KR20240135925A - the connecting apparatus for pipe and the connecting structure for pipe - Google Patents

Abstract

In order to solve the above-mentioned technical problem, the present invention provides a structural steel pipe (SP) in which a plurality of pipes are installed horizontally in parallel underground (UG);
Grouting (G) installed by pouring grouting material onto the outer surface of the structural steel pipe (SP) above;
An excavation section (E) dug under the ground (UG) where the above structural steel pipe (SP) is installed;
Provided is an improved underground excavation structure characterized by comprising:
And for underground (UG) excavation,
A hollow pipe-shaped main body (110);
A fixed part (120) installed at the stop of the above main body pipe (110);
A drill part (130) installed on the outer surface of the main body (110);
Auger tip bit (140) installed at the other end of the above main body pipe (110);
A direction changing bit (150) having one end installed on the above auger tip bit (140) and the other end formed with a slope (152);
An improved directional control excavation system (110) is provided, characterized by comprising:
In addition, it is installed to connect and fix structural steel pipes (SP) together.
Connection insertion holes (410) at both ends;
A pipe connecting rib (400) characterized by this formation is provided.

Description

{the connecting apparatus for pipe and the connecting structure for pipe}

The present invention relates to an improved underground excavation structure and excavation method, which can rapidly excavate and construct underground structures with low noise and structural stability even underground in an urban area, an improved directional control type excavation system, and a steel pipe connecting rib and a steel pipe connecting structure using the same. The present invention utilizes a horizontal directional control type excavation technology suitable for the stratum and field conditions to minimize manpower input through mechanical automated excavation, and establishes safe construction conditions by applying ground displacement suppression technology, and is a general-purpose technology with constructability and economy.

The development of cities due to rapid growth inevitably leads to the development of social overhead capital (SOC) for universal welfare. In particular, the development of underground space may be a natural trend of the times due to the limitations of development of above-ground space.

As we entered the 1990s, South Korea's underground space construction technology approached the level of advanced countries, and world-class technologies such as ultra-long tunnels and immersed tunnels had already been completed.

Although various technological developments are taking place in the field of trenchless tunnels, the methods used so far are still predominantly from 20 years ago.

Compared to the speed of development of excavation equipment, the development of construction methods in the field of trenchless tunnels is lagging behind.

The trenchless tunneling method is a technology for constructing relatively small-scale tunnels in field conditions where trenching is not possible due to the presence of roads, railways, or obstacles. Currently, various methods are being applied, and approximately 20 methods exist, but only 5 to 6 types of commercialized technologies exist.

The characteristic of these methods is that they apply the construction and excavation method by manpower through steel pipe pressing, so they are exposed to the risk of industrial accidents due to the aging of construction workers.

It cannot be denied that defects are occurring due to technical limitations in tunnel construction for railway and road crossings in low-top sections that require precision construction, and that construction is being exposed to risks.

Common underground tunnel excavation methods include the Messer Shield Method and the Pipe Roof Method.

The conventional mesa shield method is a method mainly applied to soil and weathered soil sections with small upper soil cover, in which a launching base is constructed in a certain vertical working area, and mesa plates manufactured using steel plates are placed parallel to the tunnel cross-section on pre-installed support structures, and a hydraulic jack is used to drive the mesa plates into the ground one by one while excavating the face, and an earth retaining plate is installed between the mesa plate and the support structures at the rear of the excavated tunnel, thereby safely constructing a tunnel.

This type of mesa shield method is widely used recently as it is a vibration-free and noise-free method that has high stability because it allows for excavation of large-section tunnels by dividing them into smaller sections, requires less space for the launching work area, and is a high-performance method.

However, the above mesa shield method has disadvantages such as a complicated work process and the use of a lot of materials, and in cases where the ground of the face portion is weak or made of sand, there are problems such as insufficient measures against face collapse, resulting in frequent occurrence of face collapse accidents.

The conventional steel pipe press-in method uses a hydraulic jack supported on a rear reaction wall to press in a steel pipe, excavates and removes soil from inside the steel pipe, and after the steel pipe is pushed in, inserts a main pipe into the space where the steel pipe passed to bury the intended object underground. The pipe loop method is a method in which this is applied continuously.

This type of pipe loop method has the advantage of being advantageous in sections subject to high stress due to the structural characteristics of the circular cross-section, but has problems such as requiring a lot of materials by unnecessarily arranging many steel pipes in parallel.

Therefore, there is an urgent need to develop a new construction method that can improve constructability, structural stability, and economic feasibility, and above all, prevent face collapse.

Accordingly, the inventor of the present invention has developed an improved underground excavation structure and excavation method capable of constructing underground structures by quickly excavating with low noise and structural stability even underground in urban areas, an improved directional control type excavation system, and a steel pipe connecting rib and a steel pipe connecting structure using the same.

[Document 1] Republic of Korea Registered Patent No. 10-1360027, ‘Excavation rod connection band of ground excavation device for underground continuous wall construction used in SC W method’, February 3, 2014 [Document 2] Republic of Korea Patent No. 10-1636357, ‘Excavation rod connection band of ground excavation device for underground continuous wall construction used in SC W method’, June 29, 2016

The present invention is proposed to solve the above-mentioned problems of the related art. The purpose is to provide an improved underground excavation structure and excavation method, an improved directional control excavation system, and a steel pipe connecting rib and a steel pipe connecting structure using the same, which can quickly excavate and construct underground structures with low noise and structural stability even underground in urban areas.

In order to solve the above-mentioned technical problem, the present invention provides a structural steel pipe (SP) in which a plurality of pipes are installed horizontally in parallel underground (UG);

Grouting (G) installed by pouring grouting material onto the outer surface of the structural steel pipe (SP) above;

An excavation section (E) dug under the ground (UG) where the above structural steel pipe (SP) is installed;

Provided is an improved underground excavation structure characterized by comprising:

And for underground (UG) excavation,

A hollow pipe-shaped main body (110);

A fixed part (120) installed at the stop of the above main body pipe (110);

A drill part (130) installed on the outer surface of the main body (110);

Auger tip bit (140) installed at the other end of the above main body pipe (110);

A direction changing bit (150) having one end installed on the above auger tip bit (140) and the other end formed with a slope (152);

An improved directional control excavation system (110) is provided, characterized by comprising:

In addition, it is installed to connect and fix structural steel pipes (SP) together.

Connection insertion holes (410) at both ends;

A pipe connecting rib (400) characterized by this formation is provided.

According to the present invention, an improved underground excavation structure and excavation method, which enable rapid excavation and construction of underground structures with low noise and structural stability even underground in an urban area, an improved directional control type excavation system, and a steel pipe connecting rib and a steel pipe connecting structure using the same are provided.

And the present invention utilizes a horizontal control excavation technology suitable for the stratum and field conditions to minimize manpower input through mechanical automation excavation and establish safe construction conditions by applying ground displacement suppression technology, and is a general-purpose technology with constructability and economy.

Figure 1 is a cross-sectional view of an improved underground excavation structure and excavation method of the present invention.
Figure 2 illustrates an improved directional control excavation system of the present invention.
Figures 3 and 4 illustrate the operation process of the improved directional control excavation system of the present invention.
Figure 5 illustrates a conventionally used air hammer.
Figure 6 illustrates an improved air hammer used in the present invention.
Figure 7 illustrates a connection structure between structural steel pipes in the present invention.
Fig. 8 illustrates another embodiment of a connection structure between structural steel pipes in the present invention.
Figure 9 illustrates a steel pipe connecting rib of the present invention.
Figure 10 illustrates a steel pipe connection structure using the steel pipe connection rib of the present invention.
Figures 11 to 13 sequentially illustrate an improved underground excavation structure and excavation method of the present invention.

The present invention will be described in more detail through embodiments in which the concept of the present invention is preferably implemented, together with the attached drawings.

It is to be clearly stated in advance that the improved underground excavation structure and excavation method, the improved directional control excavation system, and the steel pipe connecting rib and the steel pipe connecting structure using the same described below can all be implemented in parallel with each other.

Figure 1 is a cross-sectional view of an improved underground excavation structure and excavation method of the present invention.

As shown,

The improved underground excavation structure of the present invention is:

Structural steel pipes (SP) installed horizontally in multiple parallel rows in the ground (UG);

Grouting (G) installed by pouring grouting material onto the outer surface of the structural steel pipe (SP) above;

An excavation section (E) dug under the ground (UG) where the above structural steel pipe (SP) is installed;

It is characterized by comprising:

And the interior of the structural steel pipe (SP) is made of high-flow mortar (M);

It is characterized by being filled and reinforced.

Next, the structural steel pipe (SP) is supported by a support (30), etc., and then the internal structure (40) is constructed.

Figures 11 to 13 sequentially illustrate an improved underground excavation structure and excavation method of the present invention.

The improved underground excavation method of the present invention is:

For constructing the above improved underground excavation structure,

(1) Steel pipe installation step for installing the structural steel pipe (SP) horizontally in the ground (UG);

(2) Grouting step of pouring the above grouting material;

(3) An excavation step for excavating the lower part of the ground (UG) where the structural steel pipe (SP) is installed;

It is characterized by comprising:

And another embodiment of the improved underground excavation method of the present invention is,

For constructing the above improved underground excavation structure,

(1) Steel pipe installation step for installing the structural steel pipe (SP) horizontally in the ground;

(2) Grouting step of pouring the above grouting material;

(3) Mortar filling step of filling the interior of the structural steel pipe (SP) with the high-flow mortar (M);

(4) An excavation step for excavating the lower part of the ground where the structural steel pipe (SP) is installed;

It is characterized by comprising:

Figure 2 illustrates an improved directional control excavation system of the present invention.

Figures 3 and 4 illustrate the operation process of the improved directional control excavation system of the present invention.

The improved directional control excavation system (100) of the present invention is

For underground (UG) excavation,

A hollow pipe-shaped main body (110);

A fixed part (120) installed at the stop of the above main body pipe (110);

A drill part (130) installed on the outer surface of the main body (110);

Auger tip bit (140) installed at the other end of the above main body pipe (110);

A direction changing bit (150) having one end installed on the above auger tip bit (140) and the other end formed with a slope (152);

It is characterized by comprising:

And in the present invention, the drill part (130) is characterized by being located inside a structural steel pipe (SP) which is a casing, and is a directional control system that enables excavation while controlling the horizontal direction when excavating by augering the inside.

When direction control is required, as in Fig. 2(a),

The above auger tip bit (140) is rotated at a predetermined angle to set the direction through the inclined portion (152),

It is characterized by being able to move forward a set distance in a desired direction without turning and moving straight.

At this time, a laser from an external laser measuring device (160) is injected into the inside of the main body tube (110) so that it reaches the fixed part (120), and the verticality can be confirmed through this to set the excavation direction. Accordingly, excavation can be performed while minimizing ground uplift.

In case of normal excavation as shown in Fig. 2(b),

The above direction change bit (150) is inserted into the main body tube (110),

It is integrated with the auger stern bit (140) and rotates and digs simultaneously.

Figures 3 and 4 illustrate the operation process of the improved directional control excavation system of the present invention.

The operation process of the improved directional control excavation system of the present invention will be described again.

When drilling in normal soft ground (N value 5 or less), the tip of the auger sags due to its own weight, making normal horizontal control often impossible.

Therefore, construction should be done as follows.

As in Fig. 3(1),

The direction-changing bit (150) protruding forward by hydraulic pressure is rotated by a predetermined angle by hydraulic pressure, the direction is set through the inclined portion (152), and then fixed, and it moves forward a predetermined distance in the desired direction while moving straight without rotating.

Next, as in Fig. 3(2),

The structural steel pipe (SP) is installed on the outer surface of the above drill part (130).

And as in Fig. 4(3),

While pressing the above structural steel pipe (SP), the drill part (130) and the auger tip bit (140) are rotated.

Next, as shown in Fig. 4(4),

When reaching the opposite side, dismantle the above direction change bit (150) and take it out to the opposite side,

The above structural steel pipe (SP) is pulled out in the direction from which the drill part (130) and the auger tip bit (140) are introduced while being fixed.

Figure 5 illustrates a conventionally used air hammer.

Figure 6 illustrates an improved air hammer used in the present invention.

Instead of applying the improved directional control excavation system (110) described above, the present invention

The air hammer of Figs. 5 to 6 can be applied.

The conventional air hammer (200) shown in Fig. 5 drives the hammer bit (210) at the tip with strong air pressure.

At this time, most of the air is discharged in front of the hammer bit (210).

When drilling through the air hole at the tip of the hammer bit (210), high pressure air of up to 25 bar is directly injected into the target soil, causing damage to nearby structures.

When an air bubble zone is formed at the tip during hammer drilling, pressure is applied to the joint and weak layer, causing displacement of the surrounding ground.

In addition, there is a problem that ground expansion is induced by excessive air supply and excessive overdrilling, which has a negative effect on the original ground and acts as a factor hindering horizontal excavation.

In contrast, the improved air hammer (200) of the present invention illustrated in Fig. 6 is

Most of the air that drives the hammer bit (210) of the ship is discharged rearward along the hole inside the hammer bit (210) and absorbed into the structural steel pipe (SP).

Therefore, the pressure (air) transmitted to the ground during excavation is minimized.

Air does not leak to the ground or soft layers,

Since excessive over drilling does not occur,

It has the advantage of allowing stable excavation in a horizontal direction.

Figure 7 illustrates a connection structure between structural steel pipes in the present invention.

As shown,

The present invention installs a plurality of structural steel pipes (SP) horizontally and in parallel in the order of 1 → 2 → 3 in the ground (UG), and performs grouting (G) by pouring a grouting material on the outer surface of the structural steel pipes (SP).

To elaborate, the order is as follows:

- As shown in Figure 12(a) and Figure 13, press-fitting of the leading pipe (Structural steel pipe No. ①) → Structural steel pipe No. ② → Press-fitting of structural steel pipe No. ③

- As shown in Figure 12(b), jet grouting is performed in the order of ① → ② → ③ from the end position of the excavation where the structural steel pipe is inserted to the start position of the excavation where the structural steel pipe is inserted.

- After the upper pipe pressurization is completed or the upper and lower parts are completed, seal the pipe inlet → pour low-fluidity mortar

Fig. 8 illustrates another embodiment of a connection structure between structural steel pipes in the present invention.

As shown,

The present invention installs a steel pipe connecting rib (400) to connect structural steel pipes (SP) to each other,

Since grouting (G) can be constructed by pouring grouting material outside the above-mentioned steel pipe connecting rib (400), construction is simple and the amount of grouting material used can be significantly reduced.

To elaborate, the order is as follows:

- Press-fitting of the leading pipe (Structural steel pipe No. ①) → Press-fitting of steel pipe No. ② → Press-fitting of steel pipe No. ③

- When the upper part of the steel pipe connecting rib (400) is penetrated → When the excavation resistance is severe during press-fitting, drill with a water jet, then switch to milk jet (hardening agent), and then inject.

- When the excavation resistance is severe during the lower part of the steel pipe connecting rib (400) → drilling with a water jet, then switch to milk jet (hardening agent) and then inject.

- After 1-2-3 construction, it is possible to construct the main column in the left or right direction.

- The inside of the pipe joint (rib) is filled with high-flow mortar after sealing the entrance as excavated soil is discharged when the rib is inserted.

Figure 9 illustrates a steel pipe connecting rib of the present invention.

Figure 10 illustrates a steel pipe connection structure using the steel pipe connection rib of the present invention.

The above steel pipe connecting rib (400) is

It is installed to connect and secure structural steel pipes (SP) together.

Connection insertion holes (410) at both ends;

It is characterized by this formation.

And the steel pipe connection structure using the steel pipe connection rib of the present invention is,

By using the above steel pipe connecting rib (400),

A connecting rib joint (500) installed on the outer surface of the above structural steel pipe (SP);

Consisting of including,

Since the above connecting rib joint (500) is configured to include a connecting hole (510),

It is characterized in that the head (511) of the above connecting member (510) is inserted into the connecting member insertion hole (410) and connected.

As shown in Fig. 10(a),

The connecting rib joint (500) is configured to include a pocket portion (530) and a connecting hole (510).

The above pocket part (530) is joined to the outer surface of a structural steel pipe (SP),

The above connecting member (510) is connected so that a gap is created in the pocket portion (530).

The above connecting member (510) has a catch (513) formed at one end and a circular or spherical head (511) formed at the other end.

The above-mentioned hook part (513) is structured to move within the pocket part (530) and not to be caught and removed.

The inside of the above pocket (530) is filled with a cushioning material (520) such as grease.

And as shown in Fig. 10(b),

The above connecting insertion hole (410) is formed in a circular shape corresponding to the above catch (513), so that the steel pipe connecting rib (400) can rotate with a predetermined amount of free play around the above catch (513).

It can effectively respond to construction errors between structural steel pipes (SP) that occur during the construction process.

The figure below is a conceptual diagram of a steel pipe connection structure using the steel pipe connection rib of the present invention.

Figures 11 to 13 sequentially illustrate an improved underground excavation structure and excavation method of the present invention.

Assuming that the excavation is performed horizontally from left to right under the ground (UG),

Figure 11(a) illustrates a scene where a starting position for excavation, which is the insertion starting point of a structural steel pipe, is excavated vertically and a soil retaining wall is installed to secure a working space.

Here, the upper dotted line and the lower dotted line represent the upper and lower points of the construction location, respectively.

Figure 11(b) illustrates the process of installing a workbench (10: Jack Lift) and a pipe press (20) in the above work space.

Figure 12(a) illustrates a scene where a structural steel pipe (SP), which is a leading pipe, is mounted on a pipe press (20) using a crane.

Figure 12(b) illustrates the process of vertically excavating the end position of the excavation where the insertion end of the structural steel pipe is to be, securing a work space by retaining soil, and then installing a work table (10: Jack Lift) and grouting equipment (50) in the work space.

Figure 13 illustrates a scene in which the level and verticality are checked by operating a laser measuring device (160) after the above-mentioned leading pipe is pressed in.

The present invention is a method of constructing a trenchless tunnel by combining horizontal pipe pressing technology and jet gruting technology, and has the following characteristics.

① Excellent excavation efficiency under soil, gravel, and rock layers conditions due to horizontal direction control technology application

② Excellent excavation precision dramatically improves constructability

③ Low displacement construction possible compared to existing hammer excavation methods by using a special hammer at the tip

④ Shortening of construction period is possible by parallel construction of Jet Grouting at the reaching part opposite to the steel pipe press-in part.

⑤ The stability of the face and ground surface is secured by improving the excavation area around the steel pipe using the Jet Grouting method.

Although the present invention has been described with respect to preferred embodiments as mentioned above, various modifications and variations are possible within the scope without departing from the gist of the present invention, and it can be used in various fields.

Therefore, the claims of the present invention include modifications and variations that fall within the true scope of the present invention.

UG: Mediterranean
SP: Structural steel pipe
G: Grouting
E: Excavation section
M: High flowability mortar
10: Workbench
20: Steel pipe press
30: Support
40: Internal structure
50: Grouting equipment
100: Improved Directional Controlled Excavation System
110: Main body
120: Fixed part
130: Drill part
140: Aegean Ship Beat
150: Direction change bit
152: Slope
160: Laser Measuring Device
200: Air Hammer
210: Hammer bit
400: Steel pipe connecting rib
410: Connector insertion hole
500: Connecting rib joint
510: connector
511: Head
513: Hanging part
520: Buffer
530: Pocket

Claims (2)

It is installed to connect and secure structural steel pipes (SP) together.
Connection insertion holes (410) at both ends;
A steel pipe connecting rib (400) characterized by this formation
By using the steel pipe connecting rib (400) of Article 1,
A connecting rib joint (500) installed on the outer surface of the above structural steel pipe (SP);
Consisting of including,
Since the above connecting rib joint (500) is configured to include a connecting hole (510),
A steel pipe connection structure using a steel pipe connection rib, characterized in that the head (511) of the above connecting member (510) is inserted into the connecting member insertion hole (410) and connected.

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