KR20040023915A - Underaround continued wall structure using a large diameter cast-in-place pile installed by Benoto method and construction method thereof - Google Patents

Abstract

PURPOSE: An underground continuous wall using a cast-in-place large diameter pile mounted by a Benoto method and a method for constructing the underground continuous wall are provided to make the underground continuous wall including the cast-in-place large diameter pile be a cut-off wall, to minimize the change of underground water pressure by improving water cut-off capacity and supporting force for water and earth pressure. CONSTITUTION: A method for constructing an underground continuous wall(31) is composed of steps of press-fitting and completely inserting a steel pipe casing(34) along the excavation boundary line of the ground at a predetermined depth; completely removing sediment in the steel pipe casing; mounting a plurality of connecting steel reinforcements(32) to longitudinal steel reinforcements of steel reinforcements assembled to form a cast-in-place large diameter pile(30) in the steel pipe casing and covering the mounted connecting steel reinforcements with styrofoam; assembling the steel reinforcements for the underground continuous wall to a broken part formed by breaking some portions in the wedge-shape reinforced post; securing connecting steel reinforcements by removing styrofoam installed to the longitudinal steel reinforcements of the cast-in-place large diameter pile and mutually connecting the connecting steel reinforcements to the longitudinal steel reinforcements of the adjacent underground continuous wall; and installing a mold to the underground continuous wall in a straight line with the cast-in-place large diameter pile, removing the mold after pouring and curing concrete, and then installing the underground continuous wall.

Description

Underground round wall structure using a large diameter cast-in-place pile installed by Benoto method and construction method

The present invention relates to an underground continuous wall using a large-diameter pile of field casting and a construction method thereof. The present invention provides a method of removing soil and sand in a steel pipe casing after injecting a steel pipe casing along an excavation boundary of the ground. Grouting of high pressure grouting method (JSP) to install a plurality of spot-pouring large-diameter piles formed by drawing steel pipe casing while inserting steel reinforcement stepwise, and to connect the ground between the large-size piles with spot-casting piles To form a wedge-shaped reinforcement ground column to form a reinforcement wall, and to assemble a reinforcing bar for the underground continuous wall in the trench formed by digging a predetermined portion of the wedge-shaped reinforcement ground column to be installed. Curing is terminated and the large diameter file is Then, after connecting the reinforcing bars installed in the longitudinal reinforcing bars inserted into the steel pipe casing in the longitudinal direction to the reinforcing bars for the adjacent underground continuous walls, the reinforcement for the concrete for the continuous underground walls is completed. After the formwork is removed, the installation of the underground walls is completed. This construction method is suitable for the construction of structures that excavate the ground in subway constructions or in busy downtown areas. The construction method allows the traffic to be carried out on the ground as before, and for the construction of underground structures in the underground. The underground continuous wall installed continuously with the large-diameter pile can be used as the wall of the underground structure, and the underground continuous wall using the large-diameter pile installed on the site can be utilized by the ship note method that reduces construction costs and shortens the air. It relates to the construction method thereof.

In the conventional earthquake method, as shown in FIG. 1, after the H-Beam, which is a supporting pile along the excavation plan line of the area, excavates the ground, the earth wall is installed by supporting the H-Beam on the ground side by step. In order to reinforce, grouting is performed and concrete is installed by assembling and installing reinforcing bars between H-Beam. This construction method has a large amount of excavation of soil and various noises caused by the construction around the environment, causing pollution such as dust, and various civil complaints. The problem arises. In such a construction, the excavation of earth and sand in the ground is excavated to the part having a work space of about 1M rather than the part where the structure is installed, so that the increase of construction cost and air extension are always accompanied by the increase in the amount of soil. The impact of groundwater must be taken into account.

The present invention is to solve the above problems, by using the Benoto method (Benoto method) to press the steel pipe casing in the ground after removing the soil in the steel pipe casing and inserting the assembled reinforcing bar to form large diameter pile When the steel pipe casing is drawn while concrete is poured in stages, a large diameter pile is formed. At this time, the underground continuous wall is formed by digging a certain portion of the inner side of the wedge-shaped reinforced ground column for the installation of connecting reinforcing bars welded at a predetermined interval to the longitudinal reinforcing steel bars inserted into the steel pipe casing and adjacent underground continuous walls. After connecting the longitudinal reinforcing bars of the steel pipe casing to the reinforcing bars of the reinforcing bars, the concrete continuous wall is formed and continuous form is removed and formwork is formed. Since the underground continuous wall is used as the wall of the underground structure, there is no need to further excavate the work space for the installation of the underground structure, thereby reducing the air, reducing the construction cost, and minimizing the impact on the surrounding buildings. It is an object of the present invention to provide an underground continuous wall and a construction method thereof.

1 is a view showing the earth process method used in the prior art such as subway.

Figure 2 is a view showing the underground continuous wall installed by the ship note method of the present invention.

Figure 3 is a view showing the excavation of the wedge-shaped reinforced ground column for underground continuous wall installation connected to the site-placed large diameter pile installed by the ship note method of the present invention.

Figure 4 is a view showing a site-placed large-diameter pile reinforcing state installed reinforcing bars installed on the site-placed large-diameter pile for the installation of underground continuous wall by the ship note method of the invention.

Figure 5 is a view showing a site-placed large-diameter pile reinforcement assembly is installed in the field casting large-diameter pile connection steel bar as another embodiment for the installation of underground continuous wall by the ship note method of the present invention.

Figure 6 (a) (b) is a connecting rod installation state installed in the front, rear portion of the connecting iron piece of FIG.

<Description of Drawing Major Symbols>

10 ... earth plate 11 ... H -Beam

12 ... Ground 13 ... Grouting Part

14 ... wall 15 ... rebar

16 ... concrete

30.Place casting large diameter file 31.Underground continuous wall

32 ... Reinforcing bar 33 ... Ground

34 ... steel pipe casing 35 ... wedge reinforced ground column

36.Rebar 37.Concrete

38.Concrete 39.Rebar

40 ... Styropol 41 ...

42 ... drilling centerline 43 ... wedge-shaped reinforced ground column center

50 ... Connecting bars 51 ... Connecting bars

52.Front part 53 ... Welding part

54.Rear part

The present invention relates to an underground continuous wall (31) using the field casting large-diameter pile (30) installed by the ship note method, and a construction method thereof, wherein the steel pipe casing (34) is press-fitted along the excavation boundary of the ground. After removing the earth and sand in the 34) and inserting the reinforcing bar forming the large-diameter pile (30), and installing concrete step by step while installing a plurality of cast-in-place large diameter pile (30) formed by drawing steel pipe casing (34) The wedge-shaped reinforced ground column (35) is formed to reinforce the ground of a certain interval between the large-diameter piles (30) by the grouting of the high-pressure injection rotary grouting method (JSP) so as to be connected to the large-diameter pile (30). And assemble the reinforcing bars for the underground continuous wall (31) in the excavation portion (41) formed by excavating an inner portion of the wedge-shaped reinforced ground column (35) on which the structure is to be installed. A series of underground continuous walls 31 are connected to each other in the longitudinal direction by connecting a plurality of connecting reinforcing bars 32 installed at regular intervals to the reinforcing bars in the longitudinal direction in the y-shing 34, respectively. After completing the assembly of the reinforcing bar for concrete pour curing and demolishing the form of the continuous continuous wall (31) is installed underground continuous wall using the field casting large diameter pile 30 installed by the ship note method, characterized in that the installation is completed. And it relates to a construction method thereof.

The construction method of the underground continuous wall of the present invention is as follows.

Indenting the steel pipe casing 34 along the excavation boundary line of the ground to complete the insertion to a planned depth;

Completely removing the soil in the steel pipe casing 34;

In order to form the large-diameter pile 30 on-site casting in the steel pipe casing 34, a plurality of connecting reinforcing bars 32 are installed at regular intervals in the longitudinal reinforcing bars of the assembled reinforcing bars, Covering with 40);

Inserting the assembled reinforcing bars into the steel pipe casing (34);

Drawing steel pipe casing 34 to form cast-in-place large diameter piles 30 by pouring concrete stepwise into steel pipe casing 34;

Forming a wedge-shaped reinforced ground column 35 by performing high-pressure injection rotary grouting at a predetermined interval between the steel pipe casing 34 and the steel pipe casing 34;

Assembling reinforcing bars for the underground continuous wall (31) in the trench (41) formed by digging a predetermined portion of the inner side of the wedge-shaped reinforced ground column (35);

Removing the styropole 40 installed in the longitudinal reinforcement of the cast-in-place large diameter pile 30 to secure the connecting reinforcing bars 32 and interconnecting the longitudinal reinforcing bars of the adjacent underground continuous wall 31; And

Installing the formwork on the underground continuous wall (31), but installed in a series of straight lines with the site-placed large-diameter pile (30), and after pouring the concrete to remove the formwork to install the underground continuous wall (31) It relates to a method of construction of underground continuous wall, characterized in that.

An embodiment of the present invention will be described in detail with reference to the accompanying drawings.

FIG. 2 is a view showing the underground continuous wall 31 installed by the ship note method of the present invention. The ship note method is an underground continuous wall 31 for supporting earth pressure in order to excavate the ground to install a structure in the ground. A method of installing a pillar in the ground to form the steel pipe casing (34) along the excavation boundary line of the ground to penetrate to the planned depth of the ground and remove the soil in the steel pipe casing (34) after the cast-in-place large diameter pile (30 After assembling the reinforcing bar to be inserted into the steel pipe casing (34) and then pouring the steel pipe casing (34) while pouring concrete step by step is a method of forming a cast-in-place large diameter (30).

In this process, as shown in FIG. 2, after injecting the steel pipe casing 34 along the excavation boundary line of the ground to finish the penetration to the planned depth of the ground, all the soil in the steel pipe casing 34 is removed, and the site casting large-diameter pile 30 Assembling the reinforcing bars to form a steel pipe casing (34) is inserted into the reinforcing bars in the longitudinal direction of the reinforcing bars of the reinforcing bar forming a large-diameter pile (30) at a predetermined interval (32) ) As shown in FIG. 4 by welding or tying wire and covering the connecting reinforcing bar 32 with styropole 40 and inserting it into the steel pipe casing 34, and then pouring the steel pipe casing while pouring concrete step by step, large diameter Pile 30 is constructed.

Installation of a plurality of connection bars 32 of a predetermined length at regular intervals to the rebar in the longitudinal direction of the reinforcing bar forming the large-diameter pile 30 is a base that is later installed on the wedge-shaped reinforced ground column 35 In order to form the wall integrally by connecting with the reinforcing bar in the longitudinal direction of the continuous wall 31, and to cover the reinforcing bar 32 with the styropole 40 is to insert the reinforcing bar in the steel pipe casing 34 and concrete When pouring, the connecting reinforcing bar 32 is completely buried in concrete, and it is difficult to secure the connecting reinforcing bar 32 afterwards. This is because if the styropole 40 on the surface of the pile 30 is removed, the connecting reinforcing bars 32 can be easily secured to connect with the longitudinal reinforcing bars of the adjacent underground continuous wall 31. When the steel pipe casing 34 is press-fitted into the ground, it is continuously press-fitted at intervals of 1 to 2 m. Between the steel pipe casing 34 and the steel pipe casing 34 by the high-pressure injection rotary grouting method (JSP) as shown in Figure 3 20 cm outward on the ground side from the excavation boundary center line 42 of the large-bore pile 30 Grouting from the center of the wedge-shaped reinforced ground column (43) apart to form a wedge-shaped reinforced ground column (35) having a certain length and width between the site-cast large-diameter piles in a wedge shape, Reinforcing bars for the underground continuous wall 31 are assembled in the trench 41 formed by digging the wedge of the wedge-shaped reinforced ground column 35 along the excavation boundary centerline 42. At this time, after the connection reinforcing bar 32 installed in the reinforcing bars in the longitudinal direction on the outside of the site-pour large-diameter pile 30 is bound to the longitudinal reinforcing bars of the underground continuous wall 31, the cast-in-place large diameter at the inner side where the structure is installed Installing the formwork so as to be in line with the pile 30 and pouring concrete and removing formwork is the installation of the underground continuous wall 31 is completed.

3 is a pit which excavates a portion of the wedge-shaped reinforced ground column 35 to form the underground continuous wall 31 for construction by connecting with the site-placed large-diameter pile 30 installed by the ship note method of the present invention. As shown in FIG. 41, the high-pressure jet rotary grout is applied to the wedge-shaped reinforced ground column center 43 by 20 cm away from the excavation boundary center line 42 of the on-site large-diameter pile 30 to the outside where earth pressure is applied. The wedge-shaped reinforcement ground pillars 35 are formed between intervals of about 1 to 2 m between the large-diameter piles 30 and are excavated from the excavation boundary center line 42 to the inner side where the structure is installed. After forming the formwork so as to align the reinforcement for the underground continuous wall (31) in the trench (41) to be in line with the surface of the inside of the site-place large diameter pile (30) where the structure will be installed If you pour and remove the form, a series of underground continuous walls 31 will be installed.

FIG. 4 is a view showing a state of reinforcing steel bar 30 piles installed in connection with a steel bar 32 installed in a large-diameter pile 30 for installing the underground continuous wall 31 according to the ship note method of the present invention. As shown in FIGS. 2 and 3, after installing a plurality of predetermined lengths of connecting reinforcing bars 32 at regular intervals on the outer surface of the cast-in-place large diameter pile 30 of FIG. Cover the teeth with the steel tube and insert it into the steel pipe casing 34 and draw the steel pipe casing while pouring concrete step by step to remove the styropole 40 on the outer surface of the cast-in-place large diameter pile 30 to secure the connecting reinforcing bars 32. Done. The connecting reinforcing bars 32 secured in this way are connected to the longitudinal reinforcing bars of the reinforcing bars of the underground continuous wall 31 to be installed at adjacent positions in the future.

5 and 6 (a) (b) is another embodiment for the installation of the underground continuous wall (31) by the ship-note method of the present invention in-site casting large-diameter pile 30 is connected to the field cast iron installed 50 As shown in FIG. 2 and FIG. 3, when the reinforcing bars forming the cast-in-place large diameter pile 30 of FIG. 2 are assembled as shown in FIG. 2 and FIG. 50 is installed in the longitudinal direction and connected to the rebars of both sides with a connecting rod 51 of a predetermined length installed at a predetermined interval on the rear portion 54 of the connecting iron piece 50 and the front portion 52 of the connecting iron piece 50 Install a reinforcing bar 51 of a predetermined length at a predetermined interval in the inside, and the interior of the connecting portion 50, the front portion 52 of the styropole 40, and then inserted into the steel pipe casing 34 and then the concrete step by step When pouring steel pipe casing (34) while pouring, cast-in-place large diameter pile (3 0) is formed there is a front portion 52 of the connecting iron piece 50 is filled with the styropole 40 on the outside of the cast-in-place large diameter (30). At this time, if the styropole 40 is removed, a connecting reinforcing bar 51 welded in the front part 52 appears. The connecting bar 51 has a wedge shape of the wedge-shaped reinforced ground column 35 of FIGS. 2 and 3. Reinforcing bars for the underground continuous wall 31 is installed in the catching portion 41 formed by digging a predetermined portion, the connecting reinforcing bar 51 installed in the front portion 52 of the connecting bar 50 in the longitudinal reinforcing bar ) To connect each and install the formwork to pour concrete, underground continuous wall 31 is formed. The styropole 40 filled in the front portion 52 of the connecting iron piece 50 is the same as the installation reason of the styropole of Figure 2, and will not be described.

The present invention as described above is a portion formed by installing a large-diameter pile of field casting using the ship-note method and performing a high-pressure jet rotary grouting for the purpose of ordering between them to form a wedge-shaped reinforced ground column As the reinforcing bars for underground continuous wall are assembled and connected to each other by connecting reinforcing bars installed on the surface of the large-diameter piles, the concrete is casted to form underground continuous walls. Reinforced bearing capacity against earth pressure and hydraulic pressure by connecting with reinforcing bars and grouting between large-diameter piles for on-site casting for the purpose of raising the order effect while installing the continuous underground wall on the side where the structure is installed. To make use of the underground structure It is a very necessary method to reduce construction cost and shorten air due to the reduction of excavation to secure the working space for the construction work. Therefore, the construction can be carried out underground without affecting the nearby buildings. It is a very useful construction method in that the pollution of the back is almost eliminated.

Claims (6)

Assembled steel pipe casing along the excavation boundary of the ground, removes the earth and sand in the steel pipe casing, and is installed with a large number of connecting reinforcing bars having a certain length at regular intervals in the longitudinal reinforcing bars and forming a cast-in-place large diameter pile covered with styropole After inserting the steel reinforcement into the steel pipe casing, the concrete is poured in stages to draw the steel pipe casing and grouting is connected to the site casting large diameter pile at a predetermined distance between the plurality of on-site large diameter piles and the cast-in-place large diameter piles to form a water barrier. Assemble the reinforcing bar for underground continuous wall in the trench formed by digging the inner part of the wedge type reinforced ground column and the wedge type reinforced ground column where the structure is to be installed. Reinforcing bars in reinforcing bars for underground continuous walls Each connected to Diaphragm wall with a large diameter drilled file installed by the times note process which is characterized in that the Diaphragm Wall formed by placing the concrete curing. The method of claim 1 The connecting reinforcing bar is provided with a certain length of connecting reinforcing bars and a predetermined length of connecting reinforcing bars installed at regular intervals on the rear side of the connecting iron bars at a certain length at the back of the connecting bar and the styropole Underground continuous wall using large-diameter piles on-site installed by the ship note method characterized in that the filling. The method of claim 1 The grout for the order for the formation of the wedge-shaped reinforced ground column is a wedge-shaped reinforced ground column center that performs high-pressure injection rotary grouting at a point 20 cm outward from the excavation boundary center line of the field-cast large diameter pile. Underground continuous wall using large-diameter piles installed on site. The method of claim 1 The wedge-shaped reinforcement ground pillar of the underground continuous wall using the site-placed large-diameter pile installed by the ship note method, characterized in that the structure is excavated from the excavation boundary center line of the site-cast large diameter pile. Injecting the steel pipe casing along the excavation boundary line of the ground to complete the insertion to the planned depth; Completely removing soil in the steel pipe casing; Installing a plurality of connecting reinforcing bars having a predetermined length at a predetermined interval on the longitudinal reinforcing bars of the assembled reinforcing bars forming the in-place large diameter piles in the steel pipe casing and covering the installed connecting bars with styropol; Inserting the assembled reinforcing bar into a steel pipe casing; Drawing the steel pipe casing while forming concrete in the steel pipe casing step by step to form a cast-in-place large diameter pile; Forming a wedge-shaped reinforced ground column by performing high-pressure injection rotary grouting at a predetermined interval between the steel pipe casing and the steel pipe casing; Assembling the reinforcing bars for the underground continuous wall in the trench formed by drilling a predetermined portion of the inner side of the wedge-shaped reinforced ground column; Removing styropoles installed in the longitudinal direction of the cast-in-place large diameter pile to secure connecting bars and interconnecting the longitudinal bars of adjacent underground continuous walls; And Installing the formwork on the inner side of the underground continuous wall to form a series of straight line with the inside of the site-placed large diameter pile, and after pouring the concrete, the step of forming a continuous continuous wall by removing the formwork Underground continuous wall construction method using on-site large diameter pile installed by note construction method. The method of claim 5 The connecting reinforcing bar is provided with a certain length of connecting reinforcing bars installed at regular intervals on the rear side of the connecting iron bars and connecting bars of the predetermined length at regular intervals on the front side of the connecting bar, and the styropol inside the front part. Underground continuous wall construction method using a large-diameter pile placed on-site by the ship note method characterized in that the filling.