KR101061186B1 - Relief point system and its installation method for treatment of uplifting water pressure affecting underground structure - Google Patents

Abstract

PURPOSE: A device for damping lift for an underground structure and a method of constructing the same are provided to limit lift of groundwater by storing and externally discharging the groundwater in/from a water tank in a natural drain way due to head difference of the groundwater. CONSTITUTION: A device for damping lift for an underground structure comprises a water tank(10), a spacer(20), a PDD pipe(30), an ring(40), a T socket(50) and an end cap(52). The water tank comprises a plurality of holes(11), which are formed below a given length from the upper end of the water tank. Aggregate(12) is filled in the water tank. The spacer divides the inside of the water tank into a lower part with the hole and an upper part without the hole. The space comprises a plurality of through holes(21). Non-woven fabric is installed inside and outside the PDD pipe. The ring is installed between the upper part and hole of the water tank to keep airtight.

Description

Positive point attenuation treatment device for underground structure and its construction method {Relief point system and its installation method for treatment of uplifting water pressure affecting underground structure}

The present invention relates to attenuation of uplift pressure acting on underground structures, and more particularly, to be installed at the bottom of underground structures that are constructed lower than the groundwater level so that groundwater can be discharged by natural drainage by water head difference. The present invention relates to a positive pressure attenuation treatment device for underground structures and a construction method thereof.

Generally, excavate the ground to a certain depth for the construction of civil engineering and construction underground structures, and construct the concrete foundation structure, which is the construction reference surface, on the ground (floor surface) after the excavation is completed, It will be constructed.

However, when the final floor of the civil engineering and underground structures is installed below the groundwater level, energy is generated that the groundwater level lowered by the head difference between the bottom of the underground structure and the periphery of the building is restored to the peripheral level. Energy acts as a positive pressure on the underground structure. In the severe case, the positive pressure not only raises or tilts the underground structure, but also causes a fatal adverse effect on the safety of civil and building structures such as cracking of the foundation structure.

Particularly in recent buildings, the depth of the basement of the building is becoming deeper, for example, to secure a parking space. Therefore, the positive pressure treatment by groundwater is important in the construction of the building.

On the other hand, as a countermeasure against the positive pressure caused by groundwater in the construction of civil engineering and building structures with underground floors, a method of increasing the base thickness of the underground structure or installing a rock anchor, etc., to resist the positive pressure Although it is used, it is usually installed in the lower part of the basic structure, and the groundwater is led to the underground wells and pumped to the outside to reduce the positive pressure. It is most commonly used according to the advantages such as being able to eliminate the damage caused by.

However, this drainage pipe installation method is a device installed on the base bottom or the outside of the basement wall, there is a disadvantage that the existing underground structure is destroyed due to immature positive pressure treatment and its installation is impossible.

In other words, if the groundwater level rise factor occurs in the vicinity, the existing method is not only useful, but also cannot restore or restore the stability of the existing structure in which the ground and the wall crack due to the groundwater pressure change.

In Korean Patent Publication No. 10-0494977, in order to solve the problems of the prior arts, the underground structure can solve the positive pressure on the underground structure lower than the groundwater level by flowing the groundwater to the outside by the natural drainage method by the head difference. A positive pressure attenuation treatment structure and a construction method thereof are disclosed.

However, this technology is connected to the perforated pipe collecting ground water located at the bottom of the perforated hole, the drain pipe for discharging the groundwater to the outside is embedded in the mortar, there is a problem that can not be cleaned and replaced.

In other words, the merit pipe is located in the gravel layer with the structure wrapped in the nonwoven fabric to filter out the granules, but in the case of soft ground, the granules are easy to move with the groundwater, and thus the pore closure of the nonwoven fabric by the granules ) Even though there is a high level of concern, the upper part of the drilled hole is filled with mortar so that maintenance such as cleaning and replacement is impossible.

As a result, the groundwater drainage efficiency may be drastically lowered over time, especially in the soft ground, which makes it difficult to solve the damage of the underground structure by the positive pressure.

The present invention has been made to solve the above-mentioned problems of the prior art, installed in the bottom of the underground structure is constructed lower than the groundwater level underground structure lower than the groundwater level by discharging the groundwater to the outside in the natural drainage method by water head difference It is an object of the present invention to provide a positive pressure attenuation treatment device for underground structures and a construction method thereof that can effectively solve the positive pressure damage of

Another object of the present invention, in particular, to provide a positive pressure attenuation treatment device for underground structures and construction methods that can be usefully used as part of the method of restoring stability and repair of existing underground structures damaged by positive pressure of groundwater.

Still another object of the present invention is to provide a positive pressure attenuation treatment device for underground structures and a construction method thereof, which can easily clean or replace the geotextiles for easy collection of groundwater and filter granules when necessary.

In order to achieve the above objects, the positive pressure attenuation treatment device for underground structures according to the present invention is disposed concentrically at intervals in an installation hole formed up to a predetermined depth of the ground under the basic construction reference plane, A collecting pipe having a flow path hole and having aggregate filled therein; A spacer for partitioning the inside of the collecting pipe into a lower portion having a flow path hole and an upper portion having no flow path hole, and having a plurality of through holes; A PDD tube of a double tube type, which is accommodated in an upper portion of a collecting pipe partitioned by the spacer and has a nonwoven fabric inside and outside, respectively; An index ring provided between an upper portion of the collection pipe partitioned by the spacer and the installation hole to maintain airtightness; T socket connected to the top of the collecting pipe, having a branch pipe to which the drain pipe is connected, and having an end cap openable at the top; and including an installation hole and a collecting pipe to the upper side of the water ring. It is characterized in that the space between is closed by mortar.

According to a preferred feature of the positive pressure attenuation treatment device for underground structures of the present invention, the water collecting pipe is made of a synthetic resin material, and a metal joint pipe connecting the upper end of the water collecting pipe to the T socket, and between the lower end of the joint pipe and the installation hole. It is further provided with a support ring for supporting the joint pipe, mortar is poured into the upper side of the support ring.

According to another preferred feature of the positive pressure attenuation treatment device for underground structures of the present invention, gravel may be filled in the space between the collecting pipe and the installation hole under the water ring.

According to another preferred feature of the positive pressure attenuation treatment device for underground structures of the present invention, the index ring is made of bentonite material or water expandable rubber material.

In addition, the method for constructing a positive pressure attenuation treatment apparatus for underground structures according to the present invention for achieving the above objects comprises the steps of: forming an installation hole up to a predetermined depth of the ground under the basic construction reference plane; A step of concentrically arranging a synthetic resin collecting pipe having a plurality of flow path holes in a lower portion of the installation hole in a substantially middle portion in the longitudinal direction; Providing an index ring between the collecting pipe and the installation hole above the flow path hole; Filling the aggregate to a predetermined height inside the collection pipe; Mounting a spacer having a hole in the collection pipe to partition the collection pipe into a lower portion having a flow path hole and an upper portion without a flow path hole; Inserting a PDD tube having a nonwoven fabric inside and outside the collection tube to an upper side of the spacer; Placing mortar in the space between the collecting pipe and the installation hole above the water ring; Connecting a T socket having an openable end cap and a branch pipe to an upper end of the collecting pipe; And connecting the drain pipe to the branch pipe of the T socket.

According to one preferred feature of the positive pressure attenuation treatment device construction method for the underground structure of the present invention, the step of connecting the metal joint pipe having a plurality of ribs in the outer periphery on the upper end of the collection pipe before the mortar pouring step; And installing a support ring between the fitting pipe and the installation hole.

In addition, according to another preferred feature of the positive pressure attenuation treatment device construction method for the underground structure of the present invention, it may further comprise the step of filling the gravel in the space between the collecting pipe and the mounting hole before the step ring installation step.

According to the positive pressure attenuation treatment device and the construction method of the underground structure of the present invention as described above, it is installed on the bottom of the structure that is constructed lower than the groundwater level to collect the groundwater into the sump by the water drainage difference of the groundwater and discharge it to the outside. As a result, the positive pressure of the groundwater is reliably suppressed, so that the damage of the underground structure due to the positive pressure can be effectively eliminated.

In addition, by actively coping with the change in positive pressure acting as a cause of breakage of hydraulic balance, it is possible to prevent the fall and destruction of existing structures, and also to significantly reduce the water pressure acting on the foundation structure, which is already damaged by positive pressure. It can be usefully applied as a part of repairing or restoring stability.

In particular, the positive pressure attenuation treatment device for underground structures of the present invention is provided with an end cap that can be opened and closed on the T-socket as well as the PDD pipe provided with the nonwoven fabric is accommodated at the top of the collection pipe, so that the PDD pipe can be easily separated if necessary. It can be cleaned or replaced with a new one, so that the groundwater can be reliably collected and discharged at all times without compromising the water collection efficiency of the groundwater.

Therefore, the present invention has a very excellent effect that greatly contributes to the improvement of safety and reliability of underground structures.

1 is a cross-sectional view showing a positive pressure reduction treatment device for underground structures according to the present invention,
2 is a cross-sectional view taken along the line II-II of FIG.
3 is a cross-sectional view taken along line III-III of FIG.
4 is a cross-sectional view taken along line IV-IV of FIG. 1.

Specific features and other advantages of the positive pressure reduction treatment apparatus for underground structures and construction methods thereof according to the present invention will become more apparent from the following description of the preferred embodiments with reference to the accompanying drawings.

1 to 4, the positive pressure attenuation treatment device for underground structures according to the present invention is perpendicular to the installation hole (H) formed to a certain depth in the lower ground (A) through the basic construction reference surface (C: foundation structure) A water collecting pipe 10 to be installed, a spacer 20 partitioning the inside of the water collecting pipe 10 into upper and lower portions, and an upper portion of the water collecting pipe 10 partitioned by the spacer 20 and ground water PDD pipe (30) for inducing and filtering the inflow of the water supply pipe (10) and the installation hole (H) is installed between the water ring 40 to maintain the airtight, and is connected to the top of the water collecting pipe (10) It is configured to include a T socket 50, the space between the installation hole (H) and the collection pipe (10) to the upper side of the first index ring 40 is closed by the non-shrink mortar (M).

The collecting pipe 10 is made of synthetic resin, for example, PVC pipe, and is installed concentrically with a predetermined interval with the inner circumference of the installation hole (H) to facilitate the inflow of groundwater. The water collecting pipe 10 is formed with a plurality of flow path holes 11 for the inflow of groundwater at the lower portion away from the upper end in a longitudinal distance.

The lower part of the collecting pipe 10 in which the flow path holes H are formed is located in the lower ground A under the basic construction reference plane C, and the inside of the collecting pipe 10, preferably the lower side in which the flow path holes 11 are formed. Aggregate 12 is filled in the site. Aggregate 12 may be used gravel or rubble, the size is preferably 15mm or less.

The water collecting pipe 10 may be made of a single body, but is preferably connected to the T-socket 50 with a metal fitting pipe 13 on the top as shown for firm fixing by mortar (M). .

Accordingly, a support ring 15 for supporting the joint pipe 13 concentrically with the mounting hole H is provided between the lower end of the joint pipe 13 and the mounting hole H. Mortar M is poured upwards.

On the outer circumference of the joint pipe 13, a plurality of ribs 14 are formed to protrude radially in order to increase the bonding force with the mortar (M).

Meanwhile, yellow sand, sand, or gravel may be filled in the space between the collection pipe 10 and the installation hole H below the water ring 40 for more smooth inflow of groundwater and protection of the collection pipe 10. . This is to prevent sand from being ground by infiltration water by filling sand or gravel in the space between the collection pipe 10 and the installation hole H when it is difficult to maintain the empty wall of the installation hole H, for example, in soft ground. For sake.

The spacer 20 is made of a synthetic resin material such as acrylic, for example, and is installed on the aggregate 12 filled in the water collecting pipe 10 so that the inside of the water collecting pipe 10 may have a lower portion with a flow path hole 11 formed therein. It is divided into the upper part without the passage hole.

A plurality of through holes 21 are radially formed in the spacer 20 so that the ground water introduced into the lower portion of the collecting pipe 10 may move upward.

The PDD tube 30 is a technique disclosed in the applicant's patent registration No. 10-0616123, an inner tube 31 having a plurality of drainage holes 34 formed on a main surface thereof, and a predetermined angle around the inner tube 31. It consists of a plurality of webs (web: 35) which integrally connect and support the outer periphery of the outer tube 32 and the inner tube 31 and the inner periphery of the outer tube 32 in which the plurality of collecting passages 34 are formed at intervals.

The outer tube 32 is composed of a plurality of arc-shaped units that are divided from each other by the collecting channel 34 and supported by the inner tube 31 by the web 35.

The inner non-woven fabric 36 is filled in the inner tube 31 of the PDD tube 30, and the secondary non-woven fabric 37 is filled and wrapped in the inner and outer surfaces of the outer tube 32. The primary and secondary nonwoven fabrics 36 and 37 may be of the same kind or may be of different kinds.

The PDD pipe 30 is inserted into the upper portion of the collecting pipe 10 and the joint pipe 13 in which the flow path hole 11 is not formed.

The water ring 40 is installed in the space between the upper portion of the collection pipe 10 and the installation hole (H) to block the ground water from rising outside the collection pipe (10). The water ring 40 is preferably made of a bentonite material or a water-expandable rubber material that forms airtightness by expanding with groundwater, and is strongly adhered to the main surface of the collection pipe 10 and the installation hole H by expansion by groundwater. This blocks the upper layer of groundwater.

The T socket 50 has a lower end connected to the upper end of the joint pipe 13 so as to be exposed to the upper part of the mortar M, and has an open / close end cap 52 at the upper end thereof. The outer circumference of the T socket 50 has a branch pipe 51 connected to the drain pipe P for guiding the groundwater introduced into the water collecting pipe 10 to a water collecting well (not shown) in a radial direction. The drain pipe P is fixed to the foundation construction reference surface C by the double saddle S and the concrete nail N, as shown in FIG.

Accordingly, when the PDD pipe 30 is occluded by the granules and the collection capacity of the ground water is reduced, the end cap 52 may be opened, and the PDD pipe 30 may be taken out and cleaned or replaced with a new one.

Next, the construction method of the positive pressure attenuation treatment apparatus for underground structures according to the present invention configured as described above will be described.

First, using a concrete drilling machine or the like is excavated to a predetermined depth below the lower ground (A) including the foundation construction reference plane (C) to form an installation hole (H) having a predetermined diameter. At this time, the installation hole (H) is formed with a diameter larger than the outer diameter of the collecting pipe 10 to form a predetermined space with the collecting pipe 10 to be installed therein.

Next, the water collecting pipe 10 is positioned concentrically in the installation hole H, and then the water ring 40 is inserted into the upper portion of the water collecting pipe 10, that is, the upper outer circumference where the flow path hole 11 is not formed. The water pipe 10 is supported by the installation hole H.

At this time, in the case of the soft ground which is difficult to maintain the empty wall of the installation hole (H), the sand or gravel is filled in the space between the collection pipe (10) and the installation hole (H) before installing the water ring (40). This is to prevent the soft ground from being mined into the space between the two due to the infiltration of groundwater, it is preferable to properly compact after filling the sand or gravel.

Next, the aggregate 12 such as gravel or rubble having a size of 15 mm or less is filled in the inside of the collecting pipe 10. The aggregate 12 fills only the lower portion of the collection pipe 10 in which the flow passage hole 11 is formed, and leaves the upper portion where the flow passage hole 11 is not formed.

Subsequently, a spacer 20 having a plurality of through holes 21 radially is inserted into the aggregate 12 in the collection pipe 10 filled with the aggregate 12, so that the flow path 11 opens the interior of the collection pipe 10. The lower portion formed and the upper portion having no flow path hole 11 are partitioned.

Next, the coupling pipe 13 is connected to the upper end of the collecting pipe 10, the support ring 15 is first inserted into the outer periphery of the lower end of the coupling pipe 13, and then inserted into the installation hole (H). This is because the rib 14 is formed on the outer circumference of the joint pipe 13, the joint pipe 13 is supported concentrically to the mounting hole (H) by the support ring (15).

In this state, the non-contraction mortar M is poured into the space between the fitting pipe 13 and the installation hole H on the upper side of the support ring 15 to be cured.

When the curing of the mortar (M) is completed, the non-woven fabric 36 (inside and outside the inside of the joint pipe 13 and the collecting pipe 10, that is, the upper portion of the collecting pipe 10 partitioned by the spacer 20 ( 37) are each provided with a double pipe type PDD pipe 30 is provided.

Subsequently, the T-socket 50 having the branch pipe 51 at the upper end of the joint pipe 13 is connected to the outside, and the drain pipe for guiding the groundwater to the sump to the branch pipe 51 of the T-socket 50. Connect (P). And the end cap 52 is coupled to the open upper end of the T-socket 50 to close.

In the positive pressure attenuation treatment device for underground structures of the present invention configured as described above, since the collecting pipe 10 is located at a predetermined depth of the lower ground A under the basic construction reference plane C, the groundwater is easily diverted by the head difference of the groundwater level. Of course, the groundwater is sucked up by the nonwoven fabrics 36 and 37 of the PDD pipe 30 located in the basic construction reference plane C of the upper part of the collecting pipe 10. It can be easily drained by natural drainage method.

As a result, the groundwater pressure acting on the foundation construction plane C can be significantly reduced, which prevents the discharge of groundwater caused by cracks or construction defects that have already occurred, thereby restoring the stability of the damaged underground structure. It can also be useful as part of a repair method.

In particular, the PDD pipe 30 having the nonwoven fabrics 36 and 37 is positioned above the water collecting pipe 10, and the end cap 52 is provided on the upper end of the T socket 50 exposed to the outside to open and close. As it is, the PDD tube 30 occluded by the torrent can be easily taken out and cleaned or replaced, thus maintaining a smooth drainage state of the groundwater.

P: Drain pipe C: Foundation construction plane (basic structure)
A: Lower ground H: Mounting hole
10: collecting pipe 11: euro hole
12: aggregate 13: joint pipe
15: support ring 20: spacer
21: through air 30: PDD pipe
36, 37: primary and secondary nonwovens 40: index ring
50: T socket 51: branch pipe
52: end cap

Claims (11)

A water collecting pipe disposed concentrically at intervals of the installation hole formed to a predetermined depth of the ground under the basic construction reference surface, having a plurality of flow path holes at a predetermined length or less from an upper end, and filled with aggregate therein;
A spacer having a plurality of through holes and dividing the inside of the collecting pipe into a lower part having a flow path hole and an upper part without a flow path hole;
A PDD tube accommodated in an upper portion of the collecting pipe partitioned by the spacer and provided in the form of a double pipe having a nonwoven fabric inside and outside, respectively, which can be separated from the collecting pipe and cleaned or replaced with a new one if necessary;
An index ring provided between an upper portion of the collection pipe partitioned by the spacer and an installation hole to maintain airtightness;
A T socket connected to an upper end of the water collecting pipe, a drain pipe connected to one side, and having a branch pipe;
And an end cap detachable from an upper end of the T socket so as to separate the PDD pipe from the water collecting pipe.
The space between the installation hole and the collecting pipe is closed by mortar to the upper side of the water ring, but the T socket, the end cap, and the drain pipe are not placed on the mortar and are exposed on the foundation construction reference surface. Positive pressure attenuation treatment device for underground structures, characterized in that it is provided to be separated from the PDD pipe in the collecting pipe. delete delete delete delete delete delete delete delete delete delete

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