crushed stone cushion layer and the second crushed stone cushion layer; the first crushed stone cushion layer, the bidirectional steel-plastic geogrid and the second crushed stone cushion layer are arranged on the non-woven geotextile and are stacked tightly in sequence from bottom to top; the first crushed stone cushion layer and the second crushed stone cushion layer both extend outward in the transverse direction of the roadbed.

[0012] In some embodiments, different foundation treatment structures are selected for different geological environments of cross-sea embankments; for sections with deep silt and silty soil, a plastic drainage board treatment structure is used; for shallow silt, plain fill and clay soil sections, a sunken tube sand pile treatment structure is used; for bridgehead sections, higher fill sections and geologically complex deep soft foundation sections, a prefabricated pipe pile treatment structure is used.

[0013] In some embodiments, the non-woven geotextile is made of 100% polyester filament needle-punched non-woven material with a unit mass ≥300g / m2; the bidirectional steel-plastic geogrid is a mesh structure and can be stretched simultaneously in the transverse and longitudinal directions; the longitudinal and transverse breaking elongation of the steel-plastic geogrid and the bidirectional steel-plastic geogrid is ≤3%, the longitudinal and transverse tensile strength is ≥100kN / m2, the friction coefficient is ≥0.6, the width is ≥4m, the node peeling force is ≥300N, and the overlap width is greater than 20cm; the pile body granular material of the sunken pipe sand pile is made of medium-coarse sand or gravel or stone chips, the maximum particle size is ≤20mm, and the mud content is ≤5%; the prefabricated pipe pile is a prestressed concrete pipe pile, the pipe pile of the prefabricated pipe pile is made of C70 concrete, and the pile cap of the prefabricated pipe pile is made of C30 concrete.

[0014] In some embodiments, a circular culvert is further included, which is arranged on the foundation treatment structure; the foundation of the circular culvert is arranged above the second gravel cushion layer, and the pipe sections of the circular culvert are arranged above the foundation of the circular culvert.

[0015] The above solution can ensure that the seawater on both sides of the cross-sea highway is interconnected, reducing damage to the environment.

[0016] In some embodiments, expansion joints are provided between the foundations of the circular culvert and between the pipe sections of the circular culvert.

[0017] The above solution can reduce the impact of cracking or damage to the circular culvert caused by changes in temperature and humidity, thereby improving the safety and stability of the circular culvert structure.

[0018] The solution adopted by the present invention to solve the above technical problems is a construction method of an embankment structure of a cross-sea highway, comprising the following steps:

[0019] (1) For sections of silt and silty soil, blasting and squeezing of silt are first required. The specific steps are as follows: first, survey and lay out the lines, and fill the embankment according to the parameters. Next, explosive packs are placed on both sides of the road section for blasting. At the moment of detonation, huge pressure will be generated to form a cavity in the silt, destroying and squeezing the silt out. The riprap, with the help of its own gravity, slides into the cavity after being vibrated to form a new stone tongue, achieving the purpose of replacing the silt. This cycle promotes the work.

[0020] (2) For sections with deep silt and silty soil, a plastic drainage board treatment structure is used for soft foundation treatment. The specific steps are as follows: first, a layer of non-woven geotextile is laid on the ground, and then the first crushed stone cushion layer is filled on the non-woven geotextile and compacted. The positioning unit is assembled on the first crushed stone cushion layer, and the plastic drainage board is started to be inserted. When it is inserted to the designed depth, the plastic drainage board is cut off and replaced to the next point. The cycle is repeated until the construction of all points is completed. After the construction is completed, a bidirectional steel-plastic geogrid is laid on the first crushed stone cushion layer, and the second crushed stone cushion layer is filled on the bidirectional steel-plastic geogrid and compacted. The second crushed stone cushion layer should extend a certain length from the slope foot in the transverse direction of the roadbed, and the specific length should meet the design requirements. Then, the two ends of the non-woven geotextile under the first crushed stone cushion layer are reversed upward as the edge protection of the first and second crushed stone cushion layers. Finally, steel-plastic geogrids are added at a certain interval on the second crushed stone cushion layer, and the spacing is determined according to the design requirements.

[0021] For sections with shallow silt, plain fill and clay soil, the soft foundation treatment structure is carried out by using a pipe-sinking sand pile treatment structure. The specific steps are as follows: first, a layer of non-woven geotextile is laid on the ground, and then the first crushed stone cushion layer is filled on the non-woven geotextile and compacted; then a pile driver is installed on the first crushed stone cushion layer, and the pipe-sinking sand pile is inserted into the soil to the specified elevation and then sand is poured. The sand is deposited by flushing water and vibrating the pipe mouth and the pressure is repeatedly raised and lowered until the pipe-sinking sand pile is lifted to the hole mouth and replaced to the next point. The cycle is repeated until all points are completed. After the construction is completed, a bidirectional steel-plastic geogrid is laid on top of the first crushed stone cushion layer, and a second crushed stone cushion layer is filled on the bidirectional steel-plastic geogrid and compacted. The second crushed stone cushion layer should extend a certain length beyond the slope foot in the transverse direction of the roadbed, and the specific length should meet the design requirements. Then, the two ends of the non-woven geotextile under the first crushed stone cushion layer are turned up to serve as the edge protection of the first and second crushed stone cushion layers. Finally, steel-plastic geogrids are added at regular intervals on the second crushed stone cushion layer, and the spacing is determined according to the design requirements.

[0022] For bridgehead sections, higher fill sections, and deep soft foundation sections with complex geology, prefabricated pipe pile treatment structures are used for soft foundation treatment. The specific steps are as follows: first, a layer of non-woven geotextile is laid on the ground, and then the first crushed stone cushion layer is filled on top of the non-woven geotextile and compacted; then, a pile driver is installed on top of the first crushed stone cushion layer, and the prefabricated pipe piles are pressed vertically into the soil through the hydraulic system, and the pile positions are moved in sequence for pile pressing; after the construction is completed, the pile cap soil needs to be excavated, and the steel bars are tied and poured with concrete for maintenance; finally, a bidirectional steel-plastic geogrid is laid on top of the first crushed stone cushion layer, and the second crushed stone cushion layer is filled on the bidirectional steel-plastic geogrid and compacted. The second crushed stone cushion layer should extend a certain length from the slope foot in the transverse direction of the roadbed, and the specific length should meet the design requirements; the two ends of the non-woven geotextile under the first crushed stone cushion layer are reversed upwards as edge protection for the first and second crushed stone cushion layers;

[0023] (3) The roadbed is then processed, mainly including filling and excavation. The specific steps are as follows: When filling, first carry out construction layout, adopt horizontal segmentation and layer filling, spread with a bulldozer, then use a bulldozer or roller to pre-compact and level, and finally use a roller to vibrate and compact; when excavating, mainly focus on crushing rocks with larger diameters, and use hydraulic breakers to crush the rock mass;

[0024] (4) For the coastal section, a circular culvert needs to be installed on the roadbed. The specific steps are as follows: first, survey and lay out the lines and excavate the foundation pit. Then, use C20 concrete to construct the culvert bottom foundation. Use a hoist and a forklift to install the pipe sections of the circular culvert. Finally, backfill the foundation pit at the top of the circular culvert and compact it with a compactor.

[0025] (5) After the roadbed is built, the embankment pavement needs to be constructed. The specific steps are as follows: the pavement is composed of graded crushed stone cushion layer, cement stabilized crushed stone base layer and concrete pavement from bottom to top; first, the graded crushed stone is mixed, spread on the roadbed with a mixture transport vehicle, and rolled with a roller in a direction parallel to the center of the road; then, the cement stabilized crushed stone is mixed, spread on the roadbed with a mixture transport vehicle, and rolled with a roller in a direction parallel to the center of the road. After the construction is completed, the geotextile is laid and water is sprinkled for maintenance for seven days; finally, the cement soil pavement is poured, and the concrete mixture is transported to the paving site by a concrete transport vehicle for paving, vibration, and surface preparation, then smoothed with a disc trowel and roughened with an embossing machine. After sprinkling water, it is covered with old sacks for maintenance for 14 to 21 days.

[0026] In some embodiments, the blasting to squeeze out silt needs to determine the height of the embankment fill based on geotechnical calculation principles and the designed height of the embankment; the width of the embankment fill needs to be determined based on the fill height and the designed section of the embankment; the fill stone is the embankment core stone, and after the blasting is completed, the bottom elevation of the embankment core stone foundation should meet the design requirements.

[0027] In some embodiments, the gaps between the pipe sections of the circular culvert are filled with asphalt hemp, and the outside is wrapped with three layers of oil felt coated with hot asphalt for waterproofing.

[0028] (3) Beneficial effects

[0029] Compared with the existing technology, the utility model designs a cross-sea highway embankment structure and a construction method thereof.

[0030] (1) This utility model uses plastic drainage boards to treat deep soft foundations with high moisture content, high compressibility, and poor permeability. This method has the characteristics of good drainage performance, low cost, little disturbance to the foundation, and guaranteed foundation integrity;

[0031] (2) The utility model adopts sinking tube sand piles for foundation treatment when treating shallow silt, plain fill, and clay foundation with insufficient foundation bearing capacity or poor geological conditions. This method has good drainage and consolidation performance and can improve soil strength through compaction replacement;

[0032] (3) This utility model uses prefabricated pipe piles for foundation treatment when dealing with bridgehead sections, higher fill sections, and deep soft foundations with complex geology. This method has the characteristics of strong bearing capacity and efficient construction;

[0033] (4) The utility model is suitable for treating different soft foundations and can adopt different treatment methods for various complex geological environments, which is flexible and changeable;

[0034] (5) The present invention can also be applied to the construction of cross-sea highway sections. On the basis of the above, by adding a circular culvert in the roadbed, the construction of a cross-sea highway embankment can be realized. Compared with bridges and tunnels, the construction of a cross-sea highway has a higher cost-effectiveness. BRIEF DESCRIPTION OF THE DRAWINGS

[0035] In order to more clearly illustrate the technical solutions of the embodiments of the present application, the following briefly introduces the drawings required for use in the embodiments. Obviously, the drawings described below are only some embodiments of the present application. For ordinary technicians in this field, other drawings can be obtained based on these drawings without any creative work.

[0036] Figure 1 Schematic diagrams of three types of foundation treatment structures for an embankment structure of a cross-sea highway;

[0037] Figure 2 This is a cross-sectional view of the plastic drainage board treatment structure;

[0038] Figure 3 This is a cross-sectional view of the sunken tube sand pile treatment structure;

[0039] Figure 4This is a cross-sectional view of the prefabricated pipe pile treatment structure;

[0040] Figure 5 This is a cross-sectional view of a circular culvert;

[0041] Figure 6 This is a schematic diagram of the side opening of a circular culvert;

[0042] Figure 7 The present invention is a construction process flow chart of a construction method of an embankment structure of a cross-sea highway.

[0043] The names of the components corresponding to the various figure marks in the figure are: 1. Plastic drainage board treatment structure; 1-1. Plastic drainage board; 1-2. Non-woven geotextile; 1-3. First gravel cushion layer; 1-4. Bidirectional steel-plastic geogrid; 1-5. Second gravel cushion layer; 1-6. Steel-plastic geogrid; 2. Sinking tube sand pile treatment structure; 2-1. Sinking tube sand pile; 3. Prefabricated pipe pile treatment structure; 3-1. Prefabricated pipe pile; 4. Embankment core stone; 5. Circular culvert. DETAILED DESCRIPTION

[0044] The following embodiments are used to illustrate the present invention, but are not intended to limit the scope of the present invention.

[0045] In the description of this utility model, it should be noted that, unless otherwise expressly specified or limited, the terms "mounted," "connected," and "connected" should be understood in a broad sense. For example, they can refer to fixed connections, detachable connections, or integral connections; mechanical connections, electrical connections; direct connections, indirect connections through an intermediate medium, and internal communication between two components. Those skilled in the art will understand the specific meanings of the above terms in this utility model based on the specific circumstances.

[0046] The following describes the embodiments of the present application through specific examples, and those skilled in the art can easily understand other advantages and effects of the present application from the contents disclosed in this specification. Obviously, the described embodiments are only a part of the embodiments of the present application, rather than all the embodiments. The present application can also be implemented or applied through other different specific embodiments, and the details in this specification can also be modified or changed in various ways based on different viewpoints and applications without departing from the spirit of the present application. It should be noted that, in the absence of conflict, the features in the following embodiments and embodiments can be combined with each other. Based on the embodiments in the present application, all other embodiments obtained by those of ordinary skill in the art without making creative work are within the scope of protection of this application.

[0047] It should be noted that various aspects of the embodiments within the scope of the appended claims are described below. It should be apparent that the aspects described herein can be embodied in a wide variety of forms, and any specific structure and / or function described herein is merely illustrative. Based on this application, it should be understood by those skilled in the art that an aspect described herein can be implemented independently of any other aspect, and two or more of these aspects can be combined in various ways. For example, any number and aspect described herein can be used to implement the device and / or practice the method. In addition, other structures and / or functionalities other than one or more of the aspects described herein can be used to implement this device and / or practice this method.

[0048] It should also be noted that the illustrations provided in the following embodiments are only schematic illustrations of the basic concept of the present application. The illustrations only show components related to the present application and are not drawn according to the number, shape and size of components in actual implementation. In actual implementation, the type, quantity and proportion of each component can be changed at will, and the component layout type may also be more complicated.

[0049] Additionally, in the following description, specific details are provided to provide a thorough understanding of the examples, however, one skilled in the art will appreciate that the examples can be practiced without these specific details.

[0050] The following describes the technical solutions provided by various embodiments of the present application in conjunction with the accompanying drawings.

[0051] like Figure 1 As shown, the utility model provides an embankment structure for a cross-sea highway, wherein the foundation treatment structure includes a plastic drainage board treatment structure 1 or a sunken pipe sand pile treatment structure 2 or a prefabricated pipe pile treatment structure 3.

[0052] like Figure 2As shown, the plastic drainage board treatment structure 1 includes a plastic drainage board 1-1, 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; the plastic drainage boards 1-1 are arranged at equal intervals below the main body of the embankment, and the top of the plastic drainage board 1-1 extends out of the first gravel cushion layer 1-3, and the bottom of the plastic drainage board 1-1 is lower than the bottom of the soft soil layer; the plastic drainage boards 1-1 are arranged in an equilateral triangle; the non-woven geotextile 1-2 is arranged below the first gravel cushion layer 1-3, and on both 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 and are stacked tightly from bottom to top, and the first gravel cushion layer 1-3 and the second gravel cushion layer 1-5 both extend outward along the transverse direction of the roadbed. The steel-plastic geogrids 1-6 are arranged at equal intervals on the second gravel cushion layer 1-5;

[0053] like Figure 3 As shown, the pipe-sinking sand pile treatment structure 2 includes a pipe-sinking sand pile 2-1, a non-woven geotextile 1-2, a first crushed stone cushion layer 1-3, a bidirectional steel-plastic geogrid 1-4, a second crushed stone cushion layer 1-5 and a steel-plastic geogrid 1-6; the pipe-sinking sand piles 2-1 are arranged at equal intervals below the first crushed stone cushion layer 1-3, and the top of the pipe-sinking sand pile 2-1 is in contact with the bottom of the first crushed stone cushion layer 1-3, and adjacent pipe-sinking sand piles 2-1 are arranged in an equilateral triangle; the non-woven geotextile 1- 2 is arranged below the first crushed stone cushion layer 1-3, and on both 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 bidirectional steel-plastic geogrid 1-4 and the second crushed stone cushion layer 1-5 are arranged on the non-woven geotextile 1-2 and are stacked tightly from bottom to top; the first crushed stone cushion layer 1-3 and the second crushed stone cushion layer 1-5 both extend outward in the transverse direction of the roadbed; the steel-plastic geogrid 1-6 is arranged at equal intervals on the second crushed stone cushion layer 1-5;

[0054] like Figure 4As shown, the prefabricated pipe pile processing structure 3 includes a prefabricated pipe pile 3-1, a non-woven geotextile 1-2, a first crushed stone cushion layer 1-3, a bidirectional steel-plastic geogrid 1-4 and a second crushed stone cushion layer 1-5; the top of the pile cap of the prefabricated pipe pile 3-1 is flush with the top of the first crushed 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 crushed stone cushion layer 1-3, and adjacent prefabricated pipe piles 3-1 are arranged in a square shape on the plane, and the prefabricated pipe piles 3-1 are arranged at equal intervals; the non-woven geotextile 1-2 is arranged below the first crushed stone cushion layer 1-3, and on both 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 bidirectional steel-plastic geogrid 1-4 and the second crushed stone cushion layer 1-5 are arranged on the non-woven geotextile 1-2, and are stacked tightly in sequence from bottom to top; the first crushed stone cushion layer 1-3 and the second crushed stone cushion layer 1-5 both extend outward along the transverse direction of the roadbed.

[0055] Specifically, different foundation treatment structures are selected for different geological environments of cross-sea embankments; for sections with deep silt and silty soil, plastic drainage board treatment structure 1 is adopted; for shallow silt, plain fill and clay soil sections, sunken pipe sand pile treatment structure 2 is adopted; for bridgehead sections, higher fill sections and sections with complex geological conditions and deep soft foundation, prefabricated pipe pile treatment structure 3 is adopted.

[0056] In some embodiments, the non-woven geotextile 1-2 is made of 100% polyester filament needle-punched non-woven material with a unit mass ≥300g / m2; the bidirectional steel-plastic geogrid 1-4 is a mesh structure and can be stretched simultaneously in the transverse and longitudinal directions; the longitudinal and transverse breaking elongation of the steel-plastic geogrid 1-6 and the bidirectional steel-plastic geogrid 1-4 is ≤3%, the longitudinal and transverse tensile strength is ≥100kN / m2, the friction coefficient is ≥0.6, the width is ≥4m, the node peeling force is ≥300N, and the overlap width is greater than 20cm; the pile body granular material of the sunken tube sand pile 2-1 is medium-coarse sand or gravel or stone chips, the maximum particle size is ≤20mm, and the mud content is ≤5%; the prefabricated pipe pile 3-1 is a prestressed concrete pipe pile, the pipe pile of the prefabricated pipe pile 3-1 is made of C70 concrete, and the pile cap of the prefabricated pipe pile 3-1 is made of C30 concrete.

[0057] In some embodiments, as Figure 5-Figure 6 , and also includes a circular culvert 5 arranged on the foundation treatment structure; the foundation of the circular culvert 5 is arranged above the second gravel cushion layer 1-5, and the pipe sections of the circular culvert 5 are arranged above the foundation of the circular culvert 5. The above scheme can ensure that the seawater on both sides of the cross-sea highway is connected to each other, reducing damage to the environment.

[0058] In some embodiments, expansion joints are provided between the foundations of the circular culvert 5 and between the pipe sections of the circular culvert 5. The above solution can reduce the impact of cracking or damage to the circular culvert 5 caused by changes in temperature and humidity, thereby improving the safety and stability of the circular culvert 5 structure.

[0059] like Figure 7 As shown, the construction method of a cross-sea highway embankment structure of the utility model includes the following steps:

[0060] (1) For sections of silt and silty soil, blasting and squeezing of silt are first required. The specific steps are as follows: first, survey and lay out the lines, and fill the embankment according to the parameters. Next, explosive packs are placed on both sides of the road section for blasting. At the moment of detonation, huge pressure will be generated to form a cavity in the silt, destroying and squeezing the silt out. The riprap, with the help of its own gravity, slides into the cavity after being vibrated to form a new stone tongue, achieving the purpose of replacing the silt. This cycle promotes the work.

[0061] (2) For sections with deep silt and silty soil, a plastic drainage board treatment structure 1 is used for soft foundation treatment. The specific steps are as follows: first, a layer of non-woven geotextile 1-2 is laid on the ground, and then the first crushed stone cushion layer 1-3 is filled on the non-woven geotextile 1-2 and compacted. The positioning unit is assembled on the first crushed stone cushion layer 1-3, and the plastic drainage board 1-1 is inserted and inserted to the designed depth. When the plastic drainage board 1-1 is cut off and replaced to the next point, the cycle is repeated until the construction of all points is completed. After the construction is completed, the first crushed stone cushion layer 1-3 is filled with the first crushed stone cushion layer 1-3. A bidirectional steel-plastic geogrid 1-4 is laid on top, and a second crushed stone cushion layer 1-5 is filled and compacted on the bidirectional steel-plastic geogrid 1-4. The second crushed stone cushion layer 1-5 should extend a certain length beyond the slope foot in the transverse direction of the roadbed. The specific length should meet the design requirements. Then, the ends of the non-woven geotextile 1-2 below the first crushed stone cushion layer 1-3 are turned up to serve as the edge protection of the first crushed stone cushion layer 1-3 and the second crushed stone cushion layer 1-5. Finally, steel-plastic geogrids 1-6 are added at regular intervals on the second crushed stone cushion layer 1-5. The spacing is determined according to the design requirements.

[0062] For sections of shallow silt, plain fill and clay soil, a pipe-sinking sand pile treatment structure 2 is used for soft foundation treatment. The specific steps are as follows: first, a layer of non-woven geotextile 1-2 is laid on the ground, and then a first crushed stone cushion layer 1-3 is filled on top of the non-woven geotextile 1-2 and compacted; then, a pile driver is installed on top of the first crushed stone cushion layer 1-3, and the pipe-sinking sand pile 2-1 is inserted into the soil to the specified elevation and then sand is poured. The sand is deposited by flushing water and vibrating the pipe mouth, and the pressure is repeatedly raised and lowered to pull the column pipe until the pipe-sinking sand pile 2-1 is lifted to the hole mouth and replaced to the next point. The cycle is repeated until the construction of all points is completed. After completion, a bidirectional steel-plastic geogrid 1-4 is laid on top of the first crushed stone cushion layer 1-3, and a second crushed stone cushion layer 1-5 is filled and compacted on the bidirectional steel-plastic geogrid 1-4. The second crushed stone cushion layer 1-5 should extend a certain length beyond the slope foot in the transverse direction of the roadbed, and the specific length should meet the design requirements. Then, the two ends of the non-woven geotextile 1-2 below the first crushed stone cushion layer 1-3 are turned up to serve as edge protection for the first crushed stone cushion layer 1-3 and the second crushed stone cushion layer 1-5. Finally, steel-plastic geogrids 1-6 are added at regular intervals on the second crushed stone cushion layer 1-5, and the spacing is determined according to the design requirements.

[0063] For bridgehead sections, higher fill sections, and sections with complex geological conditions and deep soft foundation, a prefabricated pipe pile treatment structure 3 is used for soft foundation treatment. The specific steps are as follows: first, a layer of non-woven geotextile 1-2 is laid on the ground, and then a first crushed stone cushion layer 1-3 is filled on top of the non-woven geotextile 1-2 and compacted; then, a pile driver is installed on top of the first crushed stone cushion layer 1-3, and the prefabricated pipe pile 3-1 is vertically pressed into the soil through the hydraulic system, and the pile position is moved to press the piles in sequence; after the construction is completed, the soil of the pile cap needs to be excavated and the steel bars are tied. The reinforcement is poured and cured with concrete; finally, a bidirectional steel-plastic geogrid 1-4 is laid on top of the first crushed stone cushion layer 1-3, and a second crushed stone cushion layer 1-5 is filled and compacted on the bidirectional steel-plastic geogrid 1-4. The second crushed stone cushion layer 1-5 should extend a certain length beyond the slope foot in the transverse direction of the roadbed, and the specific length should meet the design requirements; the two ends of the non-woven geotextile 1-2 under the first crushed stone cushion layer 1-3 are turned up to serve as edge protection for the first crushed stone cushion layer 1-3 and the second crushed stone cushion layer 1-5;

[0064] (3) The roadbed is then processed, mainly including filling and excavation. The specific steps are as follows: When filling, first carry out construction layout, adopt horizontal segmentation and layer filling, spread with a bulldozer, then use a bulldozer or roller to pre-compact and level, and finally use a roller to vibrate and compact; when excavating, mainly focus on crushing rocks with larger diameters, and use hydraulic breakers to crush the rock mass;

[0065] (4) For the coastal section, a circular culvert 5 needs to be installed on the roadbed. The specific steps are as follows: first, survey and lay out the lines and excavate the foundation pit. Then, use C20 concrete to construct the culvert bottom foundation. Use a hoist and a forklift to install the pipe sections of the circular culvert 5. Finally, backfill the foundation pit at the top of the circular culvert 5 and compact it with a compactor.

[0066] (5) After the roadbed is built, the embankment pavement needs to be constructed. The specific steps are as follows: the pavement is composed of graded crushed stone cushion layer, cement stabilized crushed stone base layer and concrete pavement from bottom to top; first, the graded crushed stone is mixed, spread on the roadbed with a mixture transport vehicle, and rolled with a roller in a direction parallel to the center of the road; then, the cement stabilized crushed stone is mixed, spread on the roadbed with a mixture transport vehicle, and rolled with a roller in a direction parallel to the center of the road. After the construction is completed, the geotextile is laid and water is sprinkled for maintenance for seven days; finally, the cement soil pavement is poured, and the concrete mixture is transported to the paving site by a concrete transport vehicle for paving, vibration, and surface preparation, then smoothed with a disc trowel and roughened with an embossing machine. After sprinkling water, it is covered with old sacks for maintenance for 14 to 21 days.

[0067] In some embodiments, the blasting and squeezing of silt needs to determine the height of the embankment fill based on geotechnical calculation principles and the designed height of the embankment; the width of the embankment fill needs to be determined based on the fill height and the designed section of the embankment; the fill stone is the embankment core stone 4, and after the blasting is completed, the bottom elevation of the foundation of the embankment core stone 4 should meet the design requirements.

[0068] In some embodiments, the gaps between the pipe sections of the circular culvert 5 are filled with asphalt hemp, and the outside is wrapped with three layers of oil felt coated with hot asphalt for waterproofing.

[0069] The same or similar parts between the various embodiments in this specification can be referred to each other, and each embodiment focuses on the differences from other embodiments.

[0070] The above description is merely a specific embodiment of the present application, but the scope of protection of the present application is not limited thereto. Any changes or substitutions that can be easily conceived by a person skilled in the art within the technical scope disclosed in the present application should be included in the scope of protection of the present application. Therefore, the scope of protection of the present application should be based on the scope of protection of the claims.

Claims

1. A cross-sea highway embankment structure, characterized by: The invention comprises a foundation treatment structure, wherein the foundation treatment structure comprises a plastic drainage board treatment structure (1) or a pipe-sinking sand pile treatment structure (2) or a prefabricated pipe pile treatment structure (3); The plastic drainage board treatment structure (1) comprises a plastic drainage board (1-1), a non-woven geotextile (1-2), a first crushed stone cushion layer (1-3), a bidirectional steel-plastic geogrid (1-4), a second crushed stone cushion layer (1-5) and a steel-plastic geogrid (1-6); the plastic drainage boards (1-1) are arranged at equal intervals below the main body of the embankment, and the top ends of the plastic drainage boards (1-1) extend out of the first crushed stone cushion layer (1-3), and the bottom ends of the plastic drainage boards (1-1) are lower than the bottom of the soft soil layer; the plastic drainage boards (1-1) are arranged in an equilateral triangle; the The non-woven geotextile (1-2) is arranged below the first crushed stone cushion layer (1-3) and on both 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 bidirectional steel-plastic geogrid (1-4) and the second crushed stone cushion layer (1-5) are arranged on the non-woven geotextile (1-2) and are stacked tightly in sequence from bottom to top, and the first crushed stone cushion layer (1-3) and the second crushed stone cushion layer (1-5) both extend outward in the transverse direction of the roadbed; the steel-plastic geogrid (1-6) is arranged on the second crushed stone cushion layer (1-5) at equal intervals; The pipe-sinking sand pile treatment structure (2) comprises pipe-sinking sand piles (2-1), a non-woven geotextile (1-2), a first crushed stone cushion layer (1-3), a bidirectional steel-plastic geogrid (1-4), a second crushed stone cushion layer (1-5) and a steel-plastic geogrid (1-6); the pipe-sinking sand piles (2-1) are arranged at equal intervals below the first crushed stone cushion layer (1-3), and the tops of the pipe-sinking sand piles (2-1) are in contact with the bottoms of the first crushed stone cushion layer (1-3), and adjacent pipe-sinking sand piles (2-1) are arranged in an equilateral triangle; the non-woven geotextile (1-2 ) are arranged below the first crushed stone cushion layer (1-3), and on both 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 bidirectional steel-plastic geogrid (1-4) and the second crushed stone cushion layer (1-5) are arranged on the non-woven geotextile (1-2), and are stacked closely in sequence from bottom to top; the first crushed stone cushion layer (1-3) and the second crushed stone cushion layer (1-5) both extend outwards in the transverse direction of the roadbed; the steel-plastic geogrid (1-6) are arranged on the second crushed stone cushion layer (1-5) at equal intervals; The prefabricated pipe pile treatment structure (3) comprises a prefabricated pipe pile (3-1), a non-woven geotextile (1-2), a first crushed stone cushion layer (1-3), a bidirectional steel-plastic geogrid (1-4) and a second crushed stone cushion layer (1-5); the top of the pile cap of the prefabricated pipe pile (3-1) is flush with the top of the first crushed 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 crushed stone cushion layer (1-3), adjacent prefabricated pipe piles (3-1) are arranged in a square shape on a plane, and the prefabricated pipe piles (3-1) are arranged in a square shape on a plane. -1) are arranged at equal intervals; the non-woven geotextile (1-2) is arranged below the first crushed stone cushion layer (1-3), and on both 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 bidirectional steel-plastic geogrid (1-4) and the second crushed stone cushion layer (1-5) are arranged on the non-woven geotextile (1-2) and are stacked tightly in sequence from bottom to top; the first crushed stone cushion layer (1-3) and the second crushed stone cushion layer (1-5) both extend outwards in the transverse direction of the roadbed.

2. The embankment structure of the cross-sea highway according to claim 1, characterized in that: Different foundation treatment structures are selected for different geological environments of cross-sea embankments; for sections with deep silt and silty soil, a plastic drainage board treatment structure (1) is used; for sections with shallow silt, plain fill and clay soil, a pipe-sunken sand pile treatment structure (2) is used; for bridgehead sections, higher fill sections and sections with complex geological deep soft foundations, a prefabricated pipe pile treatment structure (3) is used.

3. The embankment structure of the cross-sea highway according to claim 1, characterized in that: The non-woven geotextile (1-2) is made of 100% polyester filament needle-punched non-woven material with a unit mass of ≥300g / m2; the bidirectional steel-plastic geogrid (1-4) is a mesh structure and can be stretched simultaneously in the transverse and longitudinal directions; the longitudinal and transverse breaking elongation of the steel-plastic geogrid (1-6) and the bidirectional steel-plastic geogrid (1-4) are ≤3%, the longitudinal and transverse tensile strength are ≥100kN / m2, the friction coefficient is ≥0.6, the width is ≥4m, the node peeling force is ≥300N, and the overlap width is greater than 20cm; the pile body granular material of the sunken pipe sand pile (2-1) is medium-coarse sand or gravel or stone chips, the maximum particle size is ≤20mm, and the mud content is ≤5%; the prefabricated pipe pile (3-1) is a prestressed concrete pipe pile, the pipe pile of the prefabricated pipe pile (3-1) is made of C70 concrete, and the pile cap of the prefabricated pipe pile (3-1) is made of C30 concrete.

4. The embankment structure of a cross-sea highway according to claim 1, characterized in that: It also includes a circular culvert (5) arranged on the foundation treatment structure; the foundation of the circular culvert (5) is arranged above the second crushed stone cushion layer (1-5), and the pipe sections of the circular culvert (5) are arranged above the foundation of the circular culvert (5).

5. The embankment structure of the cross-sea highway according to claim 4, characterized in that: Expansion joints are provided between the foundations of the circular culvert (5) and between the pipe sections of the circular culvert (5).

Images