KR200296444Y1 - Underaround continued wall structure using a large diameter cast-in-place pile installed by Benoto method - Google Patents

Abstract

The present invention relates to an underground continuous wall (31) using a site-pouring large-diameter pile (30) installed by a ship note method, and installs a plurality of field-pouring large-diameter piles (30) at a predetermined interval along the excavation boundary of the ground. And the wedge-shaped reinforced ground column (35) to form the order wall by forming the order wall by strengthening the ground between the site-pour large-diameter pile (30) by the high-pressure grouting method so as to be connected to the site-pour large-diameter pile (30). Reinforcing bars for forming the underground continuous wall 31 is assembled in the trench 41 formed by digging a predetermined portion of the type reinforced ground column 35, and the reinforcing bars assembled for installation of a nearby site-poured large diameter pile 30. Connect the reinforcing bar 32 and the longitudinal continuous wall 31 of the underground continuous wall 31 installed in the longitudinal direction of the underground continuous wall 31 to form the concrete after pouring the site casting large diameter pile The underground continuous wall 31 is formed continuously with the 30.

According to the present invention, the underground continuous wall 31 including the site-pour large-diameter pile 30 becomes a water-repellent wall, and the water pressure and earth pressure loaded on the site-pouring large-diameter pile 30 and the wedge-shaped reinforced ground column 35 are wedge-shaped reinforcement. Installation process and supporting facilities of underground continuous wall 31 while minimizing the fluctuation of underground water pressure by improving bearing capacity by being connected with ground pillar 35 and on-site large diameter pile 30 and improving water pressure. It can be constructed safely while minimizing construction space while minimizing construction space, reducing construction cost, and minimizing the impact on adjacent buildings.

Description

Undercontinuous wall structure using a large diameter cast-in-place pile installed by Benoto method}

The present invention relates to an underground continuous wall using a site-placed large-diameter pile installed by the ship-note method. After injecting the steel-pipe casing along the excavation boundary of the ground, the soil is removed from the steel-pipe casing and the reinforcing bars are formed to form the large-diameter pile. After the concrete is poured in stages, a plurality of on-site large-diameter piles formed by drawing steel pipe casings are installed, and the ground between the on-site large-diameter piles is reinforced with grouting of the high pressure grouting method (JSP) so as to connect the on-site large-diameter piles. Form the wedge-shaped reinforced ground column to form the core, and assemble the reinforcing bar for the underground continuous wall at the trench formed by digging a certain portion of the wedge-shaped reinforced ground column on which the structure is to be installed. When drawing large diameter file, it is already steel pipe Connecting reinforcing bars installed in the longitudinal reinforcing bars inserted in Yixing are connected to the reinforcing bars for neighboring underground continuous walls in the longitudinal direction to complete the assembly of reinforcing bars for underground continuous walls. Once removed, installation of the underground walls is complete. 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 is about.

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. The purpose is to provide a continuous underground wall to prevent.

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 pit 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 bar is installed on the site-placed large-diameter pile for the installation of underground continuous wall by the ship note method of the present invention.

FIG. 5 is a view showing a state in which large-scale pile reinforcing steel bars are installed in a field casting large-diameter pile installed as another embodiment for installing the continuous continuous wall of the ground according to the ship note method of the present invention; FIG.

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 the underground continuous wall (31) using the site-placed large-diameter pile (30) installed by the ship note method, the earth and sand in the steel pipe casing (34) after pressing the steel pipe casing 34 along the excavation boundary of the ground After inserting the reinforcing bar forming the large-diameter pile (30) and then placing the concrete step by step while installing a plurality of cast-in-place large diameter piles (30) formed by drawing the steel pipe casing (34) 30 to form a wedge-type reinforced ground column (35) to form a water barrier wall by reinforcing the ground of a certain interval between grouting of high-pressure injection rotary grouting method (JSP) so as to be connected to the site-placed large-diameter pile (30) and the structure is installed Reinforcing bars for the underground continuous wall 31 is assembled to the trench 41 formed by digging a predetermined portion of the inner side of the wedge-shaped reinforced ground column 35 to be formed, and the length within the steel pipe casing 34. Completely assembled reinforcing bars for a series of underground continuous walls 31 by connecting a plurality of connecting reinforcing bars 32 installed at a predetermined interval to the reinforcing bars in the longitudinal direction to the reinforcing bars for adjacent underground continuous walls 31, respectively. After pour concrete and demolish the form after the installation of the underground continuous wall 31 relates to the underground continuous wall using the site-placed large-diameter pile 30 installed by the ship note method.

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

Forming the formwork on the underground continuous wall 31 consists of a site-set large-diameter pile 30 to form a series of straight lines, and after pouring the concrete to remove the formwork consists of installing the underground continuous wall 31.

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 refers to the underground continuous wall 31 for supporting earth pressure 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 on the reinforcing bars in the longitudinal direction on the outside of the field-pour large-diameter pile 30 is bound to the longitudinal reinforcing bars of the underground continuous wall 31, the cast-in-place large diameter on 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-place 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 bars 30 installed in a field casting large-diameter pile 30 in which a connection reinforcing bar 32 is installed in a field casting 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 withdraw 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 site casting site cast installed on the large-diameter pile 30, the connection iron piece 50 is installed 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 part formed by installing a large-diameter pile of on-site 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, and it can be carried out under the ground without affecting nearby buildings at all. Pollution is almost eliminated.

Claims (4)

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.