JP2014061466A - Collection-drainage water control structure in capillary barrier multilayer ground - Google Patents

Abstract

[PROBLEMS] To eliminate the work process of transporting crushed and classified shells when forming an alternative gravel layer with shells, and to ensure the quality as a gravel layer while making the construction work rational, efficient and low cost. An object of the present invention is to provide a drainage control structure in a capillary barrier multi-layered ground.
In a capillary barrier multi-layer ground, a fine-grained material layer is constructed on top of the coarse-grained material layer, and lateral collection and drainage can be promoted and controlled to the same height as the water-holding power of the upper layer due to the difference in water retention between the two layers. Drainage control structure with a drainage control structure in which a fine-grained material layer consisting of small-diameter fine particles is formed on the upper part of the coarse-grained layer to form a capillary barrier multilayer ground, and the collection and drainage is promoted in the lateral direction of the downward slope. In the control structure, a shell layer is formed, and a compacted shell layer is formed by rolling while applying vibrations, and a shell particle size and particle size distribution in which fine particles of the fine particle layer constructed on the upper part are not mixed are crushed. It is characterized by replacing the coarse-grained layer with a shell layer.
[Selection] Figure 1

Description

The present invention relates to a collection and drainage control structure in a multi-layer ground utilizing so-called capillary barrier technology, and in particular, as a substitute material for gravel material constituting a gravel layer, a capillary barrier multilayer that reuses a large amount of sea shells that are also so-called marine products by-products. It relates to the collection and drainage control structure in the ground.

  In the ground field, for example, a technique called a capillary barrier (hereinafter referred to as CB) is generally known as one of surface impermeable techniques for controlling leachate.

  Here, CB means that a sand layer, that is, a fine-grained material layer is arranged in the upper drainage layer, and a gravel layer, that is, a coarse-grained material layer is arranged in the lower layer as a lower blocking layer, and the difference in capillary force between these two layers. Is used to promote the lateral drainage above the boundary surface between the two layers, for example, to control the vertical infiltration of rainwater.

  That is, for example, in a soil layer with a sand layer and a gravel layer underneath, the osmosis water is trapped at the top of the boundary between the sand layer and the gravel layer due to the relative water retention of the soil particles in both layers. It accumulates. This function is called the soil capillary barrier, or CB.

  And, as described above, the CB can increase the water retention and water shielding properties of the entire ground, and is excellent in lateral drainage, and has good air permeability for degassing and aerobic microorganisms, sand. Because it uses natural materials such as timber and gravel, it has many features such as being economical, contributing to the protection of the global environment, and having relatively long-term durability and stability. In the past, various proposals have been made on soil covering structures using the CB technology.

  Here, as for the so-called CB effect, the larger the difference in water retention (particle size) between the sand layer and gravel layer that is made, the easier it is to obtain. Since there is no difference in the water retention capacity at the entrance and layer boundary, the water collection and drainage performance is reduced, and in the case of significant loss, the CB performance may be lost. Therefore, in order to maintain long-term stability without mixing sand and gravel, it is necessary to use crushed shells with a grain size adjusted to a certain size as an alternative to gravel. The inventors of the present invention have created and have already filed a patent application for the invention (see Japanese Patent Application Laid-Open No. 2010-242903).

  In this already-patented technology, when using a crushed shell as an alternative to gravel that constitutes so-called CB, the shell is first transported to the place where the crusher is located, for example after crushing the shell with a crusher, The shells classified and adjusted in particle size using a sieve were transported and unwound to another destination (construction site) and subjected to rolling.

However, in order to crush shells in large quantities, the shells must be transported to a factory having a large crusher, and further, work such as transporting again to the construction site is required. In addition, in order to produce crushed shells with a particle size and particle size distribution suitable for CB, it is necessary to have a factory with a dedicated large crusher, and for example, classification and particle size adjustment of crushed shells using a sieve etc. There were issues such as having to do.

Japanese Patent Application No. 2010-242903

  The present invention was devised in view of the above-described conventional problems, and the procedure for constructing the above-described so-called CB shell layer (gravel layer) is based on the conventional construction method (Japanese Patent Laid-Open No. 2010-242903). As shown below, first, after collecting a shell, it is washed and dried.

  Next, the dried shell is transported to a crushing factory. Thereafter, the shell is pulverized using a pulverizer. Furthermore, the crushed shells are classified and adjusted in particle size, and the crushed shells adjusted in classification and particle size are transported to the construction site. Then, the crushed shell is unwound with a predetermined thickness on a predetermined ground, and is rolled by a heavy machine. Finally, the thickness of the shell layer (gravel layer) was confirmed and the work was completed.

  On the other hand, in the present invention, the shell is first washed and dried. Next, the washed and dried shell is immediately transported to a construction site where a capillary barrier multilayer ground is constructed. Then, the washed and dried shells are unwound as they are at the construction site, and then, for example, using a heavy machine, the unwound shells are directly pulverized on the spot and a rolling operation is performed. And the thickness etc. of the formed shell layer (gravel layer) are confirmed, and all operations are completed.

In this way, in comparison with the prior art, when forming a gravel layer alternative layer with shells, it is possible to omit the work steps such as transporting the crushed and classified shells to the construction site, which was required in the past, and as a gravel layer An object of the present invention is to provide a structure for controlling drainage and drainage in a capillary barrier multi-layer ground that can make construction work rational, efficient and low cost while sufficiently ensuring quality.

The drainage control structure in the capillary barrier multilayer ground according to the present invention is as follows:
A fine-grained layer is constructed on top of the coarse-grained layer, and the lateral collection is carried out until the height is the same as the water-holding force of the fine-grained layer on the coarse-grained layer due to the difference in water retention between the two layers. A collection and drainage control structure in a capillary barrier multi-layer ground where drainage can be accelerated and controlled,
A fine particle layer composed of fine particles having a particle diameter smaller than the particle size of the coarse particles is constructed on the coarse particle layer to form a capillary barrier multilayer ground. In the collection and drainage control structure in the capillary barrier multilayer ground formed as a board and promoted collection and drainage in the lateral direction of the downward slope,
The coarse particle layer is formed by directly unwinding a shell having a predetermined thickness and drying it onto an inclined base formed in advance as an inclined surface to form a shell layer having a predetermined thickness. Crushed shell layer by rolling while giving
The shell particle size and particle size distribution of the crushed shell layer are formed into a shell particle size and particle size distribution in which fine particles of the fine particle layer constructed on the upper portion of the crushed shell layer are not mixed in the crushed shell layer, The coarse layer was replaced with a crushed shell layer formed in the particle size and particle size distribution.
It is characterized by
Or
The fine grain layer is constructed in a plurality of layers of at least two layers,
It is characterized by
Or
The uniform thickness of the shell unrolled directly is a thickness of 7.5 to 30 cm that can be rolled while applying vibration to construct a homogeneous crushed shell layer.
It is characterized by
Or
The directly unrolled shell layer having a predetermined uniform thickness is crushed while applying vibration, and is pressed by running a vibrating roller unit on the shell layer, and the shell layer is driven by the vibrating roller unit. Rolling while applying vibration to
It is characterized by this.

Thus, according to the collection and drainage control structure in the capillary barrier multi-layer ground according to the present invention, it is possible to omit work steps such as crushing, classification and transportation when forming a gravel layer (coarse grain layer) by shells, while ensuring quality. It has an excellent effect that it can provide a drainage control structure in a capillary barrier multi-layer ground that is rational, efficient and low cost.

It is a schematic structure explanatory drawing explaining this schematic structure of the present invention. It is explanatory drawing explaining the state which unwinds the collected shells. It is explanatory drawing (the 1) showing the procedure which substitutes a shell as "gravel material". It is explanatory drawing (the 2) showing the procedure which substitutes a shell as "gravel material". It is the table | surface which showed the particle size distribution of the shell. It is the graph which showed the particle size distribution of the shell. It is the graph which showed the particle size distribution of the sand and crushed shell which are preferable for CB construction.

  Hereinafter, the present invention will be described based on embodiments shown in the drawings.

  The present invention constructs a sand layer 4 which is a fine-grained material layer above the gravel layer 1 which is a coarse-grained material layer, and the upper layer of the gravel layer 1 which is the coarse-grained material layer due to the difference in water retention between the two layers. The present invention relates to a structure for controlling drainage and drainage in a multi-layer ground that exhibits a so-called CB effect, in which lateral drainage and drainage can be accelerated and controlled until the water retention capacity of a sand layer 4 that is a certain fine-grained material layer reaches a certain height.

  As can be understood from FIG. 1, a coarse particle layer, that is, for example, a fine particle having a particle diameter that is not mixed between gravel materials, for example, is smaller than the particle size of the gravel material 2. Thus, a fine layer of material, that is, a sand layer 4 made of, for example, a sand material, is constructed.

  Although not shown in the figure, the fine-grained layer may be formed into a multilayer structure, a three-layer structure, a four-layer structure, or a five-layer structure, instead of the two-layer structure as described above. . However, even in these cases, the particle size of the sand material that becomes the fine-grained layer of the upper layer is smaller than the sand particle size of the layer formed in the layer below it, and is not mixed between the sand materials. It is important to configure the particle size.

  In addition, as shown in FIG. 1, the multi-layer ground according to the present invention is formed with an inclination. For example, the integrated flow 11 which is a side collection drainage by CB flows toward the downward inclination side, and promotes the collection of drainage. Will be.

  Regarding the construction of the so-called CB structure, construction is carried out while sequentially compacting the gravel layer 1 located in the lower part and the upper sand layer 4.

  In addition, as described above, by tilting the CB structure, as shown in FIG. 1 described above, the falling permeated water is easily captured above the boundary surface between the sand layer 4 and the gravel layer 1, and the accumulated water is inclined downward. It is possible to flow down in the direction.

  Here, FIGS. 2 to 6 show an embodiment of the present invention.

  This embodiment uses a shell 7 for the coarse particles, that is, at least gravel material, and unwinds the shell 7 directly to a construction site, that is, a multi-layer ground structure construction site. FIG. 4 shows an embodiment in which a shell layer as an alternative layer of the gravel layer 1 is formed by pulverizing and rolling using a heavy construction machine (see FIG. 4).

  When constructing a so-called CB structure, both the sand material constituting the upper sand layer 4 and the gravel material constituting the lower gravel layer 1 are within a predetermined particle size range. It is necessary that the particle size distribution of the range consists of a particle size distribution suitable for constructing the CB structure.

  That is, the particle size of the sand material in the sand layer 4 in the upper layer is smaller than the particle size of the gravel material constituting the gravel layer 1 formed in the lower layer, and the particle size not mixed between the gravel materials and It is important that the particles have a particle size distribution, and the gravel material also has a particle size and particle size distribution in which the sand material is not mixed between the gravel materials.

  As described above, both sand material and gravel material having a predetermined particle size and a predetermined particle size distribution are required.

  By the way, this “sand material” and “gravel material” may not be procured easily in the vicinity of the construction site of the multi-layer ground structure. Therefore, when procuring “sand material”, especially “gravel” at a multi-layer ground structure construction site in the vicinity of a coastal area, for example, a large amount of shells 7 existing in the coastal area are crushed, "And especially" gravel "can be considered as a substitute. In addition, this results in reuse of so-called marine by-products and can contribute to environmental conservation. Even if the CB structure is not located in a coastal area and shells are not readily available, it is possible to implement the present invention and construct a shell layer as an alternative layer for the gravel layer 1.

  Here, for example, a large amount of shells 7 in the coastal area are collected by a heavy machine 8 or the like. That is, first, the shells 7 are collected at one place using the heavy machine 8, and then the collected shells 7 are washed and dried.

  Next, the washed and dried shell 7 is immediately transported to the construction site, that is, the above-mentioned multi-layer ground structure construction site.

  Then, the washed and dried shell 7 is unwound to a predetermined thickness as it is at the construction site, that is, at the construction site of the multi-layer ground structure.

  That is, as shown in FIG. 1, the washed and dried shell 7 is unwound at an inclined construction site with a predetermined uniform thickness so as to form a gravel layer 1 having an inclination.

  In addition, although it is a specific numerical value of the uniform thickness of the shell that has been unwound directly, for example, a directly unwound shell that can be rolled while applying vibration using the vibration rolling roller device 9 to construct a uniform crushed shell layer. When the range of the uniform thickness is confirmed by various experiments, the result is that the specific value of the uniform thickness of the shell is preferably 7.5 cm to 30 cm.

  Then, for example, using the vibration rolling roller device 9 or the like, the unrolled shell 7 is directly pulverized at that location and the rolling operation is performed (see FIGS. 3 and 4). Then, the thickness of the formed shell layer (gravel layer 1) is confirmed, and the operation is completed. In some cases, leveling work may be performed as necessary.

  As described above, in the present invention, the shell 7 that has been unwound directly is crushed by rolling while applying vibration using the vibrating roller device 9 or the like to form a crushed shell layer, and the crushed shell layer is formed into a predetermined shape. A coarse layer having a uniform thickness, that is, a shell layer is formed as an alternative layer of the gravel layer 1.

  As shown in FIGS. 3 to 4, as described above, a so-called vibrating and rolling roller device 9 is used as a device for pulverizing and rolling the shell 7.

  With the vibration rolling roller device 9, the shell 7 can be directly crushed and rolled on the spot, and can have a desired particle size and particle size distribution as an alternative layer of the gravel layer 1. This is because it can be produced at a low cost.

  FIG. 5 shows an experiment of actually using scallops or red shells as the shells 7 and crushing them to use them as substitutes for gravel materials. And it was set as the table | surface which showed the particle size distribution of the crushing shellfish when the said scallop shell or a red shellfish is grind | pulverized, pulverized using a crusher, or a grinder.

  In FIG. 5, the size of the sieve mesh is shown in the vertical direction item on the left, and the crushed shell 7 is, for example, 100 g of g of the sieve mesh with respect to the sieve mesh size. It is a numerical representation of whether the eye has passed.

  That is, for example, in a state where the scallop shells 7 scattered on the shore and the like are collected and acquired as they are (“scallops 0Ec” and “H” in FIG. 5), the scallop shells of 53 mm pass through. Is 100g in 100g of scallops, passing through 37.5mm sieve eyes is 85.2g in 100g, passing through 26.5mm sieve eyes is 32.7g in 100g, 19mm sieve 8.9g passes through the eyes of the 9.5mm, 0.5g of 100g passes through the eyes of the 9.5mm sieve, and 0.2g of 100g passes through the eyes of the 4.75mm sieve. It was 0.1 g out of 100 g that passed through a 2 mm sieve mesh. Nothing passes through the sieve mesh of 0.85 mm or less, as shown by “H” in FIG.

  Further, when crushing with a heavy machine such as the vibration roller unit 9 of this embodiment ("heavy machine crushed shell" and "F point" in FIG. 5), it is 100 g that passes through the 37.5 mm sieve eyes. It is 97.9 g in 100 g, and 87.9 g passes through a 19 mm sieve eye, and 100 g passes through a 9.5 mm sieve eye. It is 54.8g in the middle, passing through the 4.75mm sieve mesh is 32.9g in 100g, passing through the 2mm sieve mesh is 15.7g in 100g, 0.85mm sieve Passing through the eyes is 8.1 g in 100 g, passing through the 0.425 mm sieve eyes is 4.5 g, and passing through the 0.25 mm sieve eyes is 2.9 g in 100 g 1 of 100 g passes through a 0.106 mm sieve screen. G, and to pass the eye sieve 0.075mm show that was 100g in 1.3 g.

  The particle size distribution is shown when the shell is crushed by a heavy machine such as the vibrating roller device 9 (F) or when the scallop is crushed by compaction with 4Ec compaction energy (G). 5 are shown in A, B, C, D, E, F, and G, respectively.

Here, Ec is a unit of compaction energy, and is usually 1Ec = 550 kJ / m ³ .

  FIG. 6 illustrates which crushed shell is suitable for forming an alternative material for the gravel layer 1 in each of the cases shown in FIG. It is a curve showing the particle size distribution when crushed shells are purchased, and the curve located on the rightmost side is collected and acquired as it is, for example, for scallop shells 7 scattered on the beach etc. It is a curve which shows the particle size distribution of a state.

  And the six curves located in the center are the first curve from the left, the curve showing the particle size distribution of red shellfish crushed twice using a crusher, the second curve from the left is Curve showing particle size distribution when scallops are compacted with 16Ec compaction energy, the third curve from the left is the curve showing the particle size distribution when pulverized using a pulverizer, the fourth from the left Is a curve showing the particle size distribution when the scallop is compacted with 8Ec compaction energy, and the fifth curve from the left is a shell by a heavy machine such as a vibrating roller device 9 for example. This is a curve showing the particle size distribution when a 20cm thick one is vibrated and pressed 24 times to a shell thickness of about 6cm. The 6th curve from the left is a scallop with 4Ec compaction energy. Particle size when hardened A is a curve showing. As can be understood from FIG. 6, the curve on the left side is composed of the shell 7 having a small particle size, and the particle size distribution is composed of the shell 7 having a larger particle size toward the right side. I understand that

  And the experimental result that these six cases in the center were suitable for formation of the crushing shell layer which is an alternative layer of the gravel layer 1 was brought about.

  That is, when a shell layer that is an alternative layer of the gravel layer 1 is formed by the crushed shell in the case of the six curves in the center, the sand material of the upper sand layer 4 enters the shell layer that is an alternative layer of the gravel layer 1 Without falling, the osmotic water is trapped and accumulated at the upper part of the boundary surface between the sand layer 4 and the shell layer, which is an alternative layer of the gravel layer 1, and the accumulated flow 11 is generated, and the side drainage is promoted. It was confirmed.

  If the reason is judged from the curve showing the particle size distribution shown in FIG. 6, the sand material constituting the sand layer 4 which is the upper layer of the gravel layer 1, that is, as shown in FIG. Number is used.

  And, as shown in FIG. 7, the particle size distribution of the sand material of this cinnabar No. 6 is that 100g out of 100g passes through the sieve eyes of 0.85mm, and it almost passes through the sieve eyes of 0.425mm. 100g out of 100g, 60g passes through 0.25mm sieve mesh, about 1g out of 100g passes through 0.106mm sieve mesh, passes through 0.075mm sieve mesh Indicates about 0 g per 100 g.

  Thus, the dredged sand No. 6 showing such a particle size distribution is used as a sand material for forming the sand layer 4.

  Next, the crushed shell layer constituting the shell layer which is an alternative layer of the gravel layer 1 which is the lower layer, as understood from FIG. These shells are crushed shells composed of a particle size distribution in which the passing mass percentage of the crushed shells passing through the mesh of a 0.85 mm sieve is about 5% to about 25%.

  That is, when the shell layer which is an alternative layer of the gravel layer 1 is constituted by the crushed shell having a passage mass percentage of about 5% to about 25% passing through the mesh of the 0.85 mm sieve, Without the sand material entering the shell layer that is an alternative layer of the gravel layer 1, the falling osmosis water is captured and accumulated at the upper part of the boundary surface between the sand layer 4 and the shell layer that is the alternative layer of the gravel layer 1, A CB structure in which the accumulated flow 11 is generated and the side drainage is promoted can be constructed.

  Here, among the six curves at the center shown in FIG. 6, the fifth curve from the left is a scallop that is rotated 24 times on the shell layer having a shell thickness of 20 cm by the vibration rolling roller device 9 as described above. It is a curve showing the particle size distribution when the shell thickness is about 6 cm. By using this vibration rolling roller device 9, a shell layer that is an alternative layer of the gravel layer 1 according to the present invention can be reliably obtained at the construction site. Can be built. Therefore, FIG. 5 and FIG. 6 described above can be used as a guideline for constructing a shell layer which is a suitable alternative to the gravel layer 1 in an actual multi-layer ground structure construction site.

  As described above, when constructing the CB structure, both the sand material constituting the upper sand layer 4 and the crushed shell shell of the crushed shell layer replacing the lower gravel layer 1 have a predetermined particle size. It is necessary that the particle size distribution by the particle size range is an appropriate particle size distribution for constructing the CB structure.

  That is, the particle size of the sand material in the sand layer 4 in the upper layer is smaller than the particle size of the gravel material constituting the gravel layer 1 formed in the lower layer, and the particle size not mixed between the gravel materials and Constructing with a particle size distribution, and also crushing shells, crush shells 7 so that the sand material (coral sand No. 6) having the specified particle size and the specified particle size distribution is not mixed between gravel materials. Thus, it is important to construct a crushed shell having a predetermined particle size and particle size distribution.

  Thus, both sand materials and crushed shells are required to have a predetermined particle size and a predetermined particle size distribution.

  3 and 4 are specific examples in which the shell layer is pulverized and compacted by using the vibration compaction roller device 9, and the vibration compaction is performed when the shell thickness is 20 cm. 24 times, the thickness is about 6 cm, and it can be understood that this is suitable for forming a shell layer as an alternative layer of the gravel layer 1.

  In addition, the uniform thickness of the shell which was directly unwound as described above was confirmed by various experiments that, for example, a uniform crushed shell layer can be constructed by rolling while applying vibration using the vibration rolling roller device 9. The thickness is preferably in the range of 7.5 cm to 30 cm.

  Here, in the present embodiment, the shell layer was pulverized and pressed using the vibration rolling roller device 9, but is not limited to the vibration rolling roller device 9, and is an alternative layer in the present invention. Any heavy machine can be used as long as it can reliably construct a shell layer at the construction site, and the invention is not limited to the vibration roller unit 9 described above.

  When constructing a shell layer that is an alternative to the gravel layer 1, it may be difficult to form all of the shell layer with crushed shells. For example, the lower half is configured, and a crushed shell is superposed on the lower half and adjusted to a predetermined thickness, which may be used as a shell layer as an alternative layer of the gravel layer 1.

  Thus, for example, if a two-layered multi-layer ground is constructed above the shell layer as an alternative layer of the gravel layer 1 formed in this way, the sand layer 4 is constructed so as to be approximately equal to a predetermined thickness. The so-called CB structure is completed.

When the sand layer 4 is constructed, if there is a large amount of sand material, the crushed shell 7 need not be substituted, but the finely crushed shell 7 may be used in place of the sand material. Is.

Further, by utilizing the water permeability of the shell layer, it may be a long-term stable shell drainage layer that does not contain fine particles.

The collection and drainage control structure in the multi-layer ground according to the present invention can be used for, for example, permeate control of landfill waste or cover soil structure in a waste disposal site. In other words, when the CB structure multi-layer ground according to the present invention is constructed on the upper part of the soil covering, etc., it becomes possible to greatly reduce the penetration of rainwater etc. from the upper part (available when the waste disposal site is closed) ).
Furthermore, it can be used for the lower drainage structure of the disposal site.

  Moreover, when the CB structure multi-layer ground according to the present invention is constructed in the vicinity of the slope, it becomes possible to drain the permeated rainwater etc. to the outside such as embankment as well as the infiltration control of the rainwater (for slope disaster prevention etc.) Can be used).

And the effect can be increased by superposing three or more layers of the above-mentioned CB structure multi-layer ground.

DESCRIPTION OF SYMBOLS 1 Gravel layer 4 Sand layer 7 Seashell 8 Heavy machine 9 Vibratory roller compactor 11 Accumulated flow

Claims (4)

A fine-grained layer is constructed on top of the coarse-grained layer, and the lateral collection is carried out until the height is the same as the water-holding force of the fine-grained layer on the coarse-grained layer due to the difference in water retention between the two layers. A collection and drainage control structure in a capillary barrier multi-layer ground where drainage can be accelerated and controlled,
A fine particle layer composed of fine particles having a particle diameter smaller than the particle size of the coarse particles is constructed on the coarse particle layer to form a capillary barrier multilayer ground. In the collection and drainage control structure in the capillary barrier multilayer ground formed as a board and promoted collection and drainage in the lateral direction of the downward slope,
The coarse particle layer is formed by directly unwinding a shell having a predetermined thickness and drying it onto an inclined base formed in advance as an inclined surface to form a shell layer having a predetermined thickness. Crushed shell layer by rolling while giving
The shell particle size and particle size distribution of the crushed shell layer is formed into a shell particle size and particle size distribution in which fine particles of the fine particle layer constructed on the upper portion of the crushed shell layer are not mixed in the crushed shell layer, The coarse layer was replaced with a crushed shell layer formed in the particle size and particle size distribution.
A drainage control structure in a capillary barrier multi-layer ground characterized by that.
The fine grain layer is constructed in a plurality of layers of at least two layers,
2. The drainage / drainage control structure in a capillary barrier multilayer ground according to claim 1, wherein
The uniform thickness of the directly unrolled shell is 7.5 cm to 30 cm,
The drainage control structure in a capillary barrier multilayer ground according to claim 1 or 2, wherein
Crushing and rolling the shell layer of a predetermined uniform thickness that has been unwound directly, while applying vibration,
Running a vibration rolling roller device on the shell layer, and rolling while applying vibration to the shell layer by the vibration rolling roller device;
The structure for collecting and discharging drainage in a capillary barrier multi-layer ground according to claim 1, 2, or 3 characterized by the above-mentioned.

Images