KR20160095739A

KR20160095739A - Vertical pit construction method using VIR method

Info

Publication number: KR20160095739A
Application number: KR1020150017082A
Authority: KR
Inventors: 박정호; 안재현
Original assignee: (주)정토지오텍; 서울메트로
Priority date: 2015-02-04
Filing date: 2015-02-04
Publication date: 2016-08-12

Abstract

The present invention relates to a method for effectively excavating vertical pits by a VTR method in a construction site such as a subway construction site in a city where a large-sized equipment is difficult to carry.
The present invention relates to a method of drilling a vertical pit at a construction site, such as a subway construction site in a city center, by applying a pushing-in method by a leading pipe during a vertical pit excavation and a proper finishing method according to various ground conditions, By implementing the VTR (Vertical Tubular Retaining) method, it is possible to shorten the construction period and the construction cost by simplifying the process, and furthermore, it is possible to reduce the construction cost by using the VTR method, which can be effectively applied in a narrow construction site, Provides excavation methods.

Description

[0001] The present invention relates to a vertical pit construction method using a VTR method,

The present invention relates to a vertical pit excavation method using a VTR method, and more particularly, to a method of effectively excavating vertical pits by a VTR method in a place where a construction site is narrow, such as a subway construction site in an urban area, .

In general, various types of vertical pits are being constructed, such as vertical pits for venting or unloading of materials when entering underground structures such as subway construction, vertical pits for venting workers, and vertical pits for ventilation.

Various excavation equipment and excavation methods have been applied to construct this kind of vertical pit.

For example, the method for excavating various vertical pits is divided into two types: a bottom-up excavation method and a bottom-up excavation method. The bottom-up excavation method includes the D & B method, the Raise Climber Method, And RBM (Raise Boring Machine Method).

Here, the Drill & Blasting Method is a conventional blasting method using gunpowder, which is performed in the order of punching, blasting, ventilation, buffing, and reinforcement.

Such a method has a disadvantage in that it requires high cost such as a winch, high cost of processing bushing, high risk of safety accident due to high blasting and vibration noise, and excessive labor input due to excavation of workforce, .

In the case of the RC method (Raise Climber Method), the pilot excavation is drilled using a rock drill, and a rail for moving the work foot plate is installed on the excavation surface and drilled in order of drilling, charging, blasting, It proceeds.

This method is difficult to apply in weak ground conditions, and it has a high risk of safety accidents due to large blasting and vibration noise, and it is difficult to cope with a fallout or collapse accident. In a place where precision of construction is required, uncertainty of construction is a problem do.

In the RBM method, the machine room is installed on the upper part of the vertical pit to be excavated and the reaming room is formed on the lower part. Then, the drilling machine is operated in the upper machine room, It is a method to extend a vertical pit by pulling up a reamer through an excavated guide hole by excavating an inducer while connecting and connecting pipes.

Such a method has recently been widely used because it has the advantage that excavation speed is fast, safety accident can be excluded, ventilation is unnecessary, and construction is precise. However, currently, in Korea, Facilities are not presented and almost all of them depend on foreign equipment.

However, these methods have difficulty in applying to the urban subway construction such as the subway construction site in the urban area because of the difficulty in bringing large equipment when the construction site is narrow.

And, when constructing a subway, it is usually necessary to install a vertical pit in an open-cut manner. However, it is not a problem in a place other than the city center, Traffic congestion occurs, and civil complaints are generated, and there are many difficulties in construction.

In consideration of this point, Korean Patent Registration No. 10-1292671 discloses a method of excavating an elevator pit using a VTR method.

However, although the above-mentioned excavation method is a useful excavation method for the construction environment, condition, and construction scale such as elevator pit excavation at the remodeling work of a building, there is a need for various improvements to be applied to large-scale construction and construction conditions such as the construction of a subway do.

Accordingly, it is an object of the present invention to provide a method and apparatus for pushing a leading pipe during vertical pit drilling at a construction site, such as a subway construction site in an urban area, and an appropriate finishing method according to various ground conditions (Vertical Tubular Retaining) method, which can excavate vertical pits efficiently, it is possible to reduce the construction period and construction cost by simplifying the process, and to reduce the construction cost, especially in a narrow construction site such as a subway construction site in the urban area And it is an object of the present invention to provide a vertical pit excavation method using a VTR method that can be effectively applied.

In order to achieve the above object, the vertical pit excavation method using the VTR method of the present invention has the following features.

The vertical pit excavation method using the VTR method includes the steps of installing a reaction force anchor on the ground in the vertical pit excavation area and providing a reaction force mechanism, installing a first pipe and a first HTR pipe inside the reaction force mechanism, A hydraulic jack is installed between the observation and the HTR observation, and then the hydraulic jack is operated to propel the leading pipe vertically downward; and a second HTR pipe is connected to the first HTR pipe in the space secured by the driving of the leading pipe, A step of performing a finishing process between the HTR pipe and the excavation surface of the pit, a step of propelling the leading pipe, a step of installing and connecting the HTR pipe and a finishing process, And securing a drilling hole having a predetermined depth in which the pipe is stacked up, and then placing the concrete in the HTR pipe to construct the internal structure.

Therefore, the vertical pit excavation method using the VTR method is advantageous in a narrow construction site where it is difficult to bring large equipment such as a subway construction site in a city center.

Here, in the step of embedding the reaction force anchor and installing the reaction force mechanism, the reaction force anchors are disposed in at least two to four places of the box-type reaction force mechanism woven in a square or a round shape, And a method of installing a reaction force mechanism can be applied.

In addition, in the step of installing the HTR tube, at least one HTR frame-connecting steel member and a plurality of soil plates are connected and arranged between the upper and lower H-beams after the H- beams woven in a square or round shape are arranged up and down, The HTR tube can be completed in such a manner that the HTR tube is arranged along the circumference of the mold.

In addition, in the step of propelling the leading pipe, a space of a depth to which one HTR pipe is inserted is secured several times by pushing the leading pipe, while the leading pipe is installed with a hydraulic jack at a depth that is once driven by the hydraulic jack The propulsion can be performed while still supporting the link between the HTR tubes.

When the finishing process is performed between the HTR pipe and the pit excavation surface, the waterproof sheet and the pad may be stacked in order from the outer circumference of the HTR pipe to the pit excavation surface in the case of the soft ground, A waterproof sheet can be placed between the outer circumference of the HTR tube and the excavation surface of the pit, and a waterproof sheet and a grouting layer can be sequentially laminated on the outer surface of the HTR pipe. And pressing the waterproof sheet against the pit excavation surface by applying pressure grouting to the waterproof sheet from the HTR observation.

The vertical pit excavation method using the VTR method provided by the present invention has the following advantages.

First, it is possible to construct excavation efficiently and economically at narrow construction sites such as subway construction sites in urban areas by securing enough space to install a leading pipe.

Second, since the leading pipe is used as a soil plate during excavation, the risk of collapse of the pneumatic wall can be reduced and structural stability can be secured.

Third, proper finishing work is performed according to the ground conditions such as soft ground, watery soil, rock mass, etc. Therefore, it is possible to shorten the construction time and air safety as well as reduce the construction cost due to the ground stabilization.

1 is a schematic view showing a vertical pit excavation method using a VTR method according to an embodiment of the present invention.
2 is a schematic view showing a method of finishing an excavation surface in a vertical pit excavation method using a VTR method according to an embodiment of the present invention.
3 is a perspective view showing a reaction force mechanism used in the vertical pit excavation method using the VTR method according to an embodiment of the present invention.
4 is a perspective view illustrating a leading pipe and an HTR pipe used in the vertical pit excavation method using the VTR method according to an embodiment of the present invention.

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

1A and 1B are schematic views showing a vertical pit excavation method using a VTR method according to an embodiment of the present invention.

As shown in FIGS. 1A and 1B, the vertical pit excavation method using the VTR method is a method for efficiently excavating vertical pits in a narrow site condition, such as a subway construction site in an urban area.

To this end, a reaction force anchor (12) is first placed on the ground in the vertical pit excavation area and a reaction force mechanism (13) is installed.

That is, four reaction force anchors 12 are vertically installed from the ground in the vertical pit excavation area to the ground.

At this time, the reaction force anchor 12 is installed at a depth that is more marginable than the excavation depth of the vertical pit, and the four reaction force anchors 12 are arranged in a rectangular grid-like arrangement. The four reaction force anchors A reaction force mechanism 13 is provided inside the reaction chamber 12.

Here, the reaction mechanism (13) has a structure to be coupled to the reaction force anchors (12) while being placed on the ground in the excavation area.

For example, as shown in Fig. 3, the reaction mechanism 13 is formed as a rectangular box-shaped box using an H-beam, and a reaction force mechanism 13 of a box- The four reaction force anchors 12 can be integrally joined to each other in a manner such as welding with the reaction mechanism 13 side while being arranged in the vertical posture one by one at the square corner of the reaction force mechanism 13. [

As a result, the reaction force mechanism 13 is supported by the four reaction force anchors 12 coupled to the respective corners of the reaction force mechanism 13 while being deeply immersed in the earth, so that the reaction force against the propulsive force can be exerted while being supported with a sense of balance and stability.

Reference numeral 14 denotes a reaction force transmitting steel member for self-reinforcement, and reference numeral 15 denotes an anchor head formed at the upper end of the reaction force anchor 12.

The reaction force anchor 12 and the reaction force mechanism 13 serve to provide a reaction force against the propulsive force to be applied to the leading pipe, which will be described later.

Here, the reaction force anchor 12 shows four reaction force anchors, but two, three or more reaction force anchors can be applied depending on the area and depth of the vertical pits, In the case of the reaction force mechanism 13, various shapes such as a round box shape and the like can be applied in addition to the square box shape.

Next, the leading pipe 10 and the first HTR pipe 11a are installed in order from the outside inside the reaction force mechanism 13 provided on the ground while being supported by the reaction force anchor 12. [

At this time, it is preferable that the reaction mechanism (13) and the first HTR tube (11a) are bound together by welding or the like.

With respect to the installation work of the lead pipe 10, it is preferable that the worker inserts a work which has been manufactured in advance in the factory, but it is preferable that the worker inserts it directly into the inside of the reaction force mechanism 13 and installs it.

In other words, it is also possible to install a preliminarily formed circular tube or a rectangular pipe-like leading pipe 10 in the reaction mechanism 13, but the size of the vertical pit and the space for entering the excavation hole may be minimized It is preferable to install the plate by welding or the like in the form of a circular tube or a square tube in the reaction mechanism 13,

In the installation step of the HTR pipe 11, the H-beams 17 woven in a square or a round shape are arranged up and down, and then at least one HTR frame connection steel member 18 and a plurality of soil plates 16 are connected to the upper and lower H- The beam 17, and the HTR tube 11 can be completed in such a manner that the HTR tube 11 is disposed in a concertina or a concave shape.

For example, as shown in Fig. 4, H-beams 17 woven in a rectangular or a pentagonal shape are arranged on the upper side and the lower side, respectively, and then a plurality of Beam 17 which are arranged above and below a plurality of earth plates 16 are welded to the HTR frame-connecting steel members 18 by welding or the like (one in each case at four corners) The HTR tube 11 for securing the rigidity of the excavation surface and securing the safety, that is, for supporting the earth pressure can be completed by connecting the concave and the H-beam side together with the joint arrangement box.

Here, the earth plate 16 may be made of wood or steel, and may be connected to the H-beam 17 side by a bolting method, a welding method, or the like.

Subsequently, a hydraulic jack 19 is connected between the bottom of the first HTR pipe 11a and the lower end of the leading pipe 10, and then the hydraulic jack 19 is operated to vertically downwardly move the leading pipe 10 And a step of vertically excavating the ground to a certain depth is carried out.

Four hydraulic jacks 19 may be used in the process of propelling the leading pipe 10 with the hydraulic jack 19. The hydraulic jacks 19 may be disposed at four corners of the square pipe 10 So that the leading pipe 10 can be propelled while being balanced in its entirety.

The hydraulic jack 19 is disposed between the bottom of the HTR tube 11a and the pedestal 21 in the form of a square bracket attached to the inside of the lower end of the lead pipe 10, The leading pipe 10 advances vertically downward along the pit excavation direction by the hydraulic jack 19 operating while being supported.

In the step of propelling the lead pipe 10 as described above, the lead pipe 10 can be propelled by dividing the lead pipe 10 several times in order to secure a space having a depth enough to accommodate one HTR pipe 11 do.

That is, it is possible to propel the leading pipe 10 by dividing the hydraulic pipe 19 several times due to the restriction of the stroke of the hydraulic jack 19 and the like.

For example, the hydraulic jack 19 is driven by a single full stroke to propel the lead pipe 10 to a certain depth first, and the upper end (rear end) and the end of the hydraulic jack 19 formed by the first- The connecting pipe 20 is installed in the space between the lower ends of the first HTR pipe 11a installed, and then the leading pipe 10 is secondarily driven at a certain depth.

In this way, the third propulsion, the fourth propulsion, and the like are repeatedly promoted, and a plurality of connecting rods 20 are installed successively to secure a excavation space having a depth enough for the second HTR pipe 11b to enter.

Of course, the soil in the excavation space thus secured is discharged to the outside in an appropriate manner and removed.

Next, a second HTR pipe 11b is connected to the first HTR pipe 11a and a second HTR pipe 11b is connected between the second HTR pipe 11b and the pit excavation surface in the space secured by the propulsion and soil removal of the lead pipe 10, Perform a finishing step.

That is, the second HTR pipe 11b is manufactured and installed in the same space in the space secured by discharging the earth or the like in the leading pipe together with the propulsion of the leading pipe 10.

The second HTR tube 11b thus installed is connected to the first HTR tube 11a, which is installed at the front side, in a state of being in contact with the first HTR tube 11a in an upwards and downward manner by welding or the like so as to form an integral structure.

Particularly, between the HTR pipe 11b and the pit excavation surface (reference numeral 22 in FIG. 2), a finishing treatment is performed in an optimum manner suited to various ground conditions for reinforcing the ground. The finishing treatment will be described in detail later .

Next, by repeating the step of propelling the leading pipe 10, the step of installing and connecting the HTR pipe 11 inside, and the step of performing the finishing process, a plurality of HTR pipes 11 are vertically A step of securing excavated holes with a predetermined depth and placing the concrete in the HTR pipe 11 to construct an internal structure.

In other words, by repeating the step of advancing the leading pipe 10 along the excavation section for securing the vertical pit, and continuing to install the HTR pipes 11a to 11f continuously and finishing the ground reinforcement, The HTR tubes 11 are vertically stacked in the excavation section up to the excavation depth.

Subsequently, a mold (not shown) is installed in parallel with the earth plate 16 of the HTR pipe 11, a reinforcing net (not shown) is assembled in the space inside the mold, and concrete is cemented and cured. The vertical pit excavation construction is completed.

2 is a schematic view illustrating a method of finishing an excavation surface in a vertical pit excavation method using a VTR method according to an embodiment of the present invention.

As shown in Fig. 2, the present embodiment shows a ground reinforcement method optimized for various types of ground such as soft ground, heavy water, and rock.

First, when a vertical pit is excavated from a soft ground, a waterproof sheet 24, for example, an EVA sheet and a pad 23 is laminated between the HTR pipe 11 and the pit excavation surface 22, It is possible to secure a waterproof effect on the side of the air bag 22.

That is, by stacking the waterproof sheet 24 and the pad 23 in this order from the outer periphery of the HTR tube 11 to the inner wall surface of the pit excavation surface 22, that is, by contacting the waterproof sheet 24 , And the pads (23) are brought into contact with the pit excavation surface side, respectively, so that water leakable from the pit excavation surface (22) can be blocked, so that the generally soft ground can be reinforced.

It is preferable that the waterproof sheet 24 and the pad 23 are applied before the HTR tube 11 is installed.

Next, when the vertical pit is excavated from the ground where a lot of water is discharged, a laminated construction of the waterproof sheet 24, for example, the EVA sheet and the grouting layer 25, between the HTR pipe 11 and the pit excavation surface 22 It is possible to shut off the inflow of water coming from the pit excavation surface 22 side at the source.

That is, after securing the excavating hole, the grouting layer 25 is applied to the pit excavating surface 22 through bentonite pouring or the like, and then the waterproof sheet 24 is attached and then the HTR pipe 11 is installed. It is possible to smooth the excavation work on the ground where a lot of water comes out, and to reinforce the ground which is generally weakened by water production.

Next, when the vertical pit is excavated in the rocky zone, the waterproof sheet 24, for example, the EVA sheet and the grouting layer 25 is sandwiched between the HTR pipe 11 and the pit excavation surface 22, It is possible to perform the excavation work while positively coping with the bending of the surface 22.

That is, after securing the excavating hole, the HTR pipe 11 is installed along with the waterproof sheet 24 installed on the pit excavation surface 22, and then the high pressure The waterproof sheet 24 at this time can be completely brought into close contact with the uneven pit excavation surface 22 side by filling bentonite or the like with the waterproof sheet 24 by pressing and adhering the waterproof sheet 24 to the pit excavation surface 22 side, In addition, a grouting layer 25 can be formed between the waterproof sheet 24 and the HTR pipe 11.

Therefore, it is possible to reinforce the ground as a whole as well as to waterproof the pit excavation surface 22 made of the rock layer.

At this time, the grouting layer 25 can be formed by injecting bentonite or the like at a high pressure through an injection pipe 26 passing through the HTR pipe 11. [

In the case of the pressurizing method for forming the grouting layer 25 at the time of excavation of the rock layer, it is possible to perform the method of pressurizing grouting the waterproof sheet 24 after the leading pipe is propelled.

That is, pressure grouting can be performed on the waterproof sheet portion that is out of the leading pipe.

Thus, the present invention has been shown and described with reference to certain preferred embodiments thereof. It will be apparent to those skilled in the art that various modifications and variations can be made in the present invention without departing from the spirit or scope of the invention as defined in the appended claims. Change will be possible.

10: Leading Hall
11, 11a, 11b, 11c, 11d, 11e, 11f: HTR tube
12: reaction force anchor
13: reaction force mechanism
14: reaction force transmitting steel
15: Anchor head
16:
17: H-beam
18: HTR frame connection steel
19: Hydraulic Jack
20: Links
21: Stand
22: Pit excavation surface
23: Pad
24: Waterproof sheet
25: Grouting layer
26: tube

Claims

Installing a reaction force anchor on the ground in the vertical pit excavation area and installing a reaction force mechanism;
Installing a first pipe and a first HTR pipe inside the reaction force mechanism, and operating a hydraulic jack after a hydraulic jack is installed between a leading pipe and an HTR pipe to propel the leading pipe vertically downward;
Connecting a first HTR pipe with a second HTR pipe in a space secured by the driving of the leading pipe, and performing a finishing process between the HTR pipe and the pit excavation surface;
The HTR pipe is installed and connected and the finishing process is repeated to secure a drilling hole having a predetermined depth in which a plurality of HTR pipes are vertically stacked along the inner wall of the pit Placing the concrete in the HTR tube to construct an internal structure;
The method of claim 1,

The method according to claim 1,
In the step of embedding the reaction force anchor and installing the reaction force mechanism, a reaction force anchor is installed in at least two to four places of the box-type reaction force mechanism woven in a square or oval shape so that the reaction force mechanism is supported in a balanced manner And a reaction force mechanism is installed in the vertical pit excavation method.

The method according to claim 1,
In the step of installing the HTR tube, at least one HTR frame-connecting steel and a plurality of dust plates are connected between the upper and lower H-beams after the H-beams woven in a square or a round shape are arranged up and down, And the HTR pipe is completed in a manner that the HTR pipe is connected to the HTR pipe.

The method according to claim 1,
In the step of propelling the lead pipe, the depth of the space to which one HTR pipe is inserted is secured while propelling the lead pipe several times. The HTR pipe having the hydraulic jack and the pre- Wherein the pushing of the vertical pits is performed while the pushing member is continuously supported.

The method according to claim 1,
Wherein the step of applying a finishing treatment between the HTR tube and the pit excavation surface comprises sequentially stacking the waterproof sheet and the pads in order from the outer circumference of the HTR pipe to the pit excavation surface in the case of the soft ground Vertical pit excavation method.

The method according to claim 1,
And the step of applying a finishing treatment between the HTR tube and the pit excavation surface includes the step of sequentially stacking the waterproof sheet and the grouting layer from the outer circumference of the HTR pipe to the pit excavation surface in the case of a lot of water, Vertical pit excavation method using VTR method.

The method according to claim 1,
In the step of performing finishing treatment between the HTR tube and the pit excavation surface, a waterproof sheet is disposed between the outer circumference of the HTR tube and the excavation surface of the pit in the rocky area, and then the waterproof sheet 24 is subjected to pressure grouting And pressing the sheet (24) against the pit excavation surface.