CN212688594U - Crossing transition structure of dyke - Google Patents

Abstract

The application provides a crossing transition structure of dykes, and this transition structure includes dyke body, first pile body group, outer roadbed and interior road bed. The first pile body group comprises a plurality of first pile bodies, and the first pile bodies are arranged from the upper surface of the embankment body to the bearing layer; the outer roadbed is positioned between the embankment body and the bridge on the outer sea side of the embankment, the outer roadbed comprises a second pile body group and an outer roadbed filling layer, the outer roadbed filling layer is laid above the second pile body group, the second pile body group comprises a plurality of second pile bodies, and the second pile bodies are arranged to the bearing layer in a driving mode; the inner roadbed is positioned on the inland dike side of the dike body and comprises a third pile group and an inner roadbed filling layer, the inner roadbed filling layer is positioned above the third pile group, the third pile group comprises a plurality of third piles, and the third pile group is arranged on the bearing layer. This transition structure can reduce the influence to the current situation seawall again when realizing smooth-going transition linking between road and the seawall.

Description

Crossing transition structure of dyke

Technical Field

The application relates to the technical field of hydraulic engineering and road design, in particular to a crossing transition structure of an embankment.

Background

Along with the development of social economy, the economic activities of human beings become frequent, the construction density of coastal engineering is increased, the mutual influence and mutual interference restriction of the coastal engineering become serious and complex, and coastal roads are inevitably intersected with a common hydraulic structure, namely a sea wall. In order to ensure smooth driving of the top of the dike, a flat crossing mode is adopted for a newly built road generally, and in order to ensure the flood control function, the sea wall is not allowed to be excavated to build the roadbed.

The soft soil layer is deep and the geological condition is poor in the areas where the dikes are intersected with each other, the dikes are mostly treated by using rubble squeezing silt as a soft foundation treatment measure at present, and large settlement exists in a long period of time after the dikes are built, so that the conventional dikes are difficult to meet the requirement of the driving index of the road. The seawall is a flood control structure work along the coast, and a road work crossing the seawall is generally provided with a bridge structure on the extra-sea side of the seawall to span the extra-sea area, and a roadbed structure on the inland side of the seawall. Because the structure of the bridge is different from that of the roadbed and the seawall, under the action of various internal and external factors, certain differential deformation can be generated between the bridge and the roadbed and between the roadbed and the seawall. Particularly, in coastal areas with complex geology, the problem of uneven settlement between the bridge and the roadbed and between the roadbed and the seawall is more prominent, and the phenomenon of vehicle jumping at the joint of the bridge and the roadbed and between the roadbed and the seawall can be caused, so that the driving safety is influenced.

Therefore, how to choose a reasonable and effective embankment transition structure, the influence on the current seawall can be reduced to the greatest extent while smooth transition connection between the bridge and the road, the road and the seawall is realized, and the method is a complex engineering problem which needs to be solved urgently.

SUMMERY OF THE UTILITY MODEL

An object of the embodiment of the present application is to provide a transition structure for crossing embankment, which can reduce the influence on the current seawall while realizing smooth transition connection between a road and a seawall.

In a first aspect, an embodiment of the present application provides a embankment crossing transition structure, which includes an embankment body, a first pile group, an outer roadbed and an inner roadbed. The first pile body group comprises a plurality of first pile bodies, and the first pile bodies are arranged from the upper surface of the embankment body to the bearing layer; the outer roadbed is positioned between the dyke body and the bridge on the outer sea area side of the dyke, the outer roadbed comprises a second pile body group and an outer roadbed filling layer, the outer roadbed filling layer is laid above the second pile body group, the second pile body group comprises a plurality of second pile bodies, and the second pile bodies are arranged on the bearing layer in a driving mode; the inner roadbed is positioned on the inland dike area side of the dike body, the inner roadbed comprises a third pile body group and an inner roadbed filling layer, the inner roadbed filling layer is positioned above the third pile body group, the third pile body group comprises a plurality of third pile bodies, and the third pile body group is arranged on the bearing layer in a driving mode.

In the implementation process, the first pile body group is arranged on the embankment body, so that the upper load can be effectively shared and transmitted to the lower stable bearing layer, the additional load of the embankment body is greatly reduced, the current seawall can meet the driving index requirements of roads, smooth transition between the current seawall and an external roadbed is effectively realized, differential settlement between the embankments is reduced, the stability of the current seawall is improved, and the safety of seawall operation is effectively guaranteed.

The soft soil foundation treatment of outer road bed adopts a plurality of second pile bodies to beat and establishes to the holding force layer, can effectively reduce the difference between the road bridge and subside, avoids the problem of jumping a car, has also reduced the influence of outer road bed subside to current situation sea wall simultaneously.

Meanwhile, the soft soil foundation of the inner roadbed is treated by adopting a plurality of third pile bodies to be arranged on the bearing stratum, so that the settlement of the inner roadbed can be effectively reduced, the strength of the inner roadbed is improved, the stability of the transition structure is further improved, and the driving safety of the embankment intersection is improved.

In conclusion, the soft foundation treatment of the outer roadbed and the inner roadbed is carried out by adopting the mode of arranging the pile group, and the first pile group is arranged on the embankment body, so that the stability of the outer roadbed, the inner roadbed and the embankment body is enhanced, and the settlement of the outer roadbed, the inner roadbed and the embankment body is reduced, thereby effectively realizing the smooth transition of the embankment and improving the driving safety. Compared with the mode of digging out the embankment body and rebuilding the roadbed, the embodiment of the application adopts the mode of digging the first pile body group on the embankment body to enhance the structural strength of the embankment body, reserves the integral structure of the embankment body, reduces the influence on the sea wall, and effectively ensures the operation safety of the sea wall.

In a possible implementation manner, the joint surface of the embankment body and the inner roadbed is an inward-inclined step surface.

In the implementation process, the inward-inclined steps are excavated at the joint of the inner side of the embankment body and the inner roadbed, so that the joint surface of the embankment body and the inner roadbed is an inward-inclined step surface, the longitudinal relation between the embankment body and the inner roadbed can be enhanced, the uneven settlement between the embankment body and the inner roadbed is reduced, the embankment body and the inner roadbed can be connected in a smooth transition mode, and the driving safety is improved.

In a possible implementation manner, the transition structure for crossing embankment roads further includes a fourth pile group, where the fourth pile group includes a plurality of fourth piles, and the fourth piles are arranged from the inward-inclined step surface to the bearing layer.

In the implementation process, the fourth pile body group is arranged on the inward-inclined step surface of the embankment body from top to bottom, so that the upper load is effectively shared and transmitted to the lower stable bearing layer, the additional load of the embankment body is greatly reduced, the stability of the sea wall is improved, and the operation safety of the sea wall is effectively guaranteed.

In one possible implementation mode, impermeable geotextile is paved on the inner inclined step surface.

In the implementation process, the impermeable geotextile is arranged on the inward-inclined step surface, so that water seepage in the seawall can be effectively avoided, and the stability and the safety of the seawall are guaranteed.

In a possible implementation manner, the transition structure for crossing embankment further comprises a composite road surface layer, wherein the composite road surface layer is laid on the outer roadbed filling layer and the upper surface of the embankment body and comprises a first concrete cushion layer, a bridge head butt plate and a first road surface layer which are sequentially laid from bottom to top; one end of the bridge head lapping plate is lapped on the bridge, and the other end of the bridge head lapping plate is lapped on the upper surface of the embankment body.

In the implementation process, the composite road surface layer between the embankment body and the bridge adopts a structure that a first concrete cushion layer, a bridge head attachment plate and a first road surface layer are sequentially paved from bottom to top, and two ends of the bridge head attachment plate are respectively erected on the bridge and the embankment body to realize the connection of the bridge and the embankment body. The bridge end butt strap also serves as a base layer of the composite pavement structure, so that the structural strength of the composite pavement can be improved, and the rigid bridge and the flexible roadbed can be smoothly transited and connected.

In a possible implementation manner, the transition structure of the embankment intersection further includes an inner roadbed pavement layer and a connecting pavement layer which are laid above the inner roadbed filling layer; the upper surface of the composite pavement layer, the upper surface of the connecting pavement layer and the upper surface of the inner roadbed pavement layer are positioned on the same horizontal plane; the connecting pavement layer comprises a second concrete cushion layer, a cement concrete transition plate and a second pavement layer which are sequentially laid from bottom to top, one end of the cement concrete transition plate is connected with the composite pavement layer, and the other end of the cement concrete transition plate is connected with the inner pavement layer.

In the above-mentioned realization process, connect the road surface layer and be located between compound road surface layer and the interior road surface layer, play the effect of connecting compound road surface layer and interior road surface layer, wherein cement concrete crosses the cab apron and plays main connection effect, and cement concrete crosses the cab apron in addition and still doubles as the basic unit of connecting the road surface layer, can improve the intensity of connecting the road surface layer, makes compound road surface layer and interior road surface layer can smooth-going transition.

In a possible implementation manner, the second road surface layer is an asphalt concrete surface layer, and a reinforcing mesh is arranged in the asphalt concrete surface layer.

In the implementation process, the reinforced net is arranged on the asphalt concrete surface layer, the unique grid form of the reinforced net is well occluded with asphalt aggregates of the asphalt concrete surface layer, the embedding and extruding effect is utilized to form a high shear-resistant layer, the strength of the asphalt concrete surface layer is enhanced, meanwhile, reflection cracks are restrained, and cracks are prevented.

In one possible implementation mode, the cement concrete transition plate is provided with a transverse construction joint pull rod and a steel bar welding net.

In the implementation process, the transverse construction joint pull rod and the steel bar welding net are arranged in the cement concrete transition plate, so that the structural strength of the connection road surface can be enhanced, and the connection strength of the composite road surface layer and the inner road base surface layer is improved.

In one possible implementation, the outer roadbed filling layer is a filling layer formed by cement-stabilized macadam filling.

In the implementation process, the outer roadbed between the embankment body and the bridge is filled with cement stabilized macadam, the cement stabilized macadam is easy to be rolled and compacted, the settlement caused by compression of a filling layer after construction can be reduced, the infiltration of precipitation can be reduced, and the strength of the outer roadbed is improved. The cement stabilized macadam is used as a semi-rigid material, smooth transition between a rigid bridge and a flexible roadbed can be realized structurally, difference settlement between roads and bridges is reduced, and the problem of vehicle bump at the bridge head at the joint of the roads and bridges is further avoided.

Drawings

In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings that are required to be used in the embodiments of the present application will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present application and therefore should not be considered as limiting the scope, and that those skilled in the art can also obtain other related drawings based on the drawings without inventive efforts.

Fig. 1 is a structural diagram of a transition structure of an embankment crossing provided in an embodiment of the present application;

fig. 2 is a structural diagram of a composite pavement layer according to an embodiment of the present disclosure;

fig. 3 is a structural diagram of a connection pavement layer according to an embodiment of the present disclosure.

Icon: 100-dyke body; 200-bridge; 300-outer roadbed; 310-a second pile group; 320-outer roadbed filling layer; 400-composite pavement layer; 410-a first concrete cushion; 420-a bridgehead butt strap; 430-first pavement layer; 500-a first pile group; 600-inner roadbed; 610-inward sloping step surface; 620-fourth pile group; 630-a third pile group; 640-inner roadbed filling layer; 650-inner road base course layer; 660-connecting road surface layers; 661-a second concrete cushion; 662-cement concrete transition plates; 663-second road surface layer; 664-reinforced net; 665-transverse construction joint tie rods; 666-welded mesh of steel reinforcement; 700-status quo riprap foundation.

Detailed Description

The technical solutions in the embodiments of the present application will be described below with reference to the drawings in the embodiments of the present application.

It should be noted that: like reference numbers and letters refer to like items in the following figures, and thus, once an item is defined in one figure, it need not be further defined and explained in subsequent figures. Meanwhile, in the description of the present application, the terms "first", "second", and the like are used only for distinguishing the description, and are not to be construed as indicating or implying relative importance.

Referring to fig. 1, the present embodiment provides a crossing embankment transition structure, which includes an embankment body 100, a first pile group 500, an outer roadbed 300, and an inner roadbed 600. A first pile group 500 including a plurality of first piles, which are driven from the upper surface of the bank body 100 to the supporting layer; the outer roadbed 300 is positioned between the embankment body 100 and the bridge 200 outside the embankment and on the sea side, the outer roadbed 300 comprises a second pile body group 310 and an outer roadbed filling layer 320, the outer roadbed filling layer 320 is laid above the second pile body group 310, the second pile body group 310 comprises a plurality of second pile bodies, and the second pile bodies are arranged on a bearing stratum; the inner roadbed 600 is located on the inland dike side of the dike body 100, the inner roadbed 600 comprises a third pile body group 630 and an inner roadbed filling layer 640, the inner roadbed filling layer 640 is located above the third pile body group 630, the third pile body group 630 comprises a plurality of third pile bodies, and the third pile body group 630 is arranged on the bearing layer.

In the implementation process, the first pile group 500 is arranged on the embankment body 100, so that the upper load can be effectively shared and transmitted to the lower stable bearing layer, the additional load of the embankment body 100 is greatly reduced, the current sea wall can meet the driving index requirements of roads, the smooth transition between the current sea wall and the outer roadbed 300 is effectively realized, the differential settlement between the embankments is reduced, the stability of the current sea wall is improved, and the safety of the sea wall in operation is powerfully guaranteed.

The soft soil foundation treatment of the outer roadbed 300 adopts a plurality of second pile bodies to be arranged on the bearing stratum, so that the difference settlement between roads and bridges can be effectively reduced, the problem of vehicle jumping is avoided, and the influence of the settlement of the outer roadbed 300 on the current sea wall is reduced.

Meanwhile, the soft soil foundation of the inner roadbed 600 is treated by adopting a plurality of third pile bodies to be arranged on the bearing stratum, so that the settlement of the inner roadbed 600 can be effectively reduced, the strength of the inner roadbed 600 is improved, the stability of the transition structure is further improved, and the driving safety of the embankment intersection is improved.

In summary, the soft foundation treatment of the outer roadbed 300 and the inner roadbed 600 is performed by driving the pile group, and the first pile group 500 is driven on the embankment body 100, so that the stability of the outer roadbed 300, the inner roadbed 600 and the embankment body 100 is enhanced, the settlement of the outer roadbed 300, the inner roadbed 600 and the embankment body 100 is reduced, the smooth transition of the embankment is effectively realized, and the driving safety is improved. Compared with the form of digging out the embankment body 100 to reestablish the roadbed, the embodiment of the application adopts the mode of digging the first pile body group 500 on the embankment body 100 to enhance the structural strength of the embankment body 100, so that the overall structure of the embankment body 100 is maintained, the influence on the seawall is reduced, and the safety of seawall operation is effectively guaranteed.

It should be noted that, referring to fig. 1, the present seawall generally includes a dike body 100 and a present riprap foundation 700 located below the dike body 100. The existing riprap foundation 700 extends to the inside and outside of the dike body 100, so that the second pile group 310 partially overlaps the existing riprap foundation 700, and a part or all of the second pile group 310 needs to pass through the existing riprap foundation 700, which is difficult to pass through the existing riprap foundation 700 by the conventional foundation treatment method.

In a possible embodiment, the second pile body may be a cast-in-situ bored pile, and the cast-in-situ bored pile may overcome the obstacle of the riprap foundation 700 in the foundation treatment by using a hole-guiding manner, so as to implement the secondary treatment of the foundation in the range of the outer roadbed 300.

Optionally, the first pile body can also adopt a cast-in-situ bored pile, and is driven to the bearing stratum by means of a lead hole.

Optionally, the third pile body of the overlapping part of the third pile body group 630 and the existing riprap foundation 700 can be drilled and cast-in-place piles, and the third pile body is driven to the bearing layer by means of hole guiding; the third pile body of other parts can adopt the prestressed pipe pile, compares drilling bored concrete pile, and prestressed pipe pile cost is lower, and construction convenience.

The first pile group 500, the second pile group 310, and the third pile group 630 may be arranged in a square, rectangular, or circular shape, or in other shapes, which is not limited in this embodiment of the present invention.

In one possible implementation manner, the junction surface of the bank body 100 and the inner roadbed 600 is an inward inclined step surface 610.

In the implementation process, the inward-inclined steps are excavated at the joint of the inner side of the embankment body 100 and the inner roadbed 600, so that the joint surface of the embankment body 100 and the inner roadbed 600 is an inward-inclined step surface 610, the longitudinal relation between the embankment body 100 and the inner roadbed 600 can be enhanced, the uneven settlement between the embankment body 100 and the inner roadbed 600 is reduced, the embankment body 100 and the inner roadbed 600 can be smoothly transitionally connected, and the driving safety is improved.

Wherein, the inner inclination degree of the inner inclination step surface 610 can be set to 3% -5%, and the step width can be set to not less than 2 m.

In a possible implementation manner, the above-mentioned embankment crossing transition structure further includes a fourth pile group 620, where the fourth pile group 620 includes a plurality of fourth piles, and the fourth piles are driven from the inner inclined step surface 610 to the bearing layer.

In the implementation process, the fourth pile body group 620 is arranged on the inward-inclined step surface 610 of the embankment body 100 from top to bottom, so that the upper load is effectively shared and transmitted to the stable bearing layer at the lower part, the additional load of the embankment body 100 is greatly reduced, the stability of the seawall is improved, and the operation safety of the seawall is powerfully guaranteed.

The fourth pile body group 620 may be a cast-in-place pile, and may be driven from the inner inclined step surface 610 to the bearing layer by a hole-leading method.

In the above embodiment, the diameter of the cast-in-situ bored pile used for the first pile group 500, the second pile group 310, the third pile group 630, or the fourth pile group 620 may be set to be in the range of 60-90cm, and the pile strength may be C25. The cast-in-situ bored pile may be formed with No. 425 or No. 525 Portland cement, or may be formed with other types of cement, which is not limited in the embodiments of the present application. In addition, C30 reinforced concrete pile caps are arranged on the pile tops of the cast-in-situ bored piles, the size of each pile cap is 120 multiplied by 35cm, the pile caps are connected through C30 reinforced concrete tie beams, the size of the cross section of each tie beam is 50 multiplied by 35cm, and the integrity of pile body groups can be improved.

In one possible implementation, an impermeable geotextile is laid on the inward-inclined step surface 610.

In the implementation process, the impermeable geotextile is arranged on the inward-inclined step surface 610, so that water seepage in the seawall can be effectively avoided, and the stability and the safety of the seawall are guaranteed.

In a possible implementation manner, referring to fig. 2, the above-mentioned embankment intersection transition structure further includes a composite pavement layer 400, where the composite pavement layer 400 is laid on the outer roadbed filling layer 320 and the upper surface of the embankment body 100, and includes a first concrete cushion layer 410, a bridge end slab 420 and a first pavement layer 430, which are laid in sequence from bottom to top; one end of the bridge head strap 420 is set on the bridge 200, and the other end is set on the upper surface of the bank body 100.

In the above implementation process, the composite pavement layer 400 between the embankment body 100 and the bridge 200 adopts a structure in which the first concrete cushion 410, the bridge head access board 420 and the first pavement layer 430 are sequentially laid from bottom to top, and both ends of the bridge head access board 420 are respectively erected on the bridge 200 and the embankment body 100 to implement the connection between the bridge 200 and the embankment body 100. The bridge end butt strap 420 also serves as a base layer of the composite pavement structure, which can improve the structural strength of the composite pavement and enable smooth transition connection between the rigid bridge 200 and the flexible roadbed.

Wherein the first concrete pad 410 may be cast of cement concrete, and the thickness of the first concrete pad 410 may be set within a range of 15-30 cm.

The asphalt concrete surface layer can be selected to first road surface layer 430, and when the asphalt concrete surface layer is adopted as first road surface layer 430, the surface of bridge head butt strap 420 can be shot-blasted, and the laitance is cleared away to strengthen the bonding strength between bridge head butt strap 420 and the asphalt concrete surface layer.

In a possible implementation manner, please refer to fig. 3, the above-mentioned transition structure of embankment intersection further includes an inner roadbed pavement layer 650 and a connecting pavement layer 660 laid above the inner roadbed filling layer 640; the upper surface of the composite pavement layer 400, the upper surface of the connection pavement layer 660, and the upper surface of the inner roadbed pavement layer 650 are located on the same horizontal plane; the connecting pavement layer 660 comprises a second concrete cushion layer 661, a cement concrete transition plate 662 and a second pavement layer 663 which are sequentially laid from bottom to top, one end of the cement concrete transition plate 662 is connected with the composite pavement layer 400, and the other end of the cement concrete transition plate 662 is connected with the inner pavement layer 650.

In the above implementation process, the connection pavement layer 660 is located between the composite pavement layer 400 and the inner pavement layer 650, and plays a role in connecting the composite pavement layer 400 and the inner pavement layer 650, wherein the cement concrete transition plate 662 plays a main connection role, and the cement concrete transition plate 662 also serves as a base layer of the connection pavement layer 660, so that the strength of the connection pavement layer 660 can be improved, and the composite pavement layer 400 and the inner pavement layer 650 can be smoothly transited.

In some embodiments, the inner road-bed surface layer 650 includes a first cement stabilized macadam base layer, a second cement stabilized macadam base layer, and an asphalt concrete surface layer arranged in sequence from bottom to top. Wherein the cement of the first cement stabilized macadam foundation adopts 42.5 percent of ordinary portland cement, the dosage of the cement is 2.5 to 3.5 percent, and the compactness is not less than 97 percent. The cement of the second cement stabilized macadam foundation adopts 42.5 percent of ordinary portland cement, the dosage of the cement is 3.0 to 4.5 percent, and the compactness is not less than 98 percent.

Wherein the second road surface layer 663 can adopt an asphalt concrete surface layer. The cement concrete transition plate 662 can be cast with C40 cement concrete, and the thickness thereof can be set to be consistent with the thickness of the bridge head attachment plate 420; the surface of the cement concrete transition plate 662 can be subjected to shot blasting treatment to remove floating slurry, so that the bonding strength between the cement concrete transition plate 662 and the second road surface layer 663 can be effectively enhanced.

In a possible implementation manner, the second road surface layer 663 is an asphalt concrete surface layer, and a reinforced net 664 is arranged in the asphalt concrete surface layer.

In the implementation process, the reinforced net 664 is arranged on the asphalt concrete surface layer, and a high shear-resistant layer is formed by utilizing the unique mesh form of the reinforced net 664 to be well occluded with asphalt aggregates of the asphalt concrete surface layer and embedding and extruding, so that the strength of the asphalt concrete surface layer is enhanced, reflection cracks are also inhibited, and cracks are prevented.

In one possible implementation, the cement concrete transition plate 662 is provided with transverse construction joint tie bars 665 and a rebar welding mesh 666.

In the implementation process, the transverse construction joint pull rod 665 and the steel bar welding net 666 are arranged in the cement concrete transition plate 662, so that the structural strength of the connected road surface can be enhanced, and the connection strength of the composite road surface layer 400 and the inner road surface layer 650 is improved.

The welded steel mesh 666 may be a D12 cold rolled ribbed welded steel mesh 666, and in some embodiments, the distance between the D12 cold rolled ribbed welded steel mesh 666 may be set to 10 × 10cm, and the weight per square meter is 16.0 kg. The transverse construction joint pull rod 665 can adopt a ribbed steel bar, the length is set to 70cm, the distance is set to 40cm, and two ends of the steel bar need to be coated with antirust paint.

In one possible implementation, the outer roadbed filling 320 is a filling formed by cement stabilized macadam filling.

In the implementation process, the outer roadbed 300 between the embankment body 100 and the bridge 200 is filled with cement-stabilized macadam, the cement-stabilized macadam is easy to be rolled and compacted, the settlement caused by the compression of a filling layer after construction can be reduced, the infiltration of precipitation can be reduced, and the strength of the outer roadbed 300 is improved. The cement stabilized macadam is used as a semi-rigid material, smooth transition between the rigid bridge 200 and the flexible roadbed can be realized structurally, difference settlement between roads and bridges is reduced, and the problem of vehicle bump at the bridge head of a road-bridge joint is avoided.

The above description is only an example of the present application and is not intended to limit the scope of the present application, and various modifications and changes may be made 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. It should be noted that: like reference numbers and letters refer to like items in the following figures, and thus, once an item is defined in one figure, it need not be further defined and explained in subsequent figures.

The above description is only for the specific embodiments of the present application, but the scope of the present application is not limited thereto, and any person skilled in the art can easily conceive of the changes or substitutions within the technical scope of the present application, and shall be covered by the scope of the present application. Therefore, the protection scope of the present application shall be subject to the protection scope of the claims.

It is noted that, herein, relational terms such as first and second, and the like may be used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising an … …" does not exclude the presence of other identical elements in a process, method, article, or apparatus that comprises the element.

Claims (8)

1. A transition structure for embankment crossing, comprising:

a dike body;

the first pile body group comprises a plurality of first pile bodies, and the first pile bodies are arranged from the upper surface of the embankment body to the bearing layer;

the outer roadbed is positioned between the dyke body and the bridge on the outer sea area side of the dyke, the outer roadbed comprises a second pile body group and an outer roadbed filling layer, the outer roadbed filling layer is laid above the second pile body group, the second pile body group comprises a plurality of second pile bodies, and the second pile bodies are arranged on the bearing layer in a driving mode;

the inner roadbed is positioned on the inland side of the embankment body, the inner roadbed comprises a third pile body group and an inner roadbed filling layer, the inner roadbed filling layer is positioned above the third pile body group, the third pile body group comprises a plurality of third pile bodies, and the third pile body group is arranged on the bearing layer in a driving mode.

2. The transitional structure of dykes of claim 1, wherein the bonding surface of the dykes and the inner roadbed is an inward sloping step surface.

3. The transition structure of embankment intersection according to claim 2, further comprising a fourth pile group, said fourth pile group comprising a plurality of fourth piles, said fourth piles being driven from said inner inclined step surface to said bearing layer.

4. The crossing embankment transition structure according to claim 3, wherein an impermeable geotextile is laid on the inward-inclined step surface.

5. The transitional structure of an embankment intersection according to any one of claims 1 to 4, further comprising a composite pavement layer, wherein the composite pavement layer is laid on the external roadbed filling layer and the upper surface of the embankment body, and comprises a first concrete cushion layer, a bridge head lapping plate and a first pavement layer which are laid in sequence from bottom to top; one end of the bridge head lapping plate is lapped on the bridge, and the other end of the bridge head lapping plate is lapped on the upper surface of the embankment body.

6. The transitional structure of an embankment intersection according to claim 5, further comprising an inner subgrade pavement layer and a connecting pavement layer laid on top of the inner subgrade filling layer;

the upper surface of the composite pavement layer, the upper surface of the connecting pavement layer and the upper surface of the inner roadbed pavement layer are positioned on the same horizontal plane;

the connecting pavement layer comprises a second concrete cushion layer, a cement concrete transition plate and a second pavement layer which are sequentially laid from bottom to top, one end of the cement concrete transition plate is connected with the composite pavement layer, and the other end of the cement concrete transition plate is connected with the inner pavement layer.

7. The transitional structure of embankment crossings according to claim 6, wherein the second pavement layer is an asphalt concrete surface layer, and a reinforcement mesh is provided in the asphalt concrete surface layer.

8. The crossing embankment transition structure according to claim 6, wherein the cement concrete transition plate is provided therein with a transverse construction joint tie bar and a welded steel mesh.

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