KR100494977B1 - Relief point structure and its installation method for treatment of up-lifting water pressure affecting underground structure - Google Patents

Abstract

The present invention is installed on the bottom of the underground structure to be constructed lower than the groundwater level to drain the groundwater under pressure under the natural drainage method by the water head difference, collected by the sump well and discharged to the outside, the amount for the underground structure lower than the groundwater level The present invention relates to a positive pressure attenuation treatment structure for underground structures and a method of constructing the pressure structure.

The present invention can be installed in all underground structures in which the groundwater level acts, but can be usefully used as a part of the method of restoring stability and repairing the existing underground structures damaged by the positive pressure of the groundwater level.

The present invention includes a drilled hole drilled to a predetermined diameter and depth downward from the base mat foundation to the foundation ground, including the thickness of the upper construction concrete and the lower discarded concrete; A first gravel layer disposed on the bottom of the perforation hole in a predetermined size and thickness; A lower spacer disposed horizontally on the first gravel layer and having a hollow portion in the center thereof; A perforated tube having a plurality of holes formed at the same time as the lower outer portion is vertically inserted into the hollow portion of the lower spacer and the outer surface thereof wrapped by the nonwoven fabric; A second gravel layer disposed in a predetermined size and thickness around an outer surface of the perforated tube; An intermediate spacer installed horizontally on the second gravel layer and fitted to the outside of the perforated tube, the hollow having a hollow portion in the center thereof; A waterproof ring formed horizontally on the intermediate spacer and fitted to the outside of the perforated tube, the hollow part being formed in the center thereof and made of an expandable material; An upper spacer formed at a center thereof so as to be horizontally installed on the waterproof ring and fitted to the outside of the perforated tube; A drain pipe connected to one side of the hole pipe to extend the length of the hole pipe, and connected to the socket; A positive pressure attenuation treatment structure for underground structures, which is composed of non-condensed mortar, which is poured in order to finish the trench installed with a drain pipe with a predetermined thickness on the mat base.

In addition, the present invention comprises the steps of perforating to a predetermined diameter and depth downward from the base mat foundation to the foundation ground, including the thickness of the upper finishing concrete and the lower discarded concrete to form a drill hole; Forming a first gravel layer by installing gravel having a predetermined size into the drilling hole to a predetermined thickness; Horizontally installing a lower spacer having a hollow portion in the center on the first gravel layer; Forming a plurality of holes in the hollow portion of the lower spacer and vertically inserting the through-holes in which the holes are wrapped by the nonwoven fabric; Forming a second gravel layer by installing gravel having a predetermined size around the outer surface of the perforated tube to a predetermined thickness; Installing on the second gravel layer, inserting an intermediate spacer having a hollow portion in the center on an outer surface of the perforated tube; It is installed on the intermediate spacer, the hollow portion is formed in the middle of the outer surface of the perforated tube and the step of installing by inserting a waterproof ring made of an expandable material; It is installed on the waterproof ring, the step of installing by inserting the upper spacer formed in the center in the center of the outer surface of the perforated tube; Connecting a socket to one side of the perforated tube to extend its length to the perforated tube, and connecting the drain pipe to the other side of the socket; A method for constructing a positive pressure attenuation treatment structure for underground structures, including the step of pouring the non-contraction mortar and curing at the same time for the trench finish in which the drain pipe is installed to a certain thickness on the mat base.

Therefore, the present invention can actively prevent the fall and destruction of existing structures by actively coping with the change in the positive pressure acting as a cause of breakage due to hydraulic balance, and is useful for restoring the stability and repair of the structure damaged by the positive pressure. There is an advantage that can be applied.

Description

Relief point structure and its installation method for treatment of up-lifting water pressure affecting underground structure

The present invention relates to a positive pressure attenuation treatment structure for underground structures, and a method for constructing the same, and particularly, installed at the bottom of an underground structure that is constructed lower than the groundwater level so that groundwater under pressure is discharged by natural drainage by water head difference, and groundwater The present invention relates to a positive pressure attenuation treatment structure for underground structures and a method of constructing the same to structurally solve the positive pressure on the underground structure lower than the above.

In general, when the final floor of civil and underground structures is installed below the groundwater level, the lowered groundwater level generates energy to recover to the surrounding level, which acts as a positive pressure on the upper underground structure.

In other words, the positive pressure is generated by the head difference between the bottom of the underground structure and the periphery of the building, and the positive pressure in the hydrostatic pressure concept can be defined as the force that lifts the underground structure in contact with the water surface. The size is usually expressed as 1 kg / cm 2 per 10M depth below groundwater level.

On the other hand, the effect of positive pressure on the underground structure, first, if the positive pressure is greater than the static load of the underground structure (P> Wd) {where P = positive pressure (kg / ㎠), Wd = static load of the building (kg / ㎠ Or ton / ㎡)}, the underground structure constructed below the groundwater level is inclined to one side or a crack is generated in the underground structure, which finally leads to destruction, and as the groundwater flows into the underground structure through the crack in the process, It causes great damage both mentally and physically.

For example, if the unit dead weight of the building is 3.5ton / m2 and the basement of the building is installed at 6M below the self-water level, the positive pressure (P) = 0.6kg / cm2 x 100cm x 100cm ÷ 1,000 = 6.0ton / m2 Since (Wd) = 3.5ton / ㎡, the positive pressure (P) is 2.5ton / ㎡ larger than the building unit load (Wd) in the relationship P (6.0ton / ㎡)> Wd (3.5ton / ㎡), The damage is caused by the occurrence or inflow of groundwater.

In addition, if the positive pressure is less than the static load of the underground structure, there will be no damage to the destruction of the underground structure, but the groundwater inflow through the weak ships such as the deterioration of the concrete of the underground structure below the groundwater level, the poor construction site or the construction joint. Direct or indirect damage is caused.

Therefore, in the current civil engineering and construction site, a load loading method that adjusts the number of floors or foundation thickness of underground structures as a method of releasing positive pressure, or an earth anchor installation method for installing earth anchors at the foundation of a building, or the outside of a building A drainage method is used to induce a natural positive pressure removal by installing a drainage pipe at the bottom or the base.

First of all, the load loading method is a means to overcome the positive pressure, so that the added load is suppressed by increasing the number of floors or making the thickness of the foundation more thick than normal.

The above-mentioned load loading method has the advantage that the construction is very easy and does not cause secondary problems.

However, in the case of the above-mentioned load imposing method, when the construction cost is high and the middle floor is lower, the height between floors is reduced according to the height restriction.When the groundwater level in the surrounding area is lowered after construction, the construction method itself becomes infamous and the groundwater level is estimated. If it rises more than there is no measure at all, and also there is a disadvantage that the destruction of the underground structure by the groundwater pressure generated before the complete curing of the underground structure concrete.

In addition, the earth anchor installation method is a method of fixing the structure to the ground using an anchor method so that the building does not float by installing the earth anchor on the foundation as much as the insufficient building load.

The earth anchor installation method is an underground structure is integrated with the base rock can prevent uneven settlement, there is an advantage that can prevent the building conduction in the event of an earthquake.

However, the above-mentioned earth anchor installation method can not guarantee the perfect construction of the earth anchor, can be broken by the annual break when the earth anchor steel and PC steel is corroded and cut, and also high construction cost Due to the high groundwater pressure, tangible and intangible damage is continuously generated, and in particular, there is a disadvantage in that the initial destruction by the hydraulic pressure of the underground structure concrete cannot be prevented.

In addition, the drainage pipe installation method is a method of pumping the groundwater level flowing into the base bottom through the drainage channels arranged at regular intervals so as not to form a positive pressure, leading to the sump well and pumping it to the outside.

The drainage pipe installation method has a low initial input cost, there is an advantage that can be eliminated the damage caused by the water pressure destruction by lowering the groundwater pressure.

However, although the above-described drain pipe installation method has the advantages described above, it is a device that is installed on the bottom of the foundation or the outside of the basement wall, and it is impossible to destroy the existing underground structure due to immaturity of the positive pressure treatment and its installation is impossible. There is this.

In other words, the conventional positive pressure releasing methods as described above have an excessive burden of additional construction cost, and it is difficult to efficiently control the positive pressure as necessary, and the existing method is useless when a factor of groundwater level rise occurs in the vicinity. In addition, there is a problem in that it is impossible to restore and restore the stability of the existing structure in which cracks are generated on the floor and walls according to the groundwater pressure change.

Therefore, the present invention solves the problems described above, and when devastated or destroyed the existing structure is devised to restore and restore its stability, it is installed in the bottom of the underground structure to be built lower than the groundwater level, the pressure state The present invention provides a positive pressure attenuation treatment structure for underground structures and a method of constructing the same, which allow the underground water to flow out to the outside by the natural water drainage method by the water head car to structurally solve the positive pressure on the underground structure lower than the groundwater level. There is this.

The present invention can be installed in all underground structures in which the groundwater level acts, but can be usefully used as a part of the method of restoring the stability and repair of existing underground structures damaged by the positive groundwater pressure.

Positive pressure attenuation treatment structure for underground structures according to the present invention for achieving the above object is perforated with a constant diameter and depth downward from the bottom mat foundation to the foundation ground, including the thickness of the pre-constructed concrete and the bottom cast concrete A drill hole; A first gravel layer disposed on the bottom of the perforation hole in a predetermined size and thickness;

A lower spacer disposed horizontally on the first gravel layer and having a hollow portion in the center thereof; A perforated tube having a plurality of holes formed at the same time as the lower outer portion is vertically inserted into the hollow portion of the lower spacer and the outer surface thereof wrapped by the nonwoven fabric; A second gravel layer disposed in a predetermined size and thickness around an outer surface of the perforated tube;

An intermediate spacer installed horizontally on the second gravel layer and fitted to the outside of the perforated tube, the hollow having a hollow portion in the center thereof; A waterproof ring formed horizontally on the intermediate spacer and fitted to the outside of the perforated tube, the hollow part being formed in the center thereof and made of an expandable material; An upper spacer formed at a center thereof so as to be horizontally installed on the waterproof ring and fitted to the outside of the perforated tube;

A drain pipe connected to one side of the hole pipe to extend the length of the hole pipe, and connected to the socket; Characterized in that the concrete is made of pour finish for the trench finish installed drain pipe with a constant thickness on the mat base.

In addition, the positive pressure attenuation treatment structure construction method for underground structures according to the present invention for achieving the above object has a constant diameter downward from the base mat foundation to the foundation ground, including the thickness of the upper construction concrete and the lower discarded concrete Drilling to a depth to form a drilling hole;

Forming a first gravel layer by installing gravel having a predetermined size into the drilling hole to a predetermined thickness; Horizontally installing a lower spacer having a hollow portion in the center on the first gravel layer; Forming a plurality of holes in the hollow portion of the lower spacer and vertically inserting the through-holes in which the holes are wrapped by the nonwoven fabric;

Forming a second gravel layer by installing gravel having a predetermined size around the outer surface of the perforated tube to a predetermined thickness; Installing on the second gravel layer, inserting an intermediate spacer having a hollow portion in the center on an outer surface of the perforated tube; It is installed on the intermediate spacer, the hollow portion is formed in the middle of the outer surface of the perforated tube and the step of installing by inserting a waterproof ring made of an expandable material;

It is installed on the waterproof ring, the step of installing by inserting the upper spacer formed in the center in the center of the outer surface of the perforated tube; Connecting a socket to one side of the perforated tube to extend its length to the perforated tube, and connecting the drain pipe to the other side of the socket;

It is characterized in that it comprises the step of curing and at the same time pouring the non-contraction mortar for the trench finish is installed drain pipe with a constant thickness on the mat base.

Hereinafter, with reference to the accompanying drawings, the present invention will be described in detail.

1 is an exemplary view showing a case where the maintenance of the hollow wall in the positive pressure reduction treatment structure for underground structures according to the present invention, Figure 3 is a perspective view showing a waterproof ring of the positive pressure reduction treatment structure for underground structures according to the present invention. Figure 4 is a perspective view showing the upper and lower spacers of the positive pressure damping structure for underground structures according to the present invention, Figure 5 shows a hollow tube wrapped in the nonwoven fabric of the positive pressure damping structure for underground structures according to the present invention. Perspective view.

As shown in these figures, the positive pressure attenuation treatment structure for underground structures according to the present invention is the ground foundation from the base mat 100, including the thickness of the upper construction concrete 220 and the lower discarded concrete 110 A drilling hole 120 drilled down to a predetermined diameter and depth downward;

A first gravel layer 130 disposed on the bottom of the perforation hole 120 in a predetermined size and thickness; A lower spacer 140 installed horizontally on the first gravel layer 130 and having a hollow portion 142 formed in the center thereof; An air hole tube 150 having a plurality of holes 152 formed at the same time as the outer side of the lower portion is vertically inserted into the hollow portion 142 of the lower spacer 140 and the outer surface of the lower spacer 140 wrapped by the nonwoven fabric 154;

A second gravel layer 160 disposed in a predetermined size and thickness around an outer surface of the hole tube 150; An intermediate spacer 170 installed horizontally on the second gravel layer 160 and fitted to the outside of the perforated tube 150, and having a hollow portion 172 formed in the center thereof; And installed horizontally on the intermediate spacer 170 is fitted to the outside of the perforated pipe 150, the hollow portion 182 is formed in the center and at the same time the waterproof ring 180 made of an expandable material;

An upper spacer 190 having a hollow portion 192 formed in the center thereof so as to be horizontally installed on the waterproof ring 180 and fitted to the outside of the hole tube 150; A drain pipe (200) connected to one side of the hole pipe (150) to extend the length of the hole pipe (150), and connected to the socket (202); The mat base 100 is composed of a non-shrink mortar 210 is pour cured for the finish of the trench 250, the drain pipe 200 is installed to a certain thickness.

In this case, the first gravel layer 130 uses uniformly fertilized gravel having a diameter of 5 mm to 10 mm or less.

On the other hand, the lower spacer 140 in the case where it is impossible to maintain the hollow wall of the foundation ground, a predetermined number of perforations 144 are formed along the circumference at a predetermined distance from the inner side hollow portion 142.

In addition, the lower spacer 140 is a structure in which a plurality of cutouts 146 are formed at a predetermined interval in a circumferential direction from the outer circumferential surface of the lower spacer 140 to maintain the hollow wall of the foundation ground.

On the other hand, the waterproof ring 180 is formed of a bentonite material or an expandable rubber material.

That is, the positive pressure attenuation treatment structure for the underground structure according to the present invention is boring hole 120, the first gravel layer 130, the lower spacer 140, the perforated pipe 150, the second gravel layer 160, the intermediate spacer 170, the waterproof ring 180, the upper spacer 190, the drain pipe 200 and the non-shrink mortar 210 is organically coupled structure, so that the positive pressure on the underground structure can be solved structurally It is characterized by.

The construction method of the positive pressure damping treatment structure for underground structures according to the present invention having the above configuration will be described.

6 (a) to (bar) is a cross-sectional view showing the step of constructing a positive pressure reduction treatment structure for underground structures according to the present invention.

As shown in these figures, the positive pressure attenuation treatment structure construction method for underground structures according to the present invention is from the floor mat foundation 100 including the thickness of the upper construction concrete 220 and the lower discarded concrete 110 Forming a punching hole 120 by drilling a predetermined diameter and depth downward to the foundation ground;

Forming a first gravel layer 130 by installing gravel having a predetermined size into the drilling hole 120 to a predetermined thickness;

Horizontally installing a lower spacer 140 having a hollow part 142, an incision part 146, and a perforation part 144 formed on the first gravel layer 130;

A plurality of holes 152 are formed in the hollow part 142 of the lower spacer 140 and a hole 152 is inserted into and vertically inserted through the hole tube 150 wrapped by the nonwoven fabric 154;

Forming a second gravel layer 160 by installing gravel having a predetermined size around the outer surface of the hole tube 150 to a predetermined thickness;

Installing on the second gravel layer 160, and inserting an intermediate spacer 170 having a hollow portion 172 formed at the center of the outer surface of the hole tube 150;

It is installed on the intermediate spacer 170, the hollow portion 182 is formed in the middle of the outer surface of the perforated pipe 150 and the step of installing by inserting a waterproof ring 180 made of an expandable material;

Installing on the waterproof ring 180, by inserting the upper spacer 190 formed with a hollow portion 192 in the center to the outer surface of the perforated pipe 150;

Connecting a socket (202) to one side of the hole (150) to extend the length of the hole (150), and connecting the drain pipe (200) to the other side of the socket (202);

Placing the non-contraction mortar 210 and curing at the same time to finish the trench 250, the drain pipe 200 is installed to a predetermined thickness on the mat base (100).

In this case, the first gravel layer 130 uses equally hardened gravel having a diameter of 5 mm to 10 mm or less, and installs gravel from the lower spacer 140 to a design depth and thickness.

That is, the positive pressure attenuation treatment structure construction method for underground structures according to the present invention comprises the step of forming the hole 120, the first gravel layer 130, the step of installing the lower spacer 140, the step of installing the perforated pipe 150, Forming the second gravel layer 160, installing the intermediate spacer 170, installing the waterproof ring 180, installing the upper spacer 190, connecting the drain pipe 200, placing the non-contraction mortar 210 and By carrying out the curing step sequentially, it is to construct a positive pressure reduction treatment structure that can structurally solve the positive pressure on the underground structure.

The construction of the positive pressure attenuation treatment structure for underground structures according to the present invention, which is constructed through the steps as described above, will be described by dividing each step.

First, the step of forming the drilling hole 120 is drilled by a predetermined design depth downward from the bottom mat base 100, including the thickness of the pre-constructed upper concrete 220 and the lower discarded concrete 110 to the foundation ground The hole 120 is formed.

In other words, using a concrete punching machine to drill down to the foundation ground of the bottom mat foundation 100, including the thickness of the upper finishing concrete 220 and the lower discarded concrete 110, the construction is completed by drilling holes 120 ) And at the same time to form a drainage layer, and cleans the foreign matter in the hole (120).

Then, using a concrete cutter and a hand breaker, the upper finishing concrete 220 of the mat base 100 at the bottom of the positive pressure attenuation treatment structure installation part is crushed to a predetermined width and depth so that the drain pipe 200 can be buried. 250).

Subsequently, in the forming of the first gravel layer 130, gravel having a predetermined size is installed in the perforation hole 120 at a predetermined thickness.

In other words, the gravel laid in the drilling hole 120 is installed in the depth and thickness of the design from the bottom of the drilling hole 120 on the basis of the use of uniformly strong iron gravel of 5 mm to 10 mm or less cleanly washed.

Thereafter, the lower spacer 140 is disposed horizontally on the first gravel layer 130, and has a hollow portion 142 formed therein and a circular shape.

That is, the lower spacer 140 is disposed below the hole tube 150 to prevent movement of the hole tube 150 when the hole tube 150 is inserted into the hollow portion 142. 150 uses an acrylic material or a rubber material.

Subsequently, the step of installing the perforated pipe 150 is inserted through the hollow part 142 of the lower spacer 140, and a plurality of holes 152 are formed, and is surrounded by the nonwoven fabric 154.

That is, the hole 152 of the hole tube 150 serves to guide the infiltration of inflow water introduced into the first gravel layer 130 into the hole tube 150, so that foreign matters are formed through the hole 152 of the hole tube 150. The non-woven fabric 154 is wrapped so as not to enter, the non-woven fabric 154 is to be overlapped by at least 10cm of the joint field, the binding of the non-woven fabric 154 is bound using a cable tie (not shown) or a ties line. Do it.

Subsequently, the step of installing the second gravel layer 160 is the same as the step of installing the first gravel layer 130, using equally hardened iron gravel of 5 mm to 10 mm or less, and the lower spacer 140 and the hole tube 150. After installing the periphery of the perforated pipe 150.

At this time, the second gravel layer 160 installs the gravel to the design height while paying attention to the movement or damage of the perforated pipe 150 when the gravel is laid.

Subsequently, the intermediate spacer 170 is installed in the perforated pipe 150 in the drilling hole 120 after the gravel laying of the second gravel layer 160 is completed.

The intermediate spacer 170 is made of acrylic or rubber material of the same material as the lower spacer 150.

After that, the waterproof ring 180 installation step installs the waterproof ring 180 for waterproofing on the intermediate spacer 170.

That is, the waterproof ring 180 is installed on the intermediate spacer 170 and at the same time fitted to the outside of the oil hole pipe 150, the hollow portion 182 in the middle thereof, has a strong affinity with water, It is made of bentonite material which has the property of absorption and expansion when immersed in water.

In particular, it is noted that the waterproof ring 180 may be made of an expandable rubber material in addition to the bentonite material.

Subsequently, the installation step of the upper spacer 190 is disposed on the waterproof ring 180, is fitted into the hole tube 150, the hollow portion 192 is formed in the center.

That is, the upper spacer 190 is installed on the waterproof ring 180, the hollow portion 192 of the upper spacer 190 is fitted into the perforated pipe 150, the waterproof ring 180 is installed Absorption of groundwater inhibits the expansion of the vertical direction.

In particular, since the upper spacer 190 and the intermediate spacer 170 is installed up and down on the basis of the waterproof ring 180 to prevent the bentonite from expanding in the vertical direction due to water absorption, horizontal To induce expansion in the direction.

After that, the step of connecting the drain pipe 200 is a step of connecting the drain pipe 200 using the socket 202 to the hole pipe 150.

That is, to connect the pre-installed perforated pipe 150 is connected to the upper end of the perforated pipe 150 using a socket 202, such as L-type, T-type, and the other end of the socket 202 to the drain pipe 200 Do it.

Here, the hole pipe 150 is installed using a plurality of holes 152 is formed, the drain pipe 200 is connected using a non-porous general PVC pipe.

 In particular, the drain pipe 200 is guided between the water collecting wells or the space walls installed between the building wall and the masonry wall to remove the positive pressure so that no further harmful pressure is caused by the underground underground structure or the foundation.

Finally, the step of placing the non-shrink mortar (210) after the installation of the positive pressure attenuation treatment structure, as described above, the non-shrink to finish the trench 250 on the upper spacer 190 and in the drilling hole 120 The mortar 210 is poured and cured to finish the structure.

The positive pressure attenuation treatment structure for underground structures and the construction method thereof according to the present invention having the configuration and construction as described above are installed on the bottom of the underground structure that is constructed lower than the groundwater level, and the groundwater under pressure is naturally drained by water head difference. By draining to the outside in a manner, collecting into the sump to discharge to the outside there is an effect that can structurally solve the positive pressure for the underground structure lower than the groundwater level.

In addition, the positive pressure attenuation treatment structure and the construction method for underground structures according to the present invention can be installed in all underground structures to which the groundwater level acts, in particular, the stability of the existing underground structure damaged by the positive pressure of the groundwater level and its repair method As part of the effect that can be usefully used.

Hereinafter, the present invention will be described in more detail with reference to Examples.

Figure 2 is an exemplary view showing a case where the maintenance of the hollow wall in the positive pressure attenuation treatment structure for underground structures according to the present invention (soft ground) is not possible.

As shown in this figure, the perforated hole 120 to be drilled in a constant diameter and depth downward from the bottom mat base 100, including the thickness of the upper finishing concrete 220 and the lower discarded concrete 110, the foundation ground )and;

A sand layer 230 disposed below the discarded concrete 110 to a predetermined thickness into the drilling hole 120; A lower spacer 140 installed horizontally on the sand layer 230 and having a perforated part 144 and a hollow part 142 formed symmetrically in the center thereof; A hole tube 150 inserted vertically into the hollow portion 142 of the lower spacer 140, and having a plurality of holes 152 formed thereon and having an outer surface wrapped by a nonwoven fabric 154;

A gravel layer 240 disposed on the lower spacer 140 and around the outer surface of the perforated tube 150 in a predetermined size and thickness; An intermediate spacer 170 installed horizontally on the gravel layer 240 and fitted to the outside of the hole tube 150, and having a hollow portion 172 formed in the center thereof; And installed horizontally on the intermediate spacer 170 is fitted to the outside of the perforated pipe 150, the hollow portion 182 is formed in the center and at the same time the waterproof ring 180 made of an expandable material;

An upper spacer 190 installed horizontally on the waterproof ring 180 and fitted to the outside of the perforated tube 150, and having a hollow portion 192 formed in the center thereof; A drain pipe (200) connected to one side of the hole pipe (150) to extend the length of the hole pipe (150), and connected to the socket (202);

The mat base 100 is composed of a non-shrink mortar (210), which is poured in order to finish the trench 250 is installed in a predetermined thickness drain pipe 200.

In this case, the gravel layer 240 is used to wash evenly, the steel pebbles evenly less than 5mm to 10mm in diameter, and install the gravel to the depth and thickness of the design from the lower spacer 140.

In addition, the lower spacer 140 has a predetermined number of perforations 144 formed along the circumference at a predetermined distance from the inner side hollow portion 142.

In addition, the lower spacer 140 has a structure in which a plurality of cutouts 146 are formed at a predetermined interval in a circumferential direction from an outer circumferential surface thereof.

On the other hand, the waterproof ring 180 is formed of a bentonite material or an expandable rubber material.

That is, the hole 120, the sand layer 230, the lower spacer 140, the perforated pipe 150, the gravel layer 240, the intermediate spacer 170, the waterproof ring 180, the upper spacer according to the present invention 190, the drain pipe 200 and the non-shrink mortar 210 is organically coupled structure, characterized in that it can structurally solve the positive pressure for the underground structure.

The construction method of the case where it is impossible to maintain the hollow wall in the positive pressure attenuation treatment structure for underground structures according to the present invention having the above configuration will be described.

The positive pressure attenuation treatment structure construction method for underground structures according to the present invention is downward from the ground mat foundation 100 including the thickness of the upper finishing concrete 220 and the lower discarded concrete 110 to the foundation ground disposed below. Puncturing to a predetermined depth to form a punching hole 120;

Forming a sand layer 230 by laying sand to a predetermined thickness under the discarded concrete 110 in the perforation hole 120;

Horizontally installing a lower spacer 140 having a hollow portion 142 formed in the center on the sand layer 230;

A plurality of holes 152 are formed in the hollow portion 142 of the lower spacer 140, and the holes 152 are vertically inserted into and installed through the hole tube 150 wrapped by the nonwoven fabric 154. ;

Forming a gravel layer 240 by installing gravel having a predetermined size on the lower spacer 140 and around the outer surface of the hole tube 150 to a predetermined thickness;

Installing on the gravel layer 240, the step of installing by inserting the intermediate spacer 170, the hollow portion 172 is formed in the middle of the outer surface of the perforated pipe 150;

It is installed on the intermediate spacer 170, the hollow portion 182 is formed in the middle of the outer surface of the perforated pipe 150 and the step of installing by inserting a waterproof ring 180 made of an expandable material;

Installing on the waterproof ring 180, by inserting the upper spacer 190 formed with a hollow portion 192 in the center to the outer surface of the perforated pipe 150;

Connecting a socket (202) to one side of the hole (150) to extend the length of the hole (150), and connecting the drain pipe (200) to the other side of the socket (202);

It is characterized in that the construction through the step of pouring the non-contraction mortar (210) for the finish of the trench 250, the drain pipe 200 is installed in a predetermined thickness on the mat base (100).

In this case, the gravel layer 240 is used to wash evenly and the uniform steel gravel of 5mm to 10mm or less, and is installed on the lower spacer 140.

In addition, the waterproof ring 180 is formed of a bentonite material or an expandable rubber material.

That is, the method for constructing a positive pressure attenuation treatment structure for underground structures according to the present invention includes a step of forming a hole 120, a sand layer 230, a bottom spacer 140, a hole 150, a gravel layer ( 240) laying step, intermediate spacer 170 installation step, waterproof ring 180 installation step, upper spacer 190 installation step, drain pipe 200 connection step, and non-contraction mortar (210) pouring, curing step Implemented sequentially, it is to construct a positive pressure reduction treatment structure that can structurally solve the positive pressure on the underground structure.

The construction of the positive pressure attenuation treatment structure for underground structures according to the present invention, which is constructed through the steps as described above, will be described by dividing each step.

First, the step of forming the drilling hole 120 is formed by drilling to a predetermined design depth from the bottom mat base 100, including the thickness of the upper finishing concrete 220 and the lower discarded concrete 110 to the foundation ground downwards do.

In other words, using a concrete punching machine to drill down to the design ground from the bottom mat base 100, including the thickness of the upper finishing concrete 220 and the lower discarded concrete 110 to the foundation ground, the drilling hole 120 ) And at the same time to form a drainage layer, and cleans the foreign matter in the hole (120).

And, by using a concrete cutter and a hand breaker to crush the upper finishing concrete 220 of the mat base 100 of the bottom of the positive pressure attenuation treatment structure installation portion to a predetermined width and depth so that the drain pipe 200 can be buried in the trench ( 250).

Subsequently, in the sand layer 230 laying step, when it is difficult to maintain the hollow wall in the drilling hole 120, that is, in the case of soft ground, sand is laid in the lower part of the discarded concrete 110, and the ground may be excavated by the infiltration inflow. When sand is laid, compacting is carried out to fill the overhang area.

Subsequently, in the step of installing the lower spacer 140, the lower spacer 140 is horizontally disposed on the sand layer 230, and a hollow portion 142 is formed therein, and at the same time, the perforated portion is symmetrically at a predetermined interval. 144 is formed and has a circular structure as a whole.

That is, the lower spacer 140 is disposed in the lower portion of the perforated tube 150 to prevent the movement of the perforated tube 150 during installation of the perforated tube 150 inserted into the hollow part 142. 150 is made of acrylic or rubber material.

Subsequently, the installation step of the hole tube 150 is inserted into the hollow portion 142 of the lower spacer 140 so that one end thereof is embedded in the sand layer 230.

The hole tube 150 has a structure in which a plurality of holes are drilled in a conventional PVC pipe to pierce the holes 152, and the outer side of the hole tube 150 is wrapped by a nonwoven fabric 154.

That is, the hole 152 of the hole tube 150 serves to guide the inflow of inflow water introduced into the sand layer 230 into the hole tube 150, so that foreign matter enters through the hole 152 of the hole tube 150. The nonwoven fabric 154 is wrapped with a nonwoven fabric 154 so that the nonwoven fabric 154 is overlapped with a minimum joint length of 10 cm or more, and the binding of the nonwoven fabric 154 is performed by using a cable tie (not shown) or a ties. .

Thereafter, the gravel layer 240 is installed in the periphery of the perforated pipe 150 after the lower spacer 140 and the perforated pipe 150 is installed.

Here, the installation of the gravel layer 240 is laid up to the design height in consideration of the movement or damage of the perforated pipe 150.

Thereafter, the intermediate spacer 170 is installed in the hole tube 150 in the bottom mat base 100 after the installation of the gravel layer 240 is completed.

The intermediate spacer 170 is made of acrylic or rubber material of the same material as the lower spacer 150.

Subsequently, in the step of installing the waterproof ring 180, the waterproof ring 180 is installed on the intermediate spacer 170 for waterproofing.

That is, the waterproof ring 180 is installed on the intermediate spacer 170 and at the same time fitted to the outside of the oil hole pipe 150, the middle forms a hollow portion 182, has a strong affinity with water, water It is made of bentonite having the property of absorbing and expanding when immersed in.

In particular, it is noted that the waterproof ring 180 may be made of a bentonite material or an expandable rubber material.

Subsequently, the installation step of the upper spacer 190 is disposed on the waterproof ring 180, is fitted into the hole tube 150, the center is made of a hollow portion 192.

That is, the upper spacer 190 is installed on the waterproof ring 180, the hollow portion 192 is fitted into the oil pipe 150, the waterproof ring 180 in the vertical direction due to the absorption of ground water. Inhibits swelling.

In particular, since the upper spacer 190 and the intermediate spacer 170 is installed up and down on the basis of the waterproof ring 180 to prevent the bentonite from expanding in the vertical direction due to water absorption, horizontal To induce expansion in the direction.

After that, the step of connecting the drain pipe 200 is a step of connecting the drain pipe 200 using the socket 202 to the hole pipe 150.

That is, to connect the pre-installed perforated pipe 150 is connected to the upper end of the perforated pipe 150 using a socket 202, such as L-type, T-type, and the other end of the socket 202 to the drain pipe 200 Do it.

Here, the hole pipe 150 is installed using a plurality of holes 152 is formed, the drain pipe 200 is connected using a non-porous general PVC pipe.

 In particular, the drain pipe 200 is guided between the water collecting wells or the space walls installed between the building wall and the masonry wall to remove the positive pressure so that no further harmful pressure is caused by the underground underground structure or the foundation.

Finally, the step of placing the non-contraction mortar (210) after installing the positive pressure attenuation treatment structure as described above, to pour the non-contraction mortar (210) for the trench finish in the finish concrete 220, the drain pipe 200 is installed. At the same time curing step.

The positive pressure attenuation treatment structure for underground structures and the construction method thereof according to the present invention having the configuration and construction as described above significantly reduce the water pressure acting on the ground foundation, resulting in the outflow of groundwater caused by cracks or poor construction. This prevents the further progress of the stability of the damaged underground structure and there is an effect that can be usefully applied as part of the repair method.

As described above, the positive pressure attenuation treatment structure for underground structures and the construction method thereof according to the present invention can prevent the conduction and destruction of the existing structure by actively coping with the change of the positive pressure acting as a cause of destruction by hydraulic balance. And, it can be usefully applied as part of the stability recovery and repair method of the structure damaged by the positive pressure.

In addition, the positive pressure attenuation treatment structure and the construction method for underground structures according to the present invention is installed on the bottom of the structure to be constructed lower than the ground water level and collected by the natural drainage method by the groundwater head difference under pressure, collected into the sump to discharge to the outside Therefore, there is an advantage that can structurally solve the positive pressure for the underground structure lower than the groundwater level.

In addition, the positive pressure attenuation treatment structure for underground structures according to the present invention and its construction method significantly reduce the water pressure acting on the foundation so that the outflow of groundwater generated due to cracks or construction defects that have occurred previously is damaged. There is also an advantage that can be usefully applied as part of the stability recovery and repair method of underground structures.

1 is a hollow wall maintenance of the positive pressure attenuation treatment structure for underground structures according to the present invention

Illustrative diagrams showing possible cases,

2 is a hollow wall maintenance of the positive pressure attenuation treatment structure for underground structures according to the present invention

Illustrative illustration of the impossible case,

3 is a waterproof ring of the positive pressure attenuation treatment structure for underground structures according to the present invention

Illustrated Perspective,

Figure 4a is the upper and lower parts of the positive pressure attenuation treatment structure for underground structures according to the present invention

Perspective view of a spacer,

Figure 4b is the lower portion of the positive pressure reduction treatment structure for underground structures according to the present invention

Perspective view of a spacer,

Figure 4c is a lower portion of the positive pressure reduction treatment structure for underground structures according to the present invention

Perspective view of a spacer,

5 is a non-woven fabric of a positive pressure attenuation treatment structure for underground structures according to the present invention

Perspective view showing a wrapped perforated pipe,

6 (a) to (f) is a positive pressure reduction treatment structure for underground structures according to the present invention

Construction section showing the steps of construction.

Explanation of symbols on the main parts of the drawing

100: mat base 110: discarded concrete

120: drilling hole 130: first gravel floor

140: lower spacer 142: hollow part

144: perforation 146: incision

150: hole pipe 152: hole

154 nonwoven fabric 160 second gravel layer

170: intermediate spacer 172: hollow part

180: waterproof ring 182: hollow part

190: upper spacer 192: hollow part

200: drain pipe 202: socket

210: non-shrink mortar 220: finishing concrete

230: sand layer 240: gravel layer

250: trench

Claims (13)

A perforated hole drilled in a predetermined diameter and depth downward from the bottom mat foundation to the foundation ground including the thickness of the pre-constructed concrete and the lower discarded concrete; A first gravel layer disposed on the bottom of the perforation hole in a predetermined size and thickness; A lower spacer disposed horizontally on the first gravel layer and having a hollow portion in the center thereof; A perforated tube having a plurality of holes formed at the same time as the lower outer portion is vertically inserted into the hollow portion of the lower spacer and the outer surface thereof wrapped by the nonwoven fabric; A second gravel layer disposed in a predetermined size and thickness around an outer surface of the perforated tube; An intermediate spacer installed horizontally on the second gravel layer and fitted to the outside of the perforated tube, the hollow having a hollow portion in the center thereof; A waterproof ring formed horizontally on the intermediate spacer and fitted to the outside of the perforated tube, the hollow part being formed in the center thereof and made of an expandable material; An upper spacer formed at a center thereof so as to be horizontally installed on the waterproof ring and fitted to the outside of the perforated tube; A drain pipe connected to one side of the hole pipe to extend the length of the hole pipe, and connected to the socket; A positive pressure attenuation treatment structure for underground structures, characterized in that it consists of non-shrink mortar that is pour cured for the finish of the trench is installed in a certain thickness on the mat base. The positive pressure attenuation treatment structure for underground structures according to claim 1, wherein the first gravel layer has an even steel gravel having a diameter of 5 mm to 10 mm or less. The method of claim 1, wherein the lower spacer is a predetermined number of perforations are formed along the circumference at a predetermined distance from the inner side hollow portion, A positive pressure attenuation treatment structure for underground structures, characterized in that a cutout portion is formed in which a plurality of outer ends are formed at predetermined intervals in a circumferential direction from an outer circumferential surface. The positive pressure damping structure for underground structures according to claim 1, wherein the waterproof ring is formed of bentonite or expandable rubber. A perforated hole drilled in a predetermined diameter and depth downward from the base of the floor mat including the thickness of the upper finished concrete and the lower discarded concrete to the foundation ground; A sand layer disposed in the drilling hole at a predetermined thickness under the discarded concrete; A lower spacer formed horizontally on the sand layer and having a hollow portion in the center thereof; A perforated tube vertically inserted into the hollow portion of the lower spacer, the plurality of holes being formed and the outer surface wrapped by the nonwoven fabric; A gravel layer disposed at a predetermined size and thickness around the lower spacer and the outer surface of the perforated tube; An intermediate spacer installed horizontally on the gravel layer and fitted to the outside of the perforated tube, the hollow having a hollow portion in the center thereof; A waterproof ring formed horizontally on the intermediate spacer and fitted to the outside of the perforated tube, the hollow part being formed in the center thereof and made of an expandable material; An upper spacer installed horizontally on the waterproof ring and fitted to the outside of the perforated tube, and having a hollow portion formed in the center thereof; A drain pipe connected to one side of the hole pipe to extend its length to the hole pipe, and connected to the socket; A positive pressure attenuation treatment structure for underground structures, characterized in that it consists of non-contraction mortar that is poured for curing the trench finish is installed in a certain thickness on the mat base. 6. The positive pressure damping structure for underground structures according to claim 5, wherein the gravel layer is formed of washed steel with a diameter of 5 mm to 10 mm. The positive pressure damping structure for underground structures according to claim 5, wherein the waterproof ring is formed of bentonite or expandable rubber. Forming a drilled hole by drilling a predetermined diameter and depth downward from the base of the floor mat including the thickness of the pre-fabricated concrete and lower discarded concrete to the foundation ground; Forming a first gravel layer by installing gravel having a predetermined size into the drilling hole to a predetermined thickness; Horizontally installing a lower spacer having a hollow portion in the center on the first gravel layer; Forming a plurality of holes in the hollow portion of the lower spacer and vertically inserting the through-holes in which the holes are wrapped by the nonwoven fabric; Forming a second gravel layer by installing gravel having a predetermined size around the outer surface of the perforated tube to a predetermined thickness; Installing on the second gravel layer, inserting an intermediate spacer having a hollow portion in the center on an outer surface of the perforated tube; It is installed on the intermediate spacer, the hollow portion is formed in the middle of the outer surface of the perforated tube and the step of installing by inserting a waterproof ring made of an expandable material; It is installed on the waterproof ring, the step of installing by inserting the upper spacer formed in the center in the center of the outer surface of the perforated tube; Connecting a socket to one side of the perforated tube to extend its length to the perforated tube, and connecting the drain pipe to the other side of the socket; A method for constructing a positive pressure attenuation treatment structure for underground structures, comprising the step of pouring a non-contraction mortar and curing at the same time for a trench finish in which a drain pipe is installed at a predetermined thickness on the mat base. 9. The method of claim 8, wherein the first gravel layer uses equally hardened gravel having a diameter of 5 mm to 10 mm or less. 9. The method of claim 8, wherein the waterproof ring is made of bentonite or expandable rubber. Forming a drilled hole by drilling a predetermined depth downward from the bottom mat base including the thickness of the pre-constructed upper concrete and the lower discarded concrete to a base ground disposed below; Laying sand to a predetermined thickness under the discarded concrete in the perforation hole to form a sand layer; Horizontally installing a lower spacer having a hollow portion in the center on the sand layer; Forming a plurality of holes in the hollow portion of the lower spacer and vertically inserting the through-holes wrapped by the nonwoven fabric through the holes; Forming a gravel layer by installing gravel having a predetermined size around the lower spacer and the outer surface of the perforated tube to a predetermined thickness; It is installed on the gravel layer, the step of installing by inserting the intermediate spacer formed with a hollow in the center to the outer surface of the perforated tube; It is installed on the intermediate spacer, the hollow portion is formed in the middle of the outer surface of the perforated tube and the step of installing by inserting a waterproof ring made of an expandable material; It is installed on the waterproof ring, the step of installing by inserting the upper spacer formed in the center in the center of the outer surface of the perforated tube; Connecting a socket to one side of the perforated tube to extend its length to the perforated tube, and connecting the drain pipe to the other side of the socket; A method for constructing a positive pressure attenuation treatment structure for underground structures, comprising: pouring and curing non-condensed mortar for finishing a trench in which a drain pipe is installed at a predetermined thickness on the mat base. 12. The method of claim 11, wherein the gravel layer uses equally hardened steel gravel having a diameter of 5 mm to 10 mm or less. 12. The method of claim 11, wherein the waterproof ring is made of bentonite or expandable rubber.