KR20190052284A - Self reliance earth retaining construction method having prestress introduced of Double I Beam - Google Patents

Abstract

The present invention relates to a self-reliance earth retaining construction method, and more particular, to a self-reliance earth retaining construction method for applying compression stress to a double I-beam, which applies compression stress to an H-pile formed as a double I-beam, thereby effectively suppressing the displacement of the ground behind earth retaining by the increased rigidity thereof and reducing the construction period and improving economic efficiency with no need for a support material. A self-reliance earth retaining construction method for applying compression stress to a double I-beam, according to an appropriate embodiment of the present invention, comprises the steps of: boring holes to a required depth at intervals to embed, at predetermined intervals, H-piles in the ground for which earth retaining is required; respectively embedding the H-piles, each having a tendon for fixing a lower end thereof, in the holes bored in a row; filling the holes, in which the H-piles are embedded, with soil or sand; primarily excavating the ground on a front side of the H-piles to install a wale and tension the tendon; installing the wale on an upper end of the H-pile on an excavation side, passing an upper end of the tendon through the wale, and tensioning the tendon to be seated on the wale, applying compression stress to the H-pile; and excavating the ground to a required excavation depth while installing earth plates between the H-piles installed in the row.

Description

BACKGROUND OF THE INVENTION 1. Field of the Invention [0001] The present invention relates to a self-supporting earth retaining construction method having a double-

In particular, the present invention relates to a self-supporting earth retaining method, and more particularly, it relates to a self-supporting earth retaining method capable of effectively introducing compressive stress into a thumb pile composed of a double eye beam to effectively suppress displacement of the earth retaining back ground by an increased rigidity, And a self-sustaining type earth retaining method in which compressive stress is introduced into a double eye beam excellent in economy.

The existing self-retaining retaining method has been used to form the earth retaining wall with 1-row wall or 2-wall wall. However, when the wall of the retaining wall is formed with the 1-wall wall, displacement occurs greatly on the backside due to earth pressure, It has been used very limitedly under good conditions. In order to compensate this, a variety of construction methods have been developed and used as self-sustaining wall by forming the earth retaining wall by the two-row wall. However, since it requires a backing site to form the two-wall wall, And the construction cost is increased.

Therefore, a retention method that can increase displacement and bending resistance is required to overcome the disadvantages of existing self - retaining retention method.

As a background of the present invention, Korean Registered Utility Model Registration No. 20-0293048 has proposed a 'retaining structure using a prestressed underground wall'. This is formed in a drilling hole excavated up to a predetermined depth along a site boundary line, and includes a prestressed underground wall; And a support such as a strut and a wale formed on the underground wall. However, this background technique is a structure for applying a tension to a tensional material embedded in a reinforced concrete wall to form a retaining wall, which requires a curing process of the concrete, so that the air in the field is inevitably lengthened.

As another background art of the present invention, Korean Patent Registration No. 10-1729117 proposes a 'self-supporting type permanent earth retaining construction method using a prestressed stiff pile and strut'. This makes it possible to form a thumb pile by first applying a prestress to a predetermined length of the front surface of the pile of the pile and to puncture the ground with a near position where the pile having the prestress introduced therein can be sufficiently fixed to the bottom of the excavation bottom, After a shallow excavation of the ground in the first stage, a welt and a strut are installed at the top of the pile of the thumb, a required compressive force is secured by applying a second prestress to the thumb pile, and the back earth pressure, To receive the thumb peg introduced. However, this background technique requires a process of tensioning and fixing the tensile material several times while installing a bracket on the thumb pile at each excavation step, so that it is not only troublesome to work but also uses the H beam as a thumb pile, so there is a limit to increase rigidity.

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

The present invention relates to a double-eye type pile-type double-eye pile which is capable of introducing compressive stress into a thumb pile composed of a double eye beam, thereby effectively suppressing displacement of the earth retaining pavement ground due to increased rigidity, The present invention has been made to solve the above-mentioned problems occurring in the prior art.

According to a preferred embodiment of the present invention, a self-supporting type earth retaining method in which a compressive stress is introduced into a double eye beam includes the steps of puncturing the pile to a required depth every interval to insert a thumb pile at predetermined intervals on a ground requiring soil retention; A step of placing a thumb pile having a lower fixed end disposed thereon in a perforated hole perforated in the ground; Filling the perforation hole into which the thumb peg is inserted with soil or sand; A step of performing a first stage excavation on the front side ground of the thumb pile for the installation of the belt and the tensioning of the tension member; Placing a wrist strap at the upper end of the thumb pile so as to support the wrist strap, passing the upper end of the strap through a wrist strap, tensioning the strained strap and fixing it to the wrist strap to introduce compressive stress into the thumb pile; And installing the soil plate between the thumb piles installed in one row to excavate the ground to a required depth of excavation.

In the self-supporting earth retaining method in which a compressive stress is introduced into a double eye beam according to another preferred embodiment of the present invention, in order to insert a rear pile of thumb piles at a predetermined interval in a soil requiring soil retention, ; A step of locating a posterior heat-induced pile having a lower end fixed therein in a perforation hole in a row of perforated holes in the ground; Filling the perforation hole of the rear row into which the thumb pile is inserted with soil or sand; Performing perforation to insert a heat-induced thumb pile into the ground at a position spaced a certain distance from the perforation hole of the rear row toward the area to be excavated; A step of placing a heat-induced thumb pile on the heat-transferring perforation hole; Filling the perforation hole into which the thumb peg with the heat is inserted, with gravel or sand; A step of installing a welt of a rear row on the entire upper end of the thumb pile of the rear row and a connecting steel pipe between the welt of the rear row and the thumb pile of the heat row; And the first stage excavation for tensioning of the tension member is carried out, and a wale band of the electric heat is installed at the upper end of the heat pile pile. After passing the upper end of the tension member through the wale cord of the rear row, Tensioning the tensile material and fixing it to the wristband of the heat transfer to introduce compressive stress into the thumb pile of the subsequent row; And a step of excavating the earth plate to a depth of a required excavation depth while installing the earth plate on a heat pile.

Further, the thumb pile is characterized in that a double eye beam made of a steel material is applied.

In addition, a lower tensioner guide fastening block is provided at the lower end of the thumb pile, and a lower tensioner guide fastening block having a fastener guide hook fastening block for fastening the lower end of the fastener is installed. At the upper end of the thumb pile, And a stepping block is provided.

In addition, the two tension members are disposed in parallel to each other in a pair of thumb piles, and a pair of the tension members are disposed close to the flange side located on the opposite side of the excavation region with an eccentric distance from the center of the cross section of the double eye beam do.

In addition, the band is characterized in that a slot for allowing the tension member to be inserted into the flange is formed by applying a double eye beam made of a steel material.

Further, the tension member is characterized by being a PC steel wire or a PC steel wire.

According to the self-supporting earth retaining method in which the compressive stress is introduced into the double eye beam of the present invention, compressive stress is introduced into the thumb pile composed of the double eye beam, thereby effectively suppressing the displacement of the earth retaining back ground due to the increased rigidity. Also, it is economical because it can shorten the air because the support material is unnecessary. In addition, it can be self-supporting up to a deep depth without being restricted by the ground margin of the back side. In addition, it can be applied to the case where two rows of self-standing earthmoving can be constructed, so that there is a lot of ground on the back and depth of drilling is deepened.

BRIEF DESCRIPTION OF THE DRAWINGS The accompanying drawings, which are incorporated in and constitute a part of the specification, illustrate exemplary embodiments of the invention and, together with the description, serve to explain the principles of the invention, Shall not be construed as limiting.
1 to 6 are views showing a construction sequence of a one-row self-standing earthmoving method according to a first embodiment of the present invention.
7 (a) and 7 (b) are a perspective view and a cross-sectional view taken along the line AA of a thumb pile in which a tensile material is disposed according to a first embodiment of the present invention.
8 (a) and 8 (b) are partial cut-away diagrams of the lower and upper parts of the thumb pile.
9 is a perspective view of a joint part of a thumb pile according to the present invention.
FIG. 10 is a plan view of a single-row self-standing earthmoving according to the first embodiment of the present invention in a completed state; FIG.
FIGS. 11 to 17 are flowcharts showing a construction sequence of a two-row self-standing earthmoving method according to a second embodiment of the present invention.
Fig. 18 is a perspective view showing the upper side of the tension member in Fig. 14; Fig.
19 is a plan view of a two-row self-standing earthmoving according to a second embodiment of the present invention in a completed state;

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS The present invention will be described in detail below with reference to the embodiments shown in the accompanying drawings, but the present invention is not limited thereto.

≪ Embodiment 1 >

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

First, as shown in FIG. 1, perforation is carried out to a required depth at each interval to insert a thumb pile 20, which will be described later, at a predetermined interval on a ground 10 requiring soil retention. The perforation can be made through the perforator (200). Here, the interval of the perforations may be determined according to the length of the soil plate 50 to be installed later. Therefore, the perforation holes 101 are arranged at regular intervals in one row.

Next, as shown in FIG. 2, the thumb pile 20 is inserted into the perforation hole 101 formed in one row on the ground. This can be accomplished by lifting the thumb pile 20 to the crane 300 and then inserting it into the perforation hole 101.

The thumb pile 20 is a double eye beam made of steel in this embodiment. Thus, the thumb pile 20 has two rows of webs 201 and flanges 202 that are joined to opposite ends of the webs 201, respectively. The thumb pile 20 made of double eyepieces is placed on the thumb pile 20 before the tension member 30 is inserted. Therefore, the thumb pile 20 is constructed in a single row as shown in FIG.

As shown in FIG. 7, the two tensile members 30 are arranged on the thumb pile 20 in a pair, and the pair of tensile members 30 have an eccentric distance S on the cross-sectional center C of the double eye beam And is disposed close to the side of the flange 202 located on the opposite side of the excavation area. The tensile member 30 may be a PC steel wire or a PC steel wire.

7 and 8, at the lower end of the thumb pile 20, a lower tension member guide block 22 having a tension member guide groove 22a for receiving the lower end portion of the tension member 30 is installed, 20 is provided with an upper tension guide guide block 24 having a tension member guide groove 24a for receiving the upper end of the tension member 30. [ The lower end of the tension member 30 is fixed to the lower fixing member 26 by being stuck on the lower tension member guide fastening block 22 and the upper end of the tension member 30 is stuck on the upper tension member guide fastening block 24, And the flange 202 of the pile 20 is inserted and arranged so as to have a predetermined length.

9, the flange cover plate 5 and the web cover plate 6 are coupled to the joint using bolts and nuts so that the thumb pile 20 is elongated Can be configured. The flange cover plate 5 is formed in a flat plate shape, and the web cover plate 6 is formed in a plate shape having a] shaped cross section.

Then, as shown in FIG. 3, the perforation hole 101 into which the thumb pile 20 is inserted is filled with sand or sand. When the perforation hole 101 is filled with sand or sand, the gap between the thumb pile 20 and the perforation hole 101 disappears.

Next, as shown in FIG. 4, the excavator 400 is used to perform a one-step excavation on the front surface side ground of the thumb pile 20 for the installation of the wale band 40 and the tensioning of the tension member 30.

5, the wrist strap 40 is supported on the upper end of the thumb pile 20 and the upper end of the strap 30 is passed through the wrist strap 40, Tensioned by the hydraulic jack, and fixed to the wristband 40 of Fig. At this time, the fixing of the tension member 30 may be performed through a known upper fixing hole 28 disposed on the back surface of the wristband 40.

The wrist strap 40 has a slot 401 for inserting the straining material 30 into the flange by applying a double eye beam made of a steel material as shown in Fig.

When the tensile force is applied to the tensile member 30, the tensile force is applied to the tensile member 30 and compressive stress is introduced into the thumbed pile 20. Therefore, the bending strength of the thumb pile 20 to which compression stress is introduced increases.

Then, as shown in FIG. 6, the soil plate 50 is installed on the thumb pile 20 installed in one row, and the soil is excavated up to the required excavation depth to complete the construction of the one-row self-standing earthmoving.

As described above, the thumb pile 20 applied to the self-supporting single-row retaining structure constructed by the method of the first embodiment has two rows of webs 201 with a double eye beam made of a high-strength steel, which can increase the rigidity. Also, since the prestress is introduced into the prestressing material 30 to increase the rigidity of the thumb pile 20, the one-row self-standing earthmoving can effectively suppress the displacement of the back ground.

As a result, this method is economical because it can shorten the air because it does not require the support material by the one-row wall. In addition, it can be self-supporting up to a deep depth without being restricted by the ground margin of the back side.

≪ Embodiment 2 >

On the other hand, in the present invention, when there is a site margin on the backside and a depth of excavation is deep, the two-row self-standing earthmoving can be applied through the work process as shown in FIG. 11 to FIG. 11 to 17, the same or equivalent parts to those of the first embodiment will be described using the same reference numerals.

First, as shown in FIG. 11, in order to insert the rear-end thumb pile 20 at a predetermined interval in the ground 10 requiring soil retention, the perforation is pierced through the perforator 200 to the required depth every interval, Are inserted into the perforation holes 101 of the rear row, which have been drilled in one row in the ground, by using the crane 300, respectively. At this time, the thrust pile (20) is provided with a tensile material (30) having its lower end fixed in the same manner as in the first embodiment. Of course, the tension member 30 is stuck to the upper tension member guide block 24 and the lower tension member guide block 22, and the lower end of the tension member 30 is fixed to the lower tension member guide fastening block 22 through the same fixing hole Has been established. 7, the two tensile members 30 are arranged in a row of the thumb piles 20 in a row, and the pair of tensile members 30 have an eccentric distance S in the center of the cross section of the double eye beam And is disposed close to the side of the flange 202 located on the opposite side of the excavation area.

Then, as shown in FIG. 12, the perforation hole 101 of the rear row in which the thumb pile 20 is inserted is filled with sand or sand.

Next, as shown in FIG. 13, drilling is performed to insert the heat-induced thumb pile 20a into the ground at a position a certain distance away from the drilling hole 101 in the rear row toward the area to be excavated. Therefore, the heat-transfer perforation holes 102 are arranged in one row in front of the thumb pile 20 in the rear row.

Subsequently, as shown in FIG. 14, a heat-transferring thumb pile 20a is inserted into the heat transferring perforation hole 102, and the perforation hole 102 into which the heat-transferring thumb pile 20a is inserted is filled with gravel or sand. Of course, the thumb pile 20a of the heat transfer type can be inserted through the crane.

15, a wristband 40a of the rear row is provided on the entire upper end of the rear-end thumb pile 20, and a connecting steel pipe 44 is provided between the wristband 40a of the rear row and the thumb pile 20a of the rear row, . 18, the connecting steel pipe 44 is installed at a position where the tension member 30 can pass through.

Thereafter, as shown in FIG. 16, a wale 40 is installed and a first stage excavation is performed for tensile strength of the tensile material 30. The wale 40 is provided at the upper end of the heat-induced thumb pile 20a, The upper end of the tension member 30 is passed through the wrist strap 40a of the rear welt 40 and the connecting steel pipe 44 and the wrist strap 40 of the heat train. Thereafter, the tension member 30 is tensioned by the unshown hydraulic jack, . At this time, the fixing of the tension member 30 may be performed through a well-known fixing member disposed on the back surface of the wrist strap 40.

When the tensile force is applied to the tensile member 30, the tensile force is applied to the tensile member 30, and the compressive stress is introduced into the thumb pile 20. Therefore, the bending force of the thumb pile 20 after the compression stress is introduced.

Then, as shown in FIG. 19, the soil plate 50 is installed on the heat-driven thumb pile 20a and is excavated to the ground with a required depth of excavation to complete the earth retaining construction.

As described above, in the second embodiment, the rear-end thumb pile 20 is introduced to the rear of the heat-induced thumb pile 20a by introducing compressive stress (prestress), and the displacement of the back ground becomes more Can be effectively suppressed. Therefore, if there is a lot of land on the back and depth of excavation is deep, a two row self-supporting type earth retaining wall can be constructed.

While the present invention has been particularly shown and described with reference to exemplary embodiments thereof, it is evident that many alternatives, modifications and variations will be apparent to those skilled in the art in light of the above teachings. will be. The invention is not limited by these variations and modifications, but is limited only by the claims appended hereto.

20, 20a: thumb pile
22: Lower tensioning guide guide block
24: upper tensioning guide guide block
30: Tension material
40,40a: Wale
50: Circulation plate

Claims (7)

Piercing the ground pile (20) to a necessary depth at every interval to insert the ground pile (20) at predetermined intervals on the ground (10) where the pile is required;
Placing each of the thumb piles (20) having the lower end fixedly arranged therein in a perforation hole (101) perforated in one row on the ground;
Filling the perforation hole 101 into which the thumb pile 20 is inserted with gravel or sand;
A step of performing a first stage excavation on the front side ground of the thumb pile (20) for the installation of the wale band (40) and the tensioning of the tension member (30);
The wrist strap 40 is supported on the upper end of the thumb pile 20 and the upper end of the strap 30 is passed through the wrist strap 40 and then the strap 30 is tensioned and fixed on the wrist strap 40 Introducing compressive stress into the thumb pile 20;
And installing the soil plate (50) between the thumb piles (20) installed in one row to the depth of the excavation to a required depth of the excavation. [3] The method according to claim 1, . Piercing the soil pile (20) of the rear row to the required depth at every interval to insert the soil pile (20) in the ground (10) requiring soil retention at regular intervals;
Placing a thumb pile (20) of a rear row in which a lower end fixed stationary material (30) is disposed, into the perforation hole (101) of the rear row perforated in the ground;
Filling the perforation hole 101 of the rear row into which the thumb pile 20 is inserted with soil or sand;
Punching a thump pile (20a) of heat transfer into the ground at a position a certain distance away from the drilling hole (101) of the rear row toward the area to be drilled;
A step of placing a heat-generating thumb pile 20a in the heat-transferring perforation hole 102;
Filling the perforation hole 102 into which the thumb pile 20a with heat is inserted, with gravel or sand;
Installing a wristband 40a in the rear row on the entire upper end of the stem pad 20 of the rear row and installing a connecting steel tube 44 between the wristband 40a in the rear row and the thumb pile 20a in the rear row;
The wristband 40 of the heat conduction is installed and the first stage excavation is performed for the tensioning of the tensile material 30. The wristband 40 of the heat conduction is installed at the upper end of the heat pumped pile 20a, After passing through the wristband 40a of the rear row, the connecting steel pipe 44 and the wristband 40 of the heat conduction, the tension member 30 is tensioned and fixed to the wristband 40 of the heat conduction, Introducing into the chamber;
And a step of excavating the earth plate (50) to a depth of a desired excavation depth while installing the soil plate (50) on the heat-driven thumb pile (20a). 3. The method according to claim 1 or 2,
The thumb pile (20) is characterized in that a double eye beam made of steel is applied, and a self-supporting earth retaining method in which a compressive stress is introduced into a double eye beam. The method of claim 3,
A lower tension member guide block 22 having a tension member guide groove 22a for receiving a lower end portion of the tensile member 30 is provided at the lower end of the thumb pile 20 and a tensile member 30 The upper tension member guide block 24 having a tension member guide groove 24a for receiving the upper end of the upper tension member guide groove 24a. The method of claim 3,
The two tension members 30 are arranged in a pair in the thumb pile 20 in a pair and the pair of the tension members 30 are located on the opposite side of the excavation region with the eccentric distance S in the center of the double- And the flange (202) side of the double eye beam. 3. The method according to claim 1 or 2,
Wherein the wale band (40) is formed with a slot (401) for inserting the tension member (30) into the flange (402) by applying a double eye beam made of a steel material. Method. The method according to claim 1,
Characterized in that the tensile member (30) is a PC steel wire or a PC stranded wire, and a self-supporting type earth retaining method in which a compressive stress is introduced into a double eye beam.

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