WO2023029782A1

WO2023029782A1 - Anti-seepage embankment and construction process

Info

Publication number: WO2023029782A1
Application number: PCT/CN2022/106400
Authority: WO
Inventors: 潘伟; 陈富; 张乃受; 武洋
Original assignee: 中交第一航务工程局有限公司
Priority date: 2022-07-19
Filing date: 2022-07-19
Publication date: 2023-03-09

Abstract

The present application provides an anti-seepage embankment, comprising a sand cushion layer and a filling layer. The sand cushion layer is located on a soft soil layer. A plastic drainage plate extends into the sand cushion layer from the soft soil layer to drain water for the soft soil layer. The filling layer is located on the sand cushion layer, and a first anti-seepage body located on the lower portion and a second anti-seepage body located on the upper portion are arranged in the filling layer. The first anti-seepage body is a rigid or semi-rigid anti-seepage body, and the second anti-seepage body connected to the first anti-seepage body is a flexible anti-seepage body.

Description

Anti-seepage Embankment and Construction Technology

technical field

The application belongs to the field of building construction, and relates to an anti-seepage embankment and a construction process.

Background technique

As the sea level rises or the excessive pumping of groundwater in coastal cities causes the foundation to sink continuously, seawater intrusion has seriously affected production and life in recent years, and some sites have been permanently flooded, so it is necessary to build water-retaining sea walls near the sea. Currently, there are flexible structural schemes for sand and gravel embankments and rigid structural schemes for concrete sea walls, but both of them have problems in construction and later operation. Specifically,

In the flexible structure scheme of sand and gravel embankment, since the seaside site is basically submerged by water, conventional land construction cannot be carried out, so it can only be backfilled with a certain thickness of sand and gravel to get out of the water before construction. However, because the foundation of the site is mainly deep and soft clay, the bearing capacity of the surface soil is weak, and the number of standard penetration hits is less than 3. Therefore, how to build a fill embankment under water and on a deep soft clay foundation is a major problem in building a sea embankment.

Compared with the soft soil embankment filling project on ordinary land, the main difference is that firstly, a certain thickness of sand cushion must be filled as the water outlet backfill to provide a working surface for the subsequent inserting operations. At the same time, due to the ultra-deep plastic drainage The mechanical self-weight of the inserting plate of the slab is relatively large, and the load of the outlet backfill and the mechanical load of the inserting plate are superimposed on the soft clay foundation. The shear strength of the soft clay foundation has not been improved during the construction of the insert plate, and the possibility of instability of the soft clay foundation is extremely high under the joint action of the backfill load of the effluent and the mechanical load of the insert plate.

In the rigid structure scheme of the concrete sea wall, since the settlement of the soft soil foundation has not yet ended, the sea wall will also settle and deform along with the foundation, and the uneven deformation may cause the sea wall to topple or crack. The above phenomenon is reflected in the existing concrete sea wall in Jakarta, Indonesia; the wall of the concrete sea wall built more than ten years ago in the Mala Baru area has cracked, and seawater flows along the cracks to the streets. The main disadvantage of the concrete sea wall is the high cost of building the wall; the sea wall cracks or topples after completion, and the water retaining effect is not good.

Contents of the invention

Aiming at some problems existing in the prior art, the application provides an anti-seepage embankment and construction technology. The anti-seepage embankment has good flexibility and anti-seepage performance, and can adapt to subsidence foundation.

The first aspect of the present application provides an anti-seepage embankment, which includes: a sand cushion and a filling layer, wherein,

The sand cushion layer is located on the soft soil layer; the plastic drainage board extends from the soft soil layer to the sand cushion layer to drain the soft soil layer;

The filling layer is located on the sand cushion, which is provided with a first anti-seepage body at the bottom and a second anti-seepage body at the top; the first anti-seepage body is a rigid or semi-rigid anti-seepage body, and the second anti-seepage body The second anti-seepage body connected with the first anti-seepage body is a flexible anti-seepage body.

Preferably, the first anti-seepage body is a semi-rigid anti-seepage body; it can be hardened by cement slurry.

Optionally, the anti-seepage embankment further includes a third anti-seepage body formed later than the first anti-seepage body, extending from the soft soil layer to the filling layer and connecting with the first anti-seepage body.

Optionally, the third anti-seepage body is a semi-rigid anti-seepage body; it can be hardened by cement slurry.

Optionally, the filling layer is filled with sand and gravel or clay; the first anti-seepage body is formed by hardening cement slurry in the filling layer without contacting the sand cushion; the second anti-seepage The body is at least one layer of anti-seepage geotextile, and the joint of the second anti-seepage body is located in the first anti-seepage body; the second anti-seepage body is bent.

Optionally, the soft soil layer and the sand cushion layer are located below the water surface, the filling layer and the first anti-seepage body located in the filling layer both extend from below the water surface to the water surface, and the second anti-seepage body is located on the water surface.

Optionally, the soft soil layer is provided with a geotextile layer, the geotextile layer is provided with a geogrid, and the sand cushion is laid on the geogrid.

The second aspect of the present application provides a kind of anti-seepage embankment, which comprises:

Sand cushion and filling layer; wherein, the sand cushion is located on the soft soil layer; the plastic drainage board extends from the soft soil layer to the sand cushion to drain the soft soil layer; the filling layer is located on the sand cushion On the layer, the first anti-seepage body is arranged in it;

It also includes a third anti-seepage body formed later than the first anti-seepage body, extending from the soft soil layer to the filling layer and connecting with the first anti-seepage body.

Optionally, the first anti-seepage body at the lower part and the second anti-seepage body at the upper part are provided in the filling layer; the first anti-seepage body is a rigid or semi-rigid anti-seepage body, and the first anti-seepage body The second anti-seepage body connected with the seepage body is a flexible anti-seepage body.

Other technical solutions of the anti-seepage embankment provided by the second aspect may be the same as or similar to the technical solutions of the anti-seepage embankment provided by the first aspect, and will not be repeated here.

The third aspect of the present application provides a construction technique for an anti-seepage embankment, which includes:

Sand cushion construction: lay a sand cushion on the surface of the soft soil layer;

Construction of plastic drainage boards: Drive multiple plastic drainage boards into the soft soil layer, so that one end of each plastic drainage board is located on the sand cushion to drain water;

The construction of the filling layer and its anti-seepage body: fill the first filling layer on the sand cushion layer; build a rigid or semi-rigid first anti-seepage body in the first filling layer; place the flexible second anti-seepage body One end of the anti-seepage body overlaps with the first anti-seepage body; on the first filling layer, a plurality of sub-filling layers with slopes are sequentially filled on both sides of the second anti-seepage body, and the second anti-seepage body is along the The slope is laid.

Optionally, the construction process of the anti-seepage embankment also includes the construction of the third anti-seepage body: after the settlement of the soft soil layer is stable, the third anti-seepage body is constructed in the sand cushion layer, extending from the soft soil layer to the first anti-seepage body. In the filling layer, it is in contact with the first anti-seepage body.

Optionally, the construction process of the anti-seepage embankment, more specifically, includes:

Sand cushion construction: Lay geotextiles, geogrids and sand cushions in sequence on the surface of the soft soil layer;

Construction of the filling layer and its anti-seepage body: Backfill sand and gravel or clay on the sand cushion layer to form the first filling layer; spray cement slurry into the first filling layer, and form the first anti-seepage body after the cement slurry hardens; Embed one end of the second anti-seepage body into the first anti-seepage body to form an overlap before the cement slurry hardens; on the first filling layer, fill sand and gravel or clay in sequence on both sides of the second anti-seepage body, A plurality of sub-filling layers with a slope are formed, and the second anti-seepage body is laid along the slope in a Z-shaped direction; the two sub-filling layers of the uppermost layer are approximately flush, and further construction can be carried out on it to form a road surface; The second anti-seepage body adopts one or more layers of anti-seepage geotextiles.

Sand cushion construction: Lay geotextiles and geogrids sequentially on the surface of the soft soil layer under the water surface; lay sand cushions on the geogrid;

Construction of plastic drainage boards: use ships to insert boards on the water, drive multiple plastic drainage boards into the soft soil layer, and make one end of each plastic drainage board located in the sand cushion;

Construction of the filling layer and its anti-seepage body: Backfill sand and gravel or clay out of the water surface on the sand cushion layer to form the first filling layer; spray cement slurry into the first filling layer, and form the first anti-seepage layer after the cement slurry hardens. seepage body; the first anti-seepage body does not contact the sand cushion; before the cement slurry is hardened, one end of the flexible second anti-seepage body is buried in the cement slurry of the first anti-seepage body for more than 0.3m, and the first anti-seepage body The second anti-seepage body adopts one or more layers of anti-seepage geotextiles; on the first filling layer, sand and gravel or clay are alternately filled on both sides of the second anti-seepage body to form A plurality of sub-filling layers with a slope; the second anti-seepage body is laid along the slope, in a bent shape; the uppermost sub-filling layer is roughly flush, and can be further constructed to form a road surface;

Construction of the third anti-seepage body: After the construction of the filling layer is completed and the settlement of the soft soil layer is stable, cement slurry is sprayed into the sand cushion layer, and the third anti-seepage body is formed after the cement slurry hardens; the lower part of the third anti-seepage body is located in the soft soil layer. In the soil layer, the third anti-seepage body is also in contact with the first anti-seepage body;

Pavement construction: Carry out pavement and auxiliary structure construction on the filling layer to form an embankment.

The fourth aspect of the present application provides an anti-seepage embankment, which is obtained by using the construction process of the anti-seepage embankment described in any of the above technical solutions.

The fifth aspect of the present application provides an application of an anti-seepage embankment, which is applied to a subsidence foundation.

Compared with the prior art, the beneficial effects of the present application are:

The anti-seepage embankment provided by at least one embodiment of the present application adopts a flexible embankment structure, and adopts a water-sliding board technology to prevent foundation instability when backfilling sand and gravel materials backfill out of the water surface. The problem of the construction and subsequent operation of seawalls with flexible structures or rigid structures in the prior art is solved.

The anti-seepage embankment provided by at least one embodiment of the present application adopts the combination of cement slurry and anti-seepage geotextile, which is convenient for construction and has good anti-seepage reliability. The anti-seepage geotextile is inside the embankment and has good aging resistance. Compared with rigid concrete walls, the foundation has strong adaptability to deformation, will not fall and crack, etc., and has low construction and maintenance costs.

Description of drawings

Fig. 1 is a schematic diagram of sand cushion construction of an embodiment;

Fig. 2 is a construction schematic diagram of a plastic drainage board in an embodiment;

Fig. 3 is a construction schematic diagram of the first filling layer of an embodiment;

Fig. 4 is a construction schematic diagram of the first anti-seepage body of an embodiment;

5A-5D are construction schematic diagrams of a filling layer and a second anti-seepage body in an embodiment;

Fig. 6 is a construction schematic diagram of a third anti-seepage body in an embodiment;

Fig. 7 is a schematic diagram of an embodiment of an anti-seepage embankment;

Numbers in the figure: 1 geotextile layer; 2 sand cushion layer; 3 filling layer, 31 first filling layer, 32 second filling layer, 33 third filling layer, 34 fourth filling layer; 41 first filling layer Anti-seepage body, 42 second anti-seepage body, 43 third anti-seepage body; 5 plastic drainage board; 100 soft soil layer, 200 water surface.

Detailed ways

The technical solutions of the present application will be described in detail below in conjunction with specific embodiments. However, it should be understood that without further description, elements, structures and features in one embodiment can also be beneficially combined in other embodiments.

In the description of the present application, it should be understood that the terms "first" and "second" are used for description purposes only, and cannot be interpreted as indicating or implying relative importance or implicitly indicating the quantity of indicated technical features. Thus, a feature defined as "first" and "second" may explicitly or implicitly include one or more of these features.

In the description of the present application, it should be understood that the orientations or positional relationships indicated by the terms "upper", "lower", "bottom", "inside" and the like are based on the orientation or positional relationships shown in Figure 1, and are only In order to facilitate the description of the present application and simplify the description, it does not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus should not be construed as limiting the present application.

In the description of this application, it should be noted that, unless otherwise clearly stipulated and limited, the terms "connected" and "connected" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integrated Ground connection; it can be directly connected, or indirectly connected through an intermediary, and can be internally connected between two components. Those of ordinary skill in the art can understand the specific meanings of the above terms in this application in specific situations.

The soft soil layer in the present embodiment mainly refers to the water-containing soil layer prone to subsidence, such as soft clay foundation etc.; the embankment can be a river embankment, a lake embankment, a sea embankment, etc.

As shown in Figure 7, the first embodiment of the present application provides an anti-seepage embankment, which can be adapted to subsidence foundations, including:

A geotextile layer 1 and a geogrid, wherein the geotextile layer 1 is located on the soft soil layer 100 , and the geogrid is located on the geotextile layer 1 . Among them, the geotextile layer 1 mainly plays an isolation role, which can prevent the soft soil layer 100 from polluting the sand cushion layer 2 . The geogrid has a relatively high strength, which can share the load, make the settlement uniform, and avoid the rupture of the geotextile.

The sand cushion layer 2 is located on the geotextile layer 1 and the geogrid, 200 below the water surface; the thickness can be 800-1200mm, such as 900mm, 1000mm, 1100mm, etc.

The filling layer 3 is located on the sand cushion layer 2; road surfaces such as roads can be laid on the top of the filling layer 3.

Wherein, the filling layer 3 can be filled with sand and gravel or clay, and a first anti-seepage body 41 and a second anti-seepage body 42 are provided therein. Wherein, the first anti-seepage body 41 is a rigid or semi-rigid anti-seepage body; said rigidity means that the strength is relatively high, for example, the first anti-seepage body is a concrete structure, etc.; said semi-rigidity means that the working characteristics are between rigidity and Between flexibility, such as cement-soil mixing piles or high-pressure rotary grouting piles, etc., are conventional terms in the field; for example, it can be formed by injecting cement slurry into the filling layer 3 and stirring and hardening sand and gravel materials or clay; extending from the water surface 200 to On the water surface 200; connected with the second anti-seepage body 42. The second anti-seepage body 42 is a flexible anti-seepage body (deformable), located on the water surface 200 . Optionally, the second anti-seepage body 42 is formed by construction of at least one layer of anti-seepage geotextile, for example, two cloths and one membrane can be used, and its joint is located in the first anti-seepage body 41, and can be connected with the first anti-seepage body 41. Form a seamless connection and increase the anti-seepage performance. The second anti-seepage body 42 is in a bent shape in the filling layer 3 , such as the zigzag shape shown in FIG. 7 , and is arranged obliquely along with the stepwise filling process of the filling layer 3 .

This embodiment adopts semi-rigid/rigid and flexible anti-seepage body, which can undergo adaptive deformation without cracking, so the adaptability is better. If all are rigid anti-seepage body up and down in the filling layer 3, its rigidity is too high, can make anti-seepage body produce crack and leak when the ground subsidence takes place probably. In addition, the bending direction of the second anti-seepage body 42, on the one hand, conforms to the filling direction of the filling layer 3 to facilitate filling, and on the other hand, it is more adaptable to the deformability of the embankment.

The anti-seepage embankment also has a third anti-seepage body 43 constructed later than the first anti-seepage body 41 and the second anti-seepage body 42 . For the convenience of construction, it is preferably a semi-rigid anti-seepage body, for example, it can be formed by injecting cement slurry and stirring and hardening. The third anti-seepage body 43 extends from the soft soil layer 100 to the filling layer 3, and connects with the first anti-seepage body 41; it cuts off the function of the horizontal permeable channel of the sand cushion layer 2, thereby closing the anti-seepage embankment under the water surface 200 Divided into two parts to prevent river, sea or lake water entering from one side from entering the other side. For example, in Fig. 7, if sea water hits from the right side, it can be prevented from entering the left side due to the existence of each anti-seepage body.

As an optional embodiment, a plurality of plastic drainage boards 5 are drilled in the soft soil layer 100, which extend from the soft soil layer 100 to the sand cushion layer 2, so that the soft soil layer 100 can be pre-treated. Pressure drain. Further, the bottom of the first anti-seepage body 41 does not reach the sand cushion layer 2, so that the corresponding plastic drainage board 5 at the bottom will not be damaged; the third anti-seepage body 43 is formed after the drainage of the plastic drainage board 5 is completed . Such a method can provide sufficient drainage space and drainage time for the plastic drainage boards 5, so that the water discharged from each plastic drainage board 5 may be discharged to the left and right directions, so that the drainage consolidation of the soft soil layer 100 is more sufficient and effective. .

The second embodiment of the present application provides a construction process for an anti-seepage embankment, comprising the following steps:

Sand cushion construction:

As shown in FIG. 1 , a geotextile 1 and a geogrid are sequentially laid on the surface of the soft soil layer 100 under the water surface 200 . A medium-coarse sand cushion 2 with a thickness of about 1000mm is laid on the geogrid. The medium-coarse refers to sand with a fineness modulus of 1.6-3.7, and the sand cushion 2 mainly provides drainage channels for the subsequent drainage of the plastic drainage board 5 .

Plastic drainage board construction:

As shown in Figure 2, the operation of inserting plastic drainage boards above water can be referred to as water boards for short. Use a special ship to insert the board on the water, drive the plastic drainage board 5 into the soft soil layer 100, and make one end of each plastic drainage board 5 be located in the sand cushion 2. The plastic drainage board 5 mainly forms a drainage channel in the soft soil layer 100 , and under the ballast action of the subsequent filling layer 3 , the water in the soft soil layer 100 is discharged to the sand cushion 2 along the plastic drainage board 5 .

Water flaps are relatively mature construction operations, and are widely used in the construction of riprap breakwaters in muddy ports such as Tianjin Port, Huanghua Port, and Lianyungang Port in China. For example, CCCC has a complete set of laying and plastic drainage boards for laying special ships on water.

In addition, whether the plastic drainage board 5 needs to be driven into the bearing layer under the soft soil layer 100 needs to be determined according to the reinforcement thickness. The setting depth of the plastic drainage board 5 can also be determined according to the thickness of the soft soil layer 100. For example, if the thickness of the soft soil layer is too deep, it may not be necessary to extend to the bearing layer.

Construction of filling layer 3 and its anti-seepage body:

As shown in FIG. 3 , the first filling layer 31 is formed by backfilling the sand cushion layer 2 with sand and gravel or clay about 0.5 m out of the water surface.

As shown in FIG. 4 , cement slurry is sprayed into the first filling layer 31 , and the first anti-seepage body 41 is formed after the cement slurry hardens. Since the first filling layer 31 is generally filled with sand and gravel or clay, conventional high-pressure jet grouting piles or cement mixing piles can be used for construction to form the first anti-seepage body 41 . The first anti-seepage body 41 formed by cement slurry is a semi-rigid anti-seepage body. It is also possible to choose to pour concrete in the first filling layer 31 to form a rigid anti-seepage body.

Before the cement slurry or concrete is hardened, one end of the second anti-seepage body 42 is embedded in the cement slurry of the first anti-seepage body 41 for more than 0.3m, preferably more than 0.5m, to form a complete lap joint with the first anti-seepage body 41. Seep. The second anti-seepage body is a flexible anti-seepage body, for example, one or more layers of anti-seepage geotextiles can be used.

As shown in Figure 5A, on the first filling layer 31, on the first side (the right side in the figure) of the second anti-seepage body 42, continue to fill sand and gravel or clay to form a second slope with a first slope. Fill layer 32. The second anti-seepage body 42 is laid along the first slope.

As shown in Figure 5B, on the first filling layer 31, located on the second side (the left side in the figure) of the second anti-seepage body 42, continue to fill sand and gravel or clay to form a layer higher than the second filling layer. 32 and a third filling layer 33 with a second slope. The second anti-seepage body 42 is laid from the first slope to the second slope, as shown in FIG. 5C .

As shown in Figure 5D, on the second filling layer 32, on the first side (the right side in the figure) of the second anti-seepage body 42, continue to fill sand and gravel or clay to form the third filling layer 33 The fourth filling layer 34 of equal height (approximately flush), thereby completing the construction of the filling layer 3 .

It should be understood that the number of filling layers in this application is not limited to the first to fourth filling layers, and the number of filling layers can be increased or decreased according to actual needs.

In the above construction process, because the sand cushion 2 needs to discharge the water discharged from the plastic drainage board 5 to the left and right sides, it is generally not recommended to place the first anti-seepage body 41 in it, so the first anti-seepage body 41 preferably does not touch Sand cushion 2. Conversely, if the first anti-seepage body 41 extends to the sand cushion 2, the plastic drainage board 5 in the middle of the figure where the first anti-seepage body 41 is located will be damaged and unable to drain water; in addition, due to the first anti-seepage Due to the blocking effect of the body 41, the drainage direction of the left and right sides is limited, the left side can only drain to the left, and the right side can only drain to the right, thereby causing the problem of poor drainage.

In the above-mentioned construction process, it is carried out according to the method of half-width successive filling, and the flexible anti-seepage geotextile is gradually raised along the half-width slope in a "Z" shape. On the one hand, it conforms to the soil body to facilitate filling; It is more adaptable to embankment deformation. Moreover, in the filling layer 3, the lower part adopts a semi-rigid or rigid structure, and the upper part adopts a flexible structure, which can be adaptively deformed. On the one hand, it plays the role of fixing the second anti-seepage body 42, and on the other hand, it plays the role of adapting to flexible deformation. Therefore, The overall adaptability is better.

Construction of the third anti-seepage body:

As shown in Figure 6, after the construction of the filling layer 3 is completed and the settlement of the soft soil layer 100 is stable, cement slurry is sprayed into the sand cushion layer 2, and the third anti-seepage body 43 (being a semi-rigid anti-seepage structure) is formed after the cement slurry is hardened. body). The third anti-seepage body 43 can also be formed by using conventional high-pressure rotary grouting piles. The lower part of the third anti-seepage body 43 is located in the soft soil layer 100 , and the third anti-seepage body 43 is also in contact with the first anti-seepage body 41 ; thus it can be seen as extending from the soft soil layer 100 to the first filling layer 31 . The third anti-seepage body 43, the first anti-seepage body 41 and the second anti-seepage body 42 form an integrally connected anti-seepage body from bottom to top, which divides the embankment from the inside into two parts separated from each other on the left and right to prevent moisture from flowing from one side to the other. Infiltrate the other side.

After the construction of the filling layer 3 and its anti-seepage body (the first anti-seepage body 41 and the second anti-seepage body 42 ) is completed, it is necessary to wait for the soil to settle. In this process, under the load of the filling layer 3, the plastic drainage board 5 located in the soft soil layer 100 is in a draining state. After the drainage of the soft soil layer 100 is basically completed, for example, after 3 months of drainage, the soft soil layer is measured. The amount of deformation is small, indicating that the drainage is basically over. Then the construction of the third anti-seepage body 43 can be started at this time; therefore, the construction of the third anti-seepage body 43 is later than that of the first anti-seepage body 41 .

Road construction:

As shown in Fig. 7, the upper road pavement and auxiliary structures are constructed on the filling layer 3 to form an embankment.

The described embodiment is only a description of the preferred embodiment of the application, and is not intended to limit the scope of the application. Without departing from the design spirit of the application, those skilled in the art may make various modifications to the technical solution of the application. and improvements, all should fall within the scope of protection determined by the claims of the present application.

Claims

An anti-seepage embankment, comprising a sand cushion and a filling layer, is characterized in that,

The sand cushion layer is located on the soft soil layer; the plastic drainage board extends from the soft soil layer to the sand cushion layer to drain the soft soil layer;

The filling layer is located on the sand cushion, which is provided with a first anti-seepage body at the bottom and a second anti-seepage body at the top; the first anti-seepage body is a rigid or semi-rigid anti-seepage body, and the second anti-seepage body The second anti-seepage body connected with the first anti-seepage body is a flexible anti-seepage body.
The anti-seepage embankment according to claim 1, further comprising a third anti-seepage body formed later than the first anti-seepage body, extending from the soft soil layer to the filling layer and connecting with the first anti-seepage body .
The anti-seepage embankment according to claim 2, characterized in that, the first anti-seepage body and the third anti-seepage body are both semi-rigid anti-seepage bodies.
According to the anti-seepage embankment according to any one of claims 1-3, it is characterized in that the filling layer is filled with sand and gravel or clay; the first anti-seepage body is filled with cement slurry in the filling layer It is hardened and does not contact the sand cushion; the second anti-seepage body is at least one layer of anti-seepage geotextile, and the joint of the second anti-seepage body is located in the first anti-seepage body; the second anti-seepage body is curved folding shape.
According to the anti-seepage embankment according to any one of claims 1-3, it is characterized in that, the soft soil layer and the sand cushion are located under the water surface, and the filling layer and the first anti-seepage body positioned in the filling layer are all from The water surface extends to the water surface, and the second anti-seepage body is located on the water surface.
According to the anti-seepage embankment described in any one of claims 1-3, it is characterized in that a geotextile layer is arranged on the soft soil layer, a geogrid is arranged on the geotextile layer, and the sand is laid on the geogrid. Cushion.
A construction technique for an anti-seepage embankment, characterized in that it comprises:

Sand cushion construction: lay a sand cushion on the surface of the soft soil layer;

Plastic drainage board construction: drive multiple plastic drainage boards into the soft soil layer, so that one end of each plastic drainage board is located on the sand cushion to drain water;

The construction of the filling layer and its anti-seepage body: fill the first filling layer on the sand cushion layer; build a rigid or semi-rigid first anti-seepage body in the first filling layer; place the flexible second anti-seepage body One end of the anti-seepage body overlaps with the first anti-seepage body; on the first filling layer, a plurality of sub-filling layers with slopes are sequentially filled on both sides of the second anti-seepage body, and the second anti-seepage body is along the The slope is laid.
The construction technique of the anti-seepage embankment according to claim 7, is characterized in that, also comprises the construction of the third anti-seepage body: after the settlement of the soft soil layer is stable, the third anti-seepage body is constructed in the sand cushion layer, made of soft soil The layer extends into the first filling layer and is in contact with the first anti-seepage body.
The construction technology of anti-seepage embankment according to claim 7, is characterized in that, more specifically, comprises:

Sand cushion construction: Lay geotextiles, geogrids and sand cushions in sequence on the surface of the soft soil layer;

Construction of plastic drainage boards: Drive multiple plastic drainage boards into the soft soil layer, so that one end of each plastic drainage board is located on the sand cushion to drain water;

Construction of the filling layer and its anti-seepage body: Backfill sand and gravel or clay on the sand cushion layer to form the first filling layer; spray cement slurry into the first filling layer, and form the first anti-seepage body after the cement slurry hardens; Embed one end of the second anti-seepage body into the first anti-seepage body to form an overlap before the cement slurry hardens; on the first filling layer, fill sand and gravel or clay in sequence on both sides of the second anti-seepage body, A plurality of sub-filling layers with a slope are formed, and the second anti-seepage body is laid along the slope in a Z-shaped direction; the two sub-filling layers of the uppermost layer are approximately flush, and further construction can be carried out on it to form a road surface; The second anti-seepage body adopts one or more layers of anti-seepage geotextiles.
The construction technology of anti-seepage embankment according to claim 7, is characterized in that, more specifically, comprises:

Sand cushion construction: Lay geotextiles and geogrids sequentially on the surface of the soft soil layer under the water surface; lay sand cushions on the geogrid;

Construction of plastic drainage boards: use ships to insert boards on the water, drive multiple plastic drainage boards into the soft soil layer, and make one end of each plastic drainage board located in the sand cushion;

Construction of the filling layer and its anti-seepage body: backfill sand and gravel or clay out of the water surface on the sand cushion layer to form the first filling layer;

Spray cement slurry into the first filling layer, and form the first anti-seepage body after the cement slurry hardens; the first anti-seepage body does not contact the sand cushion;

Before the cement slurry is hardened, one end of the flexible second anti-seepage body is buried in the cement slurry of the first anti-seepage body for more than 0.3m, forming a complete overlap with the first anti-seepage body for anti-seepage; the second anti-seepage body adopts One or more layers of anti-seepage geotextile;

On the first filling layer, sand and gravel or clay are alternately filled on both sides of the second anti-seepage body to form multiple sub-filling layers with a slope; the second anti-seepage body is laid along the slope and is bent shape;

The uppermost sub-filling layer is approximately flush, on which further construction can be made to form a pavement;

Construction of the third anti-seepage body: After the construction of the filling layer is completed and the settlement of the soft soil layer is stable, cement slurry is sprayed into the sand cushion layer, and the third anti-seepage body is formed after the cement slurry hardens; the lower part of the third anti-seepage body is located in the soft soil layer. In the soil layer, the third anti-seepage body is also in contact with the first anti-seepage body;

Pavement construction: Carry out pavement and auxiliary structure construction on the filling layer to form an embankment.
An anti-seepage embankment obtained by adopting the construction process of the anti-seepage embankment described in any one of claims 7-10.