JP2524537B2 - Foundation structure of underground structure - Google Patents

Description

TECHNICAL FIELD The present invention relates to a foundation structure for culverts, common grooves, buried pipes, and other underground structures, which are entirely buried in a sand layer. Is.

“Conventional technology” In recent years, with the active development of landfill and waterfront (waterside) areas, liquefaction of sand ground during earthquakes has become a problem. For example, ground compaction methods such as sand compaction pile method and vibration compaction method, vertical drain method such as gravel drain method and pipe drain method, and deep layer mixing method are used to prevent ground liquefaction itself. It had been.

However, when the ground compaction method of
Since there is noise and vibration, there is a problem that construction in urban areas is becoming difficult at present, and in the vertical drain construction method and deep mixing treatment method,
In addition to the relatively high cost, there were doubts about the ground liquefaction prevention effect itself.

"Problems to be solved by the invention" By the way, since the specific gravity of sandy ground is about 1.9, in the case of a structure constructed on sandy ground, the apparent specific gravity of the underground buried part of the structure, that is, If the ratio of the weight of the entire structure divided by the volume of the underground buried portion of the structure is 1.9 or less, the structure may rise when the surrounding ground is liquefied during an earthquake. And the specific gravity of the structure
If it is larger than 1.0, even if the groundwater level in the sandy ground reaches near the ground surface, there will be no uplift due to hydrostatic pressure.

And in normal structures, the apparent specific gravity is 1.
The number of 9 or less is often an underground structure in which the entire structure is buried in the ground. Therefore, especially when constructing an underground structure on soft ground such as sandy ground,
It is desirable from the viewpoint of cost to construct a foundation structure that considers prevention of uplift due to liquefaction of the ground during earthquakes, etc., rather than supporting the foundation on deep rock to prevent subsidence due to its own weight.

For example, as an underground structure having an apparent specific gravity of 1.9 or less, there is a culvert 1 buried in a sand layer S as shown in FIG. The uplift of an underground structure such as the culvert 1 in the sand layer S is
As shown in the figure, the mud that has become mud due to the liquefaction of the sand layer S wraps around directly under the culvert 1 and
By pushing up from the bottom (see the arrow in FIG. 4).

The present invention has been made in view of the above circumstances, and even if ground liquefaction such as during an earthquake extends to the ground directly below the underground structure, the ground around the ground directly below the underground structure It is an object of the present invention to provide a foundation structure for an underground structure capable of suppressing the floating of the underground structure to an extremely small amount below an allowable limit by preventing the above.

"Means for Solving the Problem" The foundation structure of an underground structure of the present invention is a foundation structure of an underground structure entirely buried in a sand layer, and the bottom of the underground structure is made of gravel or the like. A drainage layer is provided, and a water stop wall is provided at a position surrounding the underground structure and the sand layer directly below it. A lattice-shaped cloth foundation that extends to a water-permeable layer or a layer that does not liquefy is provided, and the water blocking wall is provided so as to contact the side surface of the underground structure and the side surface of the cloth foundation. Is.

"Operation" In the basic structure of the underground structure of the present invention, when the sand layer is liquefied due to the seismic force acting on the surrounding ground, even the ground inside the water blocking wall just below the underground structure is Liquefaction will occur, but on the inside of the water blocking wall, a grid-like cloth foundation that extends from the bottom of the drainage layer at the bottom of the underground structure to the impermeable layer below it or the layer that does not liquefy Since the grid-like cloth foundation is provided, the ground wrapping from the surroundings to immediately below the underground structure is prevented, and thus the uplift of the underground structure is suppressed to a slight amount. . Then, when the above-mentioned underground structure slightly rises, the excess water pressure is immediately dissipated by the drainage layer at the bottom of the underground structure, so that the floating of the underground structure becomes large to a harmful degree. There is no. Rather, a slight uplift has the effect of reducing excess water pressure in the sand layer,
It is an effective preventive measure against a large uplift that causes the collapse of the underground structure.

[Examples] Examples of the present invention will be described below with reference to the drawings.

1 and 2 are views showing an embodiment of the basic structure of the underground structure of the present invention, and FIG. 1 is a longitudinal sectional view,
FIG. 2 is a sectional view taken along the line AA in FIG. In these drawings, reference numeral 1 is a concrete culvert shown as an example of an underground structure, and 2 is a water blocking wall.

Then, in the foundation structure of this underground structure, from the bottom of the drainage layer D at the bottom of the culvert 1 to the impermeable layer C below it or the non-liquefaction layer with a depth of 15 to 20 m or more, inside the water blocking wall 2. A grid-shaped cloth base 5 is provided.

The culvert 1 is embedded in a sand layer S extending on the impermeable layer C, for example, as shown in FIG. In this sand layer S, for example, the groundwater level reaches near the surface of the earth, and there is no rise due to hydrostatic pressure, but there is a risk of rise due to liquefaction (apparent specific gravity = about 1.
9).

In the sand layer S near the culvert 1, a water blocking wall 2 is constructed so as to surround the culvert 1 and the sand layer S immediately below the culvert 1, and the lower end of the water blocking wall is located below the sand layer S. It reaches the impermeable layer C or a layer that does not liquefy at a depth of 15 to 20 m or more. The member forming the water blocking wall 2 and its structure are arbitrary, and may be appropriately selected from known and commonly used means. Further, the shape of the water blocking wall 2 in a plan view is also arbitrary, and may be appropriately determined according to the planar shape of the culvert 1 such as a circle or a rectangle.

A drainage layer D composed of gravel or the like is formed above the sand layer S surrounded by the water blocking wall 2, and the drainage layer D covers the bottom surface of the culvert 1. In addition, the drainage layer D
In order to improve the water permeability of this drainage layer D, a perforated pipe (not shown) whose tip projects from the ground surface
May be inserted as appropriate.

The method of constructing the foundation structure of the underground structure having the above configuration is arbitrary, and no special construction method is required,
An example is shown below.

First, when constructing the culvert 1 in the sand layer S, a cliff wall is constructed around the position where the culvert 1 of the sand layer S is to be constructed, and the inside of the cliff wall is cut and raised. By excavating downward while supporting it with the sluice, the water blocking wall 2 is constructed at a position surrounding the culvert 1 and the sand layer S immediately thereunder. The construction method of the water blocking wall 2 is arbitrary, for example, PIP method, PIPW method, SMW method,
Well-known and commonly used construction methods such as an underground continuous wall construction method, a soil cement wall construction method, and a cast-in-place pile wall construction method can be suitably used.

In this way, the water blocking wall 2 is constructed, and after digging to the depth at which the drainage layer D inside the water blocking wall 2 is to be formed, a grid-like shape extending from the lower part of the drainage layer D to the lower side The cloth foundation 5 is constructed, and the lower end of the cloth foundation 5 reaches the impermeable layer C, for example, as shown in FIG. The method for constructing the cloth foundation 5 is also arbitrary, and for example, similar to the method for constructing the water blocking wall 2, it may be constructed by the PIP method, the PIPW method, the SMW method or the like. Then, after the gravel or the like is backfilled on the cloth foundation 5 and the sand layer S surrounded by the cloth foundation 5 to form the drainage layer D, and then the culvert 1 is constructed on the drainage layer D. , I also backfill the earth and sand on this culvert 1.

Therefore, in the substructure of such an underground structure,
A water blocking wall 2 is provided around the culvert 1 and around the sand layer S immediately below the culvert 1, and inside the water blocking wall 2, a water impermeable layer below the drainage layer D at the bottom of the underground structure 1 is provided. C
Or, since the grid-like cloth foundation 5 is provided to reach a layer that does not liquefy at a depth of 15 to 20 m or more, the grid-like cloth foundation 5 exerts seismic force on the surrounding ground (sand layer S). Even if the sand layer S is liquefied, the wraparound of the ground from the surrounding area to the area immediately below the culvert 1 is prevented, and the lift of the culvert 1 is suppressed to a slight amount. When the culvert 1 is slightly raised, the sand layer S immediately below the culvert 1 is formed.
The interstitial water is drained to the drainage layer D thereabove, and the excess water pressure is immediately dissipated by the drainage layer D, so that no harmful lifting such as collapse of the culvert 1 occurs. Rather, since a slight uplifting has the effect of reducing the excess water pressure of the sand layer S, it is an effective preventive measure against the uplifting that causes the collapse of the culvert 1.

Therefore, in the foundation structure of this underground structure, even if liquefaction of the sand layer S occurs just below the culvert 1, the excess water pressure in the sand layer S can be promptly dissipated, and the conventional gravel drain method can be used. By comparison, it is possible to construct a drainage work that has a reliable drainage effect. Further, unlike the above-mentioned conventional groundwater lowering construction method, a permanent facility such as a drainage pump is not required, and equipment costs, maintenance costs, etc. are almost unnecessary.
Further speaking, in order to construct the underground portion of the culvert 1, since the water stop wall 2 is required for excavating the underground portion in any case, this can be utilized for preventing the liquefaction of the sand layer S, which is preferable. . In addition, the water blocking wall 2 only has to function to block the temporary rise in water pressure during the earthquake of the sand layer S surrounded by the water blocking wall 2, and it is not necessary to expect a complete water blocking effect. It is also possible to convert.

The details of the basic structure of the underground structure of the present invention are not limited to the above-mentioned embodiments, and various modifications are possible. As an example, the above-mentioned embodiment was applied to the foundation structure of the culvert 1, but it is also applicable to common grooves, buried pipes, and other underground structures.

"Effects of the Invention" As described above, according to the foundation structure of the underground structure of the present invention, it is the foundation structure of the underground structure entirely buried in the sand layer, and the bottom portion of the underground structure. Is provided with a drainage layer made of gravel, etc., and a water stop wall is provided at a position surrounding the underground structure and the sand layer directly below it, and inside the water stop wall, from the lower part of the drainage layer. A lattice-like cloth foundation reaching up to the impermeable layer or the layer that does not liquefy below is provided, and the water blocking wall is provided so as to contact the side surface of the underground structure and the side surface of the cloth foundation. Therefore, the following excellent effects can be obtained. In other words, when the sand layer is liquefied due to seismic force acting on the surrounding ground, the sand layer will be liquefied even on the ground inside the water blocking wall directly below the underground structure. On the inside, there is a grid-like cloth foundation that extends from the bottom of the drainage layer at the bottom of the underground structure to the impermeable layer or the layer that does not liquefy under it. As a result, it is possible to prevent the ground from wrapping around from the surroundings to just below the underground structure, and thus the floating of the underground structure can be suppressed to a slight amount. At this time, it is conceivable that the water blocking wall is provided so as not to be in contact with the side surfaces of the underground structure and the cloth foundation, but simply to surround the perimeter thereof. When it occurs, its influence may directly affect the underground structure, which may rise or sink. On the other hand, by arranging the water blocking wall in contact with the side surfaces of the underground structure and the fabric foundation as described above, even if liquefaction occurs in the sand layer inside the water blocking wall, the effect will be It is possible to keep things slightly floating. Then, when the underground structure is slightly lifted, because the excess water pressure is immediately dissipated by the drainage layer at the bottom of the underground structure,
The uplift of the subterranean structure will not be harmfully large. Rather, a slight uplift has the effect of reducing the excess water pressure in the sand layer, and is therefore an effective preventive measure against uplift that is large enough to cause the collapse of the underground structure.

Even if the sand layer is liquefied just below the underground structure, the drainage layer that spreads over a wide area can quickly dissipate the excess water pressure in the sand layer, and the drainage works with a reliable drainage effect. can do. In addition, it does not require permanent facilities such as drainage pumps, and requires almost no equipment costs or maintenance costs. Furthermore, in order to construct the underground portion of the underground structure, a water stop wall is required for excavation of the underground portion in any case, so this can be used for preventing liquefaction of the sand layer, which is preferable. . Moreover, the water blocking wall only needs to have a function of blocking a temporary increase in water pressure due to an earthquake or the like in the sand layer surrounded by the water blocking wall, and it is not necessary to expect a complete water blocking effect, so the construction is simplified. It is also possible.

[Brief description of drawings]

1 and 2 are views showing an embodiment of the present invention, in which FIG. 1 is a longitudinal sectional view showing a basic structure of an underground structure, and FIG. 2 is a line AA in FIG. FIG. FIG. 3 is a vertical cross-sectional view of the sand layer in which the culvert is buried, and FIG. 4 is a vertical cross-sectional view showing the uplift of the culvert in the sand layer due to ground liquefaction such as during an earthquake. 1 ... Underground structure (culvert), 2 ... Water blocking wall, 3 ... H steel, 5 ... Fabric foundation, S ... Sand layer, D ... Drainage layer, C ... Impermeable layer.

Claims (1)

(57) [Claims] 1. A foundation structure for an underground structure which is entirely buried in a sand layer, wherein a drainage layer made of gravel or the like is provided at the bottom of the underground structure, and the underground structure and A water blocking wall is provided at a position surrounding the sand layer immediately below the water blocking wall, and inside the water blocking wall is a grid-like cloth that extends from the lower part of the drainage layer to the impermeable layer below it or the layer that does not liquefy. A foundation structure for an underground structure, wherein a foundation is provided, and the water blocking wall is provided so as to contact a side surface of the underground structure and a side surface of the cloth foundation.