KR19990007580A - Underground retaining wall construction method using temporary retaining wall as a permanent structure - Google Patents

Abstract

The present invention relates to a method for economically constructing a retaining wall of an underground part of a building by utilizing the retaining wall installed as a temporary facility during the construction of an underground trench for installing an underground structure of a building as a part of a building underground retaining wall permanent structural member.

The present invention is determined in consideration of the outline of the building to install the temporary mud wall, and then drilled a hole with earthwork equipment, such as auger drill H-shaped material and install the earth plate to install the temporary mud wall, when the trench is completed, H Settlement shear connection means are installed in the section, reinforcing bars are placed in the base retaining wall, the mold is installed in the inner side of the base retaining wall, and concrete is cured and completed. The temporary wall can be adopted in various ways, such as cast concrete piles, soil cement wall, steel sheet pile according to the site situation, the method is applied to this various types of temporary wall walls.

The present invention provides a method of utilizing temporary temporary wall for temporarily discharging the underground structure of a building as part of a permanent facility, and once used and dismantled or buried, the temporary limited wall is used as part of the permanent structure to efficiently utilize limited resources. It can be used to reduce construction costs.

Description

Composite Retaining Wall Construction Method Using Temporary Walls As Permanent Structures

The present invention relates to a method for constructing an underground retaining wall of a building. More specifically, the present invention relates to a method of economically constructing a retaining wall in an underground part of a building by using a retaining wall installed as a temporary facility as part of a permanent structural member.

In urban areas, the depth of underground excavation is deepening in order to utilize limited land efficiently. When excavating underground, it is required to install a wall of mud to prevent damage to existing facilities such as adjacent buildings and roads. Although a lot of construction costs are required for installing the wall, the wall is only recognized as a temporary installation and is designed and constructed. The wall must be able to withstand earth pressure, water pressure, and floor load only until the building structure is completed.If the building structure is completed, it is left as it is, or in some construction sites, it is dismantled and dismantled. It is treated as a structure of. Because of this use, even though the base retaining wall of the building structure can perform the same function, the temporary retaining wall and the retaining wall of the building are separately designed and constructed, which causes waste. In addition, the design and construction of temporary earthquakes have a compulsion to be most economically designed, so there is a concern that the safety factor may be insufficient. Therefore, there is a high possibility of a safety accident such as collapse for an unexpected load.

There are several types of temporary wall walls used for trenches to install structures underground. In case of deep underground excavation depth, the commonly used retaining wall is to insert H-shape piles and insert earth plate between H-shape piles, Soil Cement Wall (SCW) method, and cast-in-place concrete piles. concrete pile (CIP) method. These methods form walls in the ground to withstand external forces such as earth pressure and water pressure, and then support them with struts or pull them as earth anchors. The axial force of braces or earth anchors is classified as temporary because over time the fatigue phenomenon of the material may cause structural defects. However, H-shaped members, SCW, CIP, etc. embedded in the ground were buried and died even though they could be recycled as part of the permanent structure in combination with the external retaining wall of the building.

When installing the retaining wall as a temporary facility, a work space for constructing the base retaining wall is required. Therefore, the retaining wall line must be retracted to the outside enough to secure the working space, and the waste factor that increases the amount of trenching and refilling is also increased. there was.

In order to solve the problems in the conventional temporary block construction method, the inventors have developed a method for constructing a basement retaining wall that can permanently utilize the temporary block walls that are temporarily installed and then dismantled or buried as part of the underground structure retaining wall. It became.

It is an object of the present invention to provide a method of utilizing temporary temporary walls installed as temporary parts for excavation of underground structures of buildings as part of permanent facilities.

Another object of the present invention is to provide a method of efficiently using limited resources and reducing construction costs by using a temporary barrier wall as part of a permanent structure.

Still another object of the present invention is to provide a method for reducing the amount of burrow and backfill for installing an underground part of a building.

1 is a plan sectional view and elevation view showing a conventional method for constructing an underground retaining wall.

2 is a plan view and a cross-sectional view showing the concept of the underground retaining wall construction method of the present invention.

3 is an example of a shear connector as a transmission connecting means used to integrate the temporary retaining wall and the underground retaining wall.

FIG. 4 is a specific example of using the H-shape as the thumb pile and using the temporary earthquake facility with the earth plate as a permanent facility.

5 is a conceptual diagram of the reinforcement of the present invention.

FIG. 6 is a conceptual view of reinforcing bar in the effective width section in FIG. 5.

FIG. 7 is a specific example of using a cement cement wall (SCW) as a temporary structure.

FIG. 8 is an embodiment showing the use of cast-in-place concrete pile (CIP) temporary walls as a permanent structure.

FIG. 9 is a specific example showing the use of an earthquake wall reinforced with an H-shape as a permanent structure in a cast-in-place concrete piling wall.

Explanation of the main symbols in the drawings

1: ground 2: underground retaining wall

3a, 3b: vertical rebar 4a, 4b: horizontal rebar

5: Load (earth pressure + hydraulic pressure) 6: Support point

11: settling shear connection means 20: temporary wall

21: H shape 22: Soil cement wall (SCW)

23: cast-in-place concrete pile walls

24: H-shape reinforcement site concrete pile piling wall

26: LW lining 27: Rebar

1 is a plan sectional view (a) and a back elevation (b) showing a conventional method of constructing an underground retaining wall.

Install a temporary retaining wall (not shown) for the underground excavation of the building, install the underground retaining wall (2) of the building after the excavation, remove the temporary retaining wall outside the underground retaining wall, or bury the ground (1). Chop and finish.

In case of construction according to the conventional method, since the temporary wall is used only for the purpose of underground excavation, it must be reclaimed or removed as it is after the underground excavation is completed. In reality, however, the cost of demolition is high, or if the ground is subsided, the surrounding ground may sink and damage adjacent buildings, or the demolition work is difficult, and it is often buried in the ground, resulting in the disposal of unnecessary resources. .

After the ground (1) is chopped, the load (5) acts directly on the underground retaining wall (2). Therefore, the underground retaining wall must be structurally designed to withstand the load. Therefore, the reinforcing bars (3a, 3b, 4a, 4b) are required depending on the size of the load. The construction was done by placing the method.

2 is a plan view (a) and a cross-sectional view (b) illustrating the concept of a method for constructing an underground retaining wall of the present invention.

The present invention is to increase the rigidity by combining the temporary retaining wall 20 and the base retaining wall (2) as a shear thermal binder (11) so as to be integrated (in the drawing, the temporary retaining wall (20) shows an H-shaped for convenience). . The temporary conception wall to be demolished or reclaimed is presented as a basic concept that integrates the underground retaining wall (2) and utilizes it as a permanent wall.

Figure 3 illustrates a shear connector as the anchoring shear connecting means 11 for connecting the temporary retaining wall and the underground retaining wall.

Shear connector (shear connector) is to resist the shear flow generated in the cross-section of the member, as a representative in Figure 3, the stud bolt (stud bolt), c-shaped steel, helix. Shear connector is not necessarily limited to the illustrated form. In other words, a means of integrally combining the temporary retaining wall and the base retaining wall, for example, an adhesive, a rough surface, sand blasting, shear key, etc., for strengthening the bond, may also be used as a fixing shear connection means. .

FIG. 4 is a specific example of using a retaining wall formed with a temporary retaining wall by inserting a earth plate into the H-shaped member 21 with a thumb pile as a permanent structure.

The fixing shear connecting means 11 is fixed to the H-shape 21 at predetermined intervals, and the base retaining wall 2 is formed toward the inside to be integrated. In this case, the portion having the H-shape 21 forms the base retaining wall 2 by a conventional method. Interpreted as a unit beam with a cross section of B xh. Accordingly, the cross-sectional secondary moment is increased by [h / h1] ^3, that is, [1 + h2 / h1] ³ , thereby increasing the resistance to load.

On the other hand, since the resistance capability is greatly improved where the H-shaped 21 is located, the vertical reinforcing bar 3a is reinforced to the interior side where the H-shaped 21 is located to perform the function of a beam, and the H-shaped member different from the H-shaped member. The base retaining wall 2 between the places where the 21 is located can be designed to function only to transfer the load to the place where the H-shaped material 21 is located. In this case, when the load flows, the load on the underground retaining wall flows to the H-shaped section (see arrow in the drawing) and the cross section of the H-shaped section is resisted to the bottom. Thus, as shown in FIG. 5, the main reinforcing bar where the H-shaped members are located is the inner vertical rebar 3a, and the main reinforcing bar of the basement retaining wall 2 between the H-shaped members is the inner horizontal reinforcing bar 4a. . Since the vertical reinforcement of the basement retaining wall 2 between the H-shaped sections is no longer needed, only the minimum reinforcement ratio needs to be reinforced.

6 is a conceptual view of the reinforcement of the cross section where the H-shaped section is located in the B-B cross section of FIG.

It can be understood as a continuous beam that is supported by the slab (5) of the underground structure in which the temporary retaining wall (shown here as H-shaped plate + earth plate) and the base retaining wall (2) are integrated. At the support point 6, the parent section is formed in the H-shaped member, and the parent member bears the parental member. In the middle part between the support points 6, a static moment arises and this static moment is made to withstand the vertical rebar 3a. Since the vertical reinforcing bars 3a withstand the constant moment, they do not necessarily have to be continuous. Therefore, if the construction is made by assembling from the outside to a certain standard can be expected to shorten the air and improve the quality. Although the shear stress is not shown in the figure, the shear stress in the vicinity of the support point is maximum and the minimum in the middle part between the support points, so that the anchoring shear connecting means 11 is closely arranged near the support point 6 and is moved to the middle part between the support points 6. Lay out gradually.

In the present invention, since the H-shaped steel 21 integrated with the underground retaining wall by the anchoring shear connecting means 11 is installed in place of the vertical reinforcing bar 3b which is recognized as the main bar in the conventional underground retaining wall of FIG. (3b) is no longer needed. For the same reason, the horizontal bar 4b is no longer needed. Therefore, in the case of the present invention, the earth pressure side reinforcement is not necessary at all except for a part of the horizontal rebar 4a of FIG. Therefore, only the minimum reinforcement ratio can be reinforced or it is convenient to cut and use ready-made products such as welded wire mesh. That is, prefabrication is possible.

7 is a specific example showing the case where the soil cement wall temporary barrier wall 22 is installed. Soil cement wall is a method of creating a wall of mud walls by mixing cement with soil to form a column. In order to increase the rigidity of the wall, H-shaped members are inserted at predetermined intervals.

The overall action and construction is similar to that of Figure 4, H-shape + earth plate wall.

The method of the present invention comprises one row of cement cement rows (figure 7a), two rows of reinforcing soil cement walls one row behind column one (figure 7b), or a single row behind column one Two additional rows of cement walls are applied in any of the three rows (Figure 7c).

FIG. 8 is a specific example showing the case of using a cast-in-place concrete pile as a temporary barrier wall. Cast-in-place concrete (CIP) concrete pile is a pile formed by drilling a hole in the required position and put the reinforcing bar (27) in the hole. When the pile is formed in a columnar manner, it becomes a cast-in-place concrete pile wall 23. The shear connector is fixed to the reinforcing bar 27 of the pile and integrated with the basement retaining wall 2. Behind the cast-in-place concrete piles can be constructed LW order wall 26 infused with water glass for the order.

The method of the present invention is that the cast-in-place concrete pile wall walls with reinforcing bars 27 are arranged in one row (Fig. 8a), the cast-in-place concrete pile walls with one column or reinforcing bars in the rear of the first row are one more row. Either reinforcement in two rows (Fig. 8b), or one row of cast-in-place concrete pile retaining walls with reinforcement or reinforcing bars at the back of column 1, reinforcement in three rows (Fig. 8c).

FIG. 9 is a concrete example of the case of the H-shaped reinforcement site concrete pile wall 24 in which the H-shaped material is reinforced at a predetermined interval in place of the cast-in-place concrete pile in which the reinforcing bar 27 is inserted in FIG. 8. .

According to the method of the present invention, the cast-in-place concrete pile wall wall column reinforced with H-shape is one row (Fig. 9a), and the cast-in-place concrete pile wall wall with reinforcement or reinforcing bar is further reinforced by the first row. Either two rows (Figure 9b), or one row of cast-in-place concrete pile walls with reinforced or reinforcing bars at the back of Column 1, will be applied in any of the three columns (Figure 9c).

Referring to Figure 4 describes the construction method of the present invention.

In consideration of the outline of the building, it decides the position to install the temporary mud walls, drills holes with earthwork equipment such as auger drills, embeds H-shaped members 21 and installs the earth plate to install the temporary mud walls. When the excavation is completed, the fixing shear connecting means 11 is installed in the H-shaped member 21 at predetermined intervals. Reinforcing bars are placed in the basement retaining wall. That is, the main vertical reinforcing bars 3a are placed in the H-shaped member 21 of the base retaining wall 2, and the horizontal reinforcing bars 4a are placed in the portion between the H-shaped members 21 in the underground retaining wall 2.

The mold is installed on the inner side of the base retaining wall 2, and the concrete is poured and cured.

Compared with the conventional method, since the temporary retaining wall needs to be installed separately and the underground retaining wall needs to be installed, the temporary retaining wall needs to be located at the outer side because more work space is needed to install the retaining wall. As a result, the volume to be dug up and the amount of soil to be refilled are increased, which may be a factor to reduce construction costs.

A construction method of another embodiment of the present invention will be described with reference to FIG.

In consideration of the outline of the building, determine the location of the temporary wall to be installed, drill the hole with earthwork equipment, such as auger drill, put the H-shaped material, and form the soil cement wall (22) as a temporary wall of wall and break. When the excavation is completed, the periphery of the H-shape of the soil cement wall 22 is excavated to install the fixing shear connection means 11 at predetermined intervals. Reinforcing bars are placed in the base retaining wall 2. That is, the main vertical reinforcing bar 3a is placed in the H-shaped part of the base retaining wall 2, and the horizontal reinforcing bar 4a is placed in the part between the H-shaped part of the underground retaining wall 2 part.

The mold is installed on the inner side of the base retaining wall 2, and the concrete is poured and cured. In the part of the base retaining wall (2), the hole between the H-shape is drilled as needed, and the dowel bar is embedded in the part of the base retaining wall (2). It can improve performance.

Referring to Figure 8 describes a construction method of another embodiment of the present invention.

In consideration of the outline of the building to determine the location of the temporary mud wall to be installed by drilling a hole with earthwork equipment such as auger drill reinforcement reinforcing bar (27) and put the cast concrete pile wall (23) to form and break. When the trench is completed, the perimeter of the reinforcement steel 27 of the cast-in-place concrete piling wall 23 is excavated to install the fixing shear connecting means 11 at the predetermined intervals in the reinforcement steel 27. The vertical reinforcing bars 3a and the horizontal reinforcing bars 4a are disposed in the base retaining wall 2.

The mold is installed on the inner side of the base retaining wall 2, and the concrete is poured and cured. In some cases, a hole may be drilled in the cast-in-place concrete piling wall 23 and a dowel bar may be integrated to integrate the base retaining wall 2 and the cast-in-place concrete piling wall 23.

A construction method of another embodiment of the present invention will be described with reference to FIG.

In consideration of the outline of the building, determine the location to install the temporary mud wall, drill holes with earthwork equipment such as auger drill, insert the H-shaped at predetermined intervals, form a cast-in-place concrete pile mud wall (24) and break it. When the trench is completed, the cast-in-place H-shaped reinforcement site is piled around the H-shaped concrete pile wall 24 to install the fixing shear connecting means 11 in the H-shaped at a predetermined interval. The vertical reinforcing bars 3a and the horizontal reinforcing bars 4a are disposed in the base retaining wall 2.

The mold is installed on the inner side of the base retaining wall 2, and the concrete is poured and cured. In some cases, it is possible to integrate the underground retaining wall 2 and the cast-in-place concrete piling wall by drilling a hole in the on-site concrete pile piling wall of the reinforcement part and inserting a dowel bar.

Although not shown in the drawings other than the method described above, even when the steel sheet pile (steel sheet pile) is used as a temporary barrier wall, the steel sheet pile may be used as part of the permanent structure. The construction method is to determine the position to install the temporary mud wall in consideration of the outline of the building to drive the steel sheet pile to form a temporary sheet pile mud wall, to excavate the inside of the temporary sheet pile mud wall, to the temporary sheet pile The anchoring shear connecting means 11 is installed, the vertical reinforcing bars 3a and the horizontal reinforcing bars 4a are disposed on the base retaining wall 2, the mold is installed on the inner side of the base retaining wall 2, and the concrete is poured. Curing and constructing

The present invention provides a method of utilizing temporary temporary wall for temporarily discharging the underground structure of a building as part of a permanent facility, and once used and dismantled or buried, the temporary limited wall is used as part of the permanent structure to efficiently utilize limited resources. It can be used to reduce construction costs.

Claims (9)

Determining a location to install the temporary mud wall (20) in consideration of the underground portion of the building, and drilling the hole with earthwork equipment such as an auger drill to insert the H-shaped member 21 and installing a soil plate to install the temporary mud wall; Digging in the temporary soil wall (20); Installing the fixing shear connecting means (11) on the H-shaped member (21) when the trench is completed; Reinforcing bars (3a, 4a) to the base retaining wall (2); Installing a mold on the inner side of the base retaining wall (2), and placing and curing concrete to complete the base retaining wall (2); Underground retaining wall construction method characterized in that the construction. Determine the location to install the temporary mud wall in consideration of the outline of the building to drill holes with earthwork equipment such as auger drill to form H-shaped material and form a soil cement wall 22 as a temporary mud wall; Excavating the inside of the temporary soil wall; Digging around the H-shaped member of the soil cement wall 22 and installing fixing shear connecting means 11 to the H-shaped member; Reinforcing bars (3a, 4a) to the base retaining wall (2); A mold is installed on an inner side of the base retaining wall (2); Pouring and curing the concrete retaining wall (2); Underground retaining wall construction method characterized in that the construction. The method of claim 2, wherein a hole in the soil cement wall 22 between the H-shaped portion and the adjacent H-shaped portion of the portion of the base retaining wall 2 is drilled and a dowel bar is driven. Underground retaining wall construction method further comprising. Determine the location to install the temporary mud wall in consideration of the outline of the building to drill holes with earthwork equipment such as auger drill to put reinforcement reinforcing bar (27) to form a cast-in-place concrete pile mud wall (23); Digging the inside of the cast-in-place concrete piling wall (23); Digging around the reinforcing reinforcement 27 of the cast-in-place concrete piling wall 23 and installing the fixing shear connecting means 11 to the reinforcing reinforcement 27; Vertical reinforcing bars 3a and horizontal reinforcing bars 4a are disposed in the portion of the base retaining wall 2; Installing a mold on the inner side of the base retaining wall (2), and placing and curing concrete; Underground retaining wall construction method characterized in that the construction. 5. The fixing shear connecting means (11) is installed in the other reinforcing bar (27) adjacent to the place where the anchoring shear connecting means (11) is installed in the reinforcing bar (27). A method for building an underground retaining wall further comprising drilling a dowel bar and drilling a hole in the cast-in-place concrete piling wall of a portion between one part. Determine the location to install the temporary mud wall in consideration of the outline of the building to form a cast-in-place concrete pile mud wall (24) reinforced with H-shape at a predetermined interval by drilling holes with earthwork equipment such as auger drill; Digging the inside of the H-shaped reinforcement cast-in-place concrete piling wall 24; Digging the H-shaped periphery of the reinforced concrete pile retaining wall (24) with the H-shape and installing the fixing shear connecting means (11) to the H-shaped; Vertical reinforcing bars 3a and horizontal reinforcing bars 4a are disposed in the portion of the base retaining wall 2; Installing a mold on the inner side of the base retaining wall (2), and placing and curing concrete; Underground retaining wall construction method characterized in that the construction. The method of claim 6, wherein the portion between the portion of the base retaining wall (2) between the place where the anchorage shear connection means 11 is installed in the H-shaped member and the other place where the anchorage shear connection means (11) is installed in the other H-shaped adjacent to And drilling a dowel bar and drilling a hole in the H-shaped reinforcement cast-in-place concrete piling wall (24). Determining a location to install the temporary wall, considering the outline of the building, and driving the steel sheet pile to form the temporary sheet pile wall; Digging the inside of the temporary sheet pile soil wall; Installing a fixing shear connecting means (11) in the temporary sheet pile; Vertical reinforcing bars 3a and horizontal reinforcing bars 4a are disposed in the portion of the base retaining wall 2; Installing a mold on the inner side of the base retaining wall (2), and placing and curing concrete; Underground retaining wall construction method characterized in that the construction. The method of claim 1, 2, 4, 6, 7, or 8, wherein the anchoring shear connecting means 11 is a shear connector, adhesive application, sand blasting, or shear A method for building an underground retaining wall, characterized in that it is a means by means of irregularities.