KR102097855B1 - Self reliance earth retaining construction method having prestress introduced of Double I Beam - Google Patents

Abstract

The present invention relates to a self-supporting mudguard construction method, in particular, by allowing a compressive stress to be introduced into a thumb pile composed of a double eye beam, it is possible to effectively suppress the displacement of the mudguard back ground by increased stiffness, and shorten the air due to the need for a support material. And a self-supporting earth retaining method in which a compressive stress is introduced into a double eye beam with excellent economic efficiency.
A self-supporting mudguard method in which a compressive stress is introduced into a double eye beam according to one preferred embodiment of the present invention includes: drilling a required pile at a predetermined interval to a required depth in order to insert a thumb pile at a predetermined interval; A step of respectively inserting the thumb piles having the tension member fixed at the bottom into the perforated holes drilled in a row in the ground; Filling the soil or sand with a hole in which the thumb pile is inserted; Performing a first stage excavation on the front side ground of the thumb pile for the installation of a band and tension of the tension member; A step in which a belt is installed on the excavation side to be supported on the top of the thumb pile, and after passing the top of the tension member through the band, tensioning the tension member and fixing it in the band, introducing a compressive stress to the thumb pile; It characterized in that it is installed, including the step of excavating to the required depth of excavation on the ground while installing the earth plate between the thumb piles installed in one row.

Description

Self-reliance earth retaining construction method having prestress introduced of Double I Beam}

The present invention relates to a self-supporting mudguard construction method, in particular, by allowing a compressive stress to be introduced into a thumb pile composed of a double eye beam, it is possible to effectively suppress the displacement of the mudguard back ground by increased stiffness, and shorten the air due to the need for a support material. And a self-supporting earth retaining method in which a compressive stress is introduced into a double eye beam with excellent economic efficiency.

Existing self-supporting earth retaining methods have been used by forming earth retaining earth walls with one-row walls or two-wall walls, but when forming earth retaining earth walls with one-row walls, displacement is greatly caused by earth pressure, so the excavation depth is very low and the ground is very low. Used in very limited conditions in good conditions. In order to compensate for this, various construction methods have been developed and used as self-supporting walls by forming a retaining earth wall by a two-row wall, but there are restrictions on the use and the construction period is required as an extra space on the back is required to form a two-wall wall. And there is a problem that the construction cost increases.

Therefore, in order to overcome the disadvantages of the existing self-supporting mudguard method, there is a need for a mudguard method that can increase displacement control and increase bending resistance.

As a background technology of the present invention, as Korean Registered Utility Model Registration No. 20-0293048, 'A mudguard structure using an underground wall into which prestress is introduced' has been proposed. It is formed in an excavation hole excavated to a predetermined depth along a ground boundary line, and an underground wall into which prestress is introduced; And a support material such as a strut and a strip formed on the underground wall. However, this background technology is a structure for constructing a retaining wall by introducing a tension in a tension member embedded in a reinforced concrete wall, and requires a curing process of concrete, so the air in the field is inevitably lengthened.

As another background technology of the present invention, Korean Patent Registration No. 10-1729117, a method of constructing a self-supporting temporary mud using a prestressed thumb pile and strut is proposed. This is to produce a thumb pile by first applying a pre-stress to a predetermined length of the front portion of the thumb pile, and after drilling the ground into the root of the thumb pile into which the pre-stress is introduced to be sufficiently fixed to the bottom of the excavation, then insert the thumb pile. Then, after the shallow excavation of the ground in step 1, after installing the belt and strut on the top of the thumb pile, prestress is applied to the thumb pile a second time to secure the required compressive force, and the prestress of the back surface pressure, which increases gradually as the excavation progresses, is prestressed. It was made to receive the introduced thumb pile. However, this background technique requires a process of tensioning and fixing the tensile material several times while installing the bracket on the thumb pile at each excavation step, so it is not only cumbersome to work, but also uses H beam as a thumb pile, thereby limiting the rigidity.

Korean Utility Model Registration No. 20-0293048 Korean Registered Patent Registration No. 10-1729117

The present invention can effectively suppress the displacement of the rear surface of the mudguard by increased stiffness by allowing the compressive stress to be introduced into the thumb pile composed of the double eye beam, and the double eye beam is made to shorten the air and reduce the economical efficiency without the need for supporting materials. The purpose of the present invention is to provide a self-supporting self-supporting retaining method in which a compressive stress is introduced.

A self-supporting mudguard method in which a compressive stress is introduced into a double eye beam according to one preferred embodiment of the present invention includes: drilling a required pile at a predetermined interval to a required depth in order to insert a thumb pile at a predetermined interval; A step of respectively inserting the thumb piles having the tension member fixed at the bottom into the perforated holes drilled in a row in the ground; Filling the soil or sand with a hole in which the thumb pile is inserted; Performing a first stage excavation on the front side ground of the thumb pile for the installation of a band and tension of the tension member; A step in which a belt is installed on the excavation side to be supported on the top of the thumb pile, and after passing the top of the tension member through the band, tensioning the tension member and fixing it in the band, introducing a compressive stress to the thumb pile; It characterized in that it is installed, including the step of excavating to the required depth of excavation on the ground while installing the earth plate between the thumb piles installed in one row.

In addition, the self-supporting mudguard method in which the compressive stress is introduced into the double eye beam according to another preferred embodiment of the present invention, is drilled to the required depth for each gap in order to insert the thumb pile of the rear row at regular intervals on the ground where the mudguard is required. Step and; A step of inserting the thumb piles of a row in the row where the tension member having a fixed bottom is arranged, respectively, into a hole in the row of holes in the row, which is perforated in a row; Filling the soil or sand with a hole in the rear row where the thumb pile is inserted; Performing a puncture to insert the thumb pile of the front row into the ground at a predetermined distance toward a region to be excavated from the rear row of puncture holes; The step of inserting the thumb pile of the heat transfer to the heat-transfer hole; Filling soil or sand in a perforated hole in which a thumb pile of electric heat is inserted; A step of installing a rear row of strips on the front of the upper end of the thumb pile of the rear row, and installing a connecting steel pipe between the row of the rear row and the piles of the front row; After performing the first stage excavation for the installation of the front heat strip and tensioning of the tension member, install the front heat strip on the top of the thumb column of the front row, and pass the top end of the tension member through the rear heat strip and the connecting steel pipe and the front heat strip, Tensioning the tension material to settle in a belt of the front row and introducing a compressive stress to the thumb pile of the rear row; It characterized in that it is installed, including the step of excavating to the required depth of excavation on the ground while installing the earth plate on the thumb pile of the heat.

In addition, the thumb pile is characterized by applying a double eye beam made of steel.

In addition, a lower tension guide guiding block having a tension guide guiding groove for straddling the lower end of the tension member is installed at the lower end of the thumb pile, and an upper tension guide having a tension guide guiding groove for straddling the upper end of the tension member at the top of the thumb pile. It is characterized in that a cross block is installed.

In addition, the two tension members are placed on the thumb pile side by side in a pair, and the pair of tension members has an eccentric distance in the center of the cross section of the double eye beam and is arranged close to the flange side located on the opposite side of the excavation area. do.

In addition, the jangjang is characterized in that a slot for inserting a tension material into a flange is formed by applying a double eye beam made of steel.

In addition, the tension material is characterized in that the PC steel wire or PC steel wire.

According to the self-supporting retaining method in which a compressive stress is introduced into the double eye beam of the present invention, the displacement of the back surface of the earthen membrane can be effectively suppressed by the increased stiffness by allowing the compressive stress to be introduced into the thumb pile composed of the double eye beam. In addition, since no support material is required, air can be shortened, and thus economical efficiency is excellent. In addition, it is possible to be self-reliant to a deep depth without being restricted by the space on the back. In addition, it is possible to construct a two-row self-supporting mudguard, so it can be applied even when there is a lot of space on the back and the depth of excavation is deep.

The following drawings attached in the present specification are intended to illustrate preferred embodiments of the present invention, and serve to further understand the technical idea of the present invention together with the detailed description of the present invention, so the present invention is only described in the accompanying drawings. It is not limited and should not be interpreted.
1 to 6 is a flow chart of the construction of a single-row self-supporting soil retaining method according to the first embodiment of the present invention.
7A and 7B are a perspective view and an AA line sectional view of a thumb pile in which a tension member is disposed according to a first embodiment of the present invention.
8 (A) and (B) is a state of cutting the lower and upper part of the thumb pile.
9 is a perspective view of the joint side of the thumb pile according to the present invention.
10 is a plan view in a state in which a single row self-supporting earthenware according to the first embodiment of the present invention is completed.
11 to 17 is a flow chart of the construction of a two-row self-supporting soil retaining method according to a second embodiment of the present invention.
18 is a perspective view showing a fixing state on the upper side of the tension member in FIG. 14;
19 is a plan view of a two-row self-supporting soil retainer according to a second embodiment of the present invention.

The present invention will be described in detail below with reference to the embodiments presented in the accompanying drawings, but the presented embodiments are illustrative for a clear understanding of the present invention and the invention is not limited thereto.

<First Example>

First, the one-row self-supporting earth retaining method will be described.

First, as shown in FIG. 1, in order to insert the thumb pile 20, which will be described later, into the ground 10, which needs to be blocked, at a predetermined interval, perforation is performed to a required depth at each interval. Perforation may be made through the perforator 200. Here, the interval between perforations may be determined according to the length of the earth plate 50 to be installed afterwards. Therefore, the perforation holes 101 are arranged at regular intervals in one row.

Next, as shown in FIG. 2, the thumb pile 20 is placed in the perforated hole 101 respectively drilled in a row in the ground. This can be done by lifting the thumb pile 20 with the crane 300 and inserting it into the drilling hole 101.

The thumb pile 20 is applied with a double eye beam made of steel in this embodiment. Therefore, the thumb pile 20 has two rows of webs 201 and flanges 202 joined to both ends of the webs 201, respectively. The thumb pile 20 made of a double eye beam has a tension member 30 disposed on the thumb pile 20 before entering. Therefore, as shown in Figure 10, the thumb pile 20 is constructed in one row.

As shown in FIG. 7, two tension members 30 are arranged side by side in a pair of thumb piles 20, and the pair of tension members 30 have an eccentric distance (S) from the cross-section C of the double eye beam (C) It is preferably disposed close to the flange 202 side located on the opposite side of the excavation area. The tension member 30 may be a PC steel wire or a PC steel wire.

At this time, as shown in FIGS. 7 and 8, a lower tension guide guiding block 22 having a tension guide guiding groove 22a for straddling the lower end of the tension member 30 is installed at the lower end of the thumb stake 20, and the thumb stake ( At the top of 20), an upper tension guide crossing block 24 is installed having a tension guide guide groove 24a for straddling the upper end of the tension member 30. The lower end of the tension member 30 is immersed in the lower tension guide interlocking block 22 and settled in the well-known lower anchorage 26, and the upper end of the tension member 30 is immersed in the upper tension member guide interlocking block 24 and then thumb The flange 202 of the pile 20 is inserted to be arranged to have a predetermined length.

On the other hand, when it is necessary to make the thumb pile 20 long, as shown in FIG. 9, the flange cover plate 5 and the web cover plate 6 are coupled to the joint using bolts and nuts to lengthen the thumb pile 20. Can be configured. The flange cover plate 5 is composed of a flat plate, and the web cover plate 6 is composed of a plate shape having a] -shaped cross section.

Then, as shown in FIG. 3, the soil or sand is filled in the drill hole 101 to which the thumb pile 20 is inserted. When the soil or sand is filled in the perforation hole 101 as described above, a gap is removed between the thumb pile 20 and the perforation hole 101.

Then, as shown in FIG. 4, a first stage excavation is performed using an excavator 400 on the front side ground of the thumb pile 20 for installation of the band 40 to be described later and tension of the tension member 30.

Next, as shown in FIG. 5, the band 40 is installed to be supported on the excavation side at the top of the thumb pile 20, and the tension member 30 is not shown after passing the upper end of the tension member 30 through the band 40. It is tensioned with a hydraulic jack and settled in the belt length 40 of FIG. 6. At this time, the fixing of the tension member 30 may be made through the well-known upper fixing member 28 disposed on the rear surface of the belt length 40.

The band 40 has a slot 401 for inserting a tension member 30 to the flange by applying a double eye beam made of steel as shown in FIG. 6.

As described above, when the tension member 30 is applied with a tensile force, the tension force acts on the tension member 30 to introduce a compressive stress to the thumb pile 20. Therefore, the thumb pile 20 into which the compressive stress is introduced has an increased bending strength.

Next, as shown in FIG. 6, while installing the earth plate 50 on the thumb pile 20 installed in one row, drilling is performed to the required depth of excavation on the ground to complete the construction of a single row self-supporting soil retainer.

As described above, the thumb pile 20 applied to the one-row self-supporting earthenware constructed by the method of the first embodiment has a double eye beam made of high-strength steel and has two rows of webs 201, thereby increasing rigidity. In addition, as the prestress is introduced into the tension member 30, the rigidity of the thumb pile 20 is increased, so that the one-row self-supporting soil retainer can effectively suppress the displacement of the back ground.

For this reason, this method is excellent in economic efficiency because it is possible to shorten the air because no support is required by the single-row wall. In addition, it is possible to be self-reliant to a deep depth without being restricted by the space on the back.

<Second Example>

On the other hand, the present invention can be constructed through a working process as shown in Figs. 11 to 17, the same or equivalent parts as the first embodiment will be described using the same reference numerals.

First, as shown in FIG. 11, after the perforation 200 is drilled through the perforator 200 to the required depth at each interval to insert the thumb pile 20 of the rear row to the ground 10 that needs to be blocked, and then the thumb pile 20 of the rear row ) Is placed in each of the ground by using a crane 300 in the perforation hole 101 of the post-row perforated in a row. At this time, in the thumb pile 20, the tension member 30 having the lower end fixed thereto is disposed in the same manner as in the first embodiment. Of course, the tension member 30 is spread over the upper tension guide crossing block 24 and the lower tension guide crossing block 22, and the lower end of the tension material 30 is provided to the lower tension guide crossing block 22 through the same anchorage as above. Settled In addition, the tension member 30 is arranged in a pair of two in parallel to each other as shown in Figure 7 is placed on the thumb pile 20, the pair of tension member 30 has an eccentric distance (S) in the center of the cross section of the double eye beam It is preferably disposed close to the flange 202 side located on the opposite side of the excavation area.

Then, as shown in FIG. 12, the soil or sand is filled in the perforated hole 101 of the rear row where the thumb pile 20 is inserted.

Then, as shown in FIG. 13, a hole for inserting the thumb pile 20a of the heat train into the ground is performed at a position spaced a certain distance toward the region to be excavated from the hole 100 of the rear row. Therefore, in the front row of the thumb pile 20 of the rear row, the heat-transfer side punching hole 102 is arranged in one row.

Then, as shown in FIG. 14, the thumb pile 20a of the heat transfer is placed in the heat-transfer-side perforation hole 102, and soil or sand is filled in the drill hole 102 where the heat transfer thumb pile 20a is inserted. Of course, the thumb pile (20a) of the heat can also be made through the crane.

Next, as shown in FIG. 15, a rear row of strips 40a is installed on the front end of the rear row of thumb piles 20, and a connecting steel pipe 44 is provided between the rear row of strips 40a and the front row of thumb piles 20a. Install it. At this time, as shown in Figure 18, the connecting steel pipe 44 is installed in a position through which the tension member 30 can pass.

Next, as shown in FIG. 16, a first stage excavation is performed for the installation of the heat strip 40 and the tension member 30, and the heat strip 40 is installed on the top of the heat storage thumb pile 20a. After passing the upper end of the tension member 30 through the belt 40a of the back row and the connecting steel pipe 44 and the belt 40 of the front row, the tension member 30 is tensioned with an unillustrated hydraulic jack and settled in the front row belt 40 Let it go. At this time, the fixing of the tension member 30 may be made through a well-known fixing device arranged on the back surface of the heat-sealed belt 40.

As such, when the tension member 30 is applied with a tensile force to be settled, the tension force acts on the tension member 30 to introduce a compressive stress to the thumb pile 20 of the rear row. Therefore, the thumb pile 20 of the post-heat in which the compressive stress is introduced has an increased bending strength.

Then, as shown in Fig. 19, while installing the earth plate 50 on the thumb pile 20a of the heat transfer, excavation to the required excavation depth on the ground is completed.

As described above, in the second embodiment, the thumb pile 20 of the rear row is constructed by introducing a compressive stress (prestress) to the rear of the thumb pile 20a of the front row, thereby further displacing the rear ground while forming a two-row self-supporting soil barrier. It can be effectively suppressed. Therefore, if there is a lot of space on the back side and the depth of excavation is deep, a two-row self-supporting soil retainer can be constructed.

The present invention has been described in detail with reference to the presented embodiments, but those skilled in the art can make various modifications and modified inventions without departing from the technical spirit of the present invention with reference to the presented embodiments. will be. The present invention is not limited by such modified and modified inventions, but is limited by the appended claims.

20, 20a: Thumb pile
22: Lower tension guide cross block
24: upper tension material guide cross block
30: tension material
40, 40a: band
50: earth plate

Claims (7)

delete Puncturing to a required depth at each interval in order to insert the thumb pile (20) of the rear row made of a double eye beam into the ground (10), which needs to be retained, at regular intervals;
A step in which the thumb piles 20 of the rear row, in which the tension member 30 having the lower end fixed thereto, are disposed, are respectively inserted into the rear row of perforation holes 101, which are perforated in one row on the ground;
Filling the soil or sand in the perforated hole 101 of the rear row where the thumb pile 20 is inserted;
Performing a puncture to insert the thumb pile (20a) of the front row into the ground at a distance from the rear row of hole holes (101) to a region to be excavated;
The step of inserting the thumb pile (20a) of the heat in the heat-transfer-side hole (102);
Filling soil or sand in the perforated hole 102 into which the thumb pile 20a of the electric heat is inserted;
A step of installing a belt column (40a) of the rear row in front of the upper end of the thumb pile (20) of the rear row, and installing a connecting steel pipe (44) between the belt row (40a) of the rear row and the thumb pile (20a) of the front row;
First stage excavation is performed for the installation of the heat strip 40 and the tension member 30, and the heat strip 40 is installed on the top of the heat storage thumb pile 20a, and the top of the tension member 30 is installed. After passing through the belt 40 of the rear row and the connecting steel pipe 44 and the belt 40 of the front row, the tension member 30 is tensioned and settled in the front row of the strip 40 to compress the stress on the thumb pile 20 of the rear row. Introducing a;
Including the step of excavating to the required depth of excavation on the ground while installing the earth plate 50 on the thumb pile 20a of electric heat;
A lower tension guide guiding block 22 having a tension guide guiding groove 22a for straddling the lower end of the tension 30 is installed at the lower end of the thumb pile 20, and a tension member 30 at the top of the thumb pile 20 ) A self-supporting earth retaining method in which compressive stress is introduced into a double eye beam, characterized in that an upper tension material guide crossing block (24) having a tension material guide crossing groove (24a) for crossing the upper end portion is installed. delete delete According to claim 2,
Two tension members 30 are arranged side by side and placed on the thumb pile 20, and the pair of tension members 30 are located on opposite sides of the excavation area with an eccentric distance (S) in the center of the cross section of the double eye beam. A self-supporting retaining method in which compressive stress is introduced into a double eye beam, characterized in that it is disposed close to the flange 202 side. According to claim 2,
The band 40 is a self-supporting earthenware with a compressive stress introduced into the double eye beam, characterized in that a slot 401 for inserting the tension member 30 into the flange 402 is formed by applying a double eye beam made of steel. Method.
delete

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