KR100846874B1 - Methode of ground drilling for pier foundation - Google Patents

Methode of ground drilling for pier foundation Download PDF

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Publication number
KR100846874B1
KR100846874B1 KR1020070045779A KR20070045779A KR100846874B1 KR 100846874 B1 KR100846874 B1 KR 100846874B1 KR 1020070045779 A KR1020070045779 A KR 1020070045779A KR 20070045779 A KR20070045779 A KR 20070045779A KR 100846874 B1 KR100846874 B1 KR 100846874B1
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KR
South Korea
Prior art keywords
casing tube
ground
cell
excavation
bridge foundation
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KR1020070045779A
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Korean (ko)
Inventor
은희성
Original Assignee
은성기초건설(주)
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Priority to KR1020070045779A priority Critical patent/KR100846874B1/en
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    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D21/00Methods or apparatus specially adapted for erecting or assembling bridges
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D19/00Structural or constructional details of bridges
    • E01D19/02Piers; Abutments ; Protecting same against drifting ice

Abstract

A ground excavation method for bridge foundation work is provided to manage equipment for ground excavation effectively and to shorten construction progress accordingly, and to improve the accuracy of bridge foundation work by exact vertical excavation. A ground excavation method for bridge foundation work comprises the steps of: installing a water or earth retaining cell on the ground(S10); fixing at least one or more insertion locations of casing tubes to the inside of the cell(S20); putting a casing tube and a boring machine to the inside of the cell and inserting the casing tube to the ground(S30); removing the earth and bedrock contained in the casing tube to the outside of the cell using a grab(S40); pulling out the casing tube inserted to the ground using a drawing machine(S50); crushing an earth layer and a bedrock layer using a chisel(S60); and removing the crushed bedrock and earth(S70).

Description

Ground excavation method for bridge foundation construction {METHODE OF GROUND DRILLING FOR PIER FOUNDATION}

1 is a flow chart showing a ground excavation method for bridge foundation works according to an embodiment of the present invention.

Figure 2a to 2e is a construction state diagram for explaining the ground excavation method for bridge foundation work according to an embodiment of the present invention.

<Description of Symbols for Major Parts of Drawings>

1: ground 2: soil layer

3: rock formation 101: cell

102: casing tube 103: Grab

104: punching device 105: chisel

106: crane

The present invention relates to a ground excavation method for bridge foundation works, and more particularly, to a rock excavation method for improving the accuracy of excavation of soil such as soil layers and rock layers, and reducing other construction periods for excavation by efficient equipment operation. will be.

In general, the ground is excavated to a certain depth in order to construct the piling foundation, and the foundation is laid so that the piers can be installed on the top of the excavated ground. As a method of foundation work for piers, the foundation of piers is based on the pile foundation method, the well foundation method, and the temporary barrier construction method.

 Here, the well construction method is mainly suitable for the size of about 10m, and the cell is installed to block the inflow of water, and the large equipment is not allowed due to the space limitation inside the cell, and at least one manpower and small excavator or small blasting Excavation is performed inside the cell using a machine.

And when excavating the inside of the cell with an excavator or a blasting machine and manpower to excavate the excavated soil and rock to the outside of the cell, and again excavating the inside and then excavated excavated soil and rock to the outside is repeated.

Therefore, since the above process must be performed in a limited area inside the cell, there is a problem of inefficient operation of the equipment because both the equipment to be excavated and the equipment to be applied to the outside should be input.

In addition, there is a problem in that an excavation with a manpower in the interior, or a small fork crane or the like due to the vertical excavation is less accurate, the excavation larger than the area required for the bridge foundation construction.

The present invention was created in view of the above necessity, and the equipment according to the ground excavation can be operated efficiently, thereby reducing the construction process, and can improve the accuracy of the bridge foundation work by accurate vertical excavation The purpose is to provide a ground excavation method for bridge foundation works.

The ground excavation method of the bridge foundation public works of the present invention for achieving the above object is a first step of installing a cell for the water barrier on the floor, a second step of setting the insertion position of the casing tube in the cell, and the insertion And a third step of inserting the casing tube into the ground at the position, a fourth step of drawing out the inserted casing tube, and a fifth step of dropping the chisel into the ground from which the tube is drawn and crushing it.

In the second step, the insertion position is plural, and the center distance of the casing tube to be inserted adjacent to the casing tube to be inserted is preferably set equal to or larger than the outer diameter of the casing tube.

And the insertion positions are preferably arranged in a triangular casing tube to be inserted.

In addition, the third step preferably includes a first discharging step of discharging the internal soil and rock of the casing tube to the outside of the cell.

In addition, the fifth step preferably includes a second top up step of discharging the soil and rock crushed inside the cell to the outside of the cell.

Here, the third to fifth steps are preferably repeated until the excavation is completed.

Hereinafter, exemplary embodiments of the present invention will be described in detail with reference to the accompanying drawings.

In the following description of the present invention, the terms defined are defined in consideration of functions in the present invention, and should not be understood as a meaning of limiting the technical components of the present invention.

1 is a flow chart showing a ground excavation method for bridge foundation work according to an embodiment of the present invention. 2A to 2E are construction state diagrams for explaining the ground excavation method for bridge foundation works according to an embodiment of the present invention.

1 to 2E, the method for excavating the foundation grounds for bridge foundation works according to the present invention includes a step of installing a cell 101 for installing a cell 101 for water or a crust on the floor, and the cell 101. Casing tube 102 insertion position setting step of setting the insertion position of the casing tube 102 in the interior of the casing tube 102 insertion step of inserting the casing tube 102 into the ground (1) and the insertion position; It includes a casing tube (102) drawing step for drawing the inserted casing tube (102), and ground (1) crushing step for dropping the chisel 105 in the ground (1) from which the tube is drawn.

In addition, the third and fifth steps further include first and second clay steps for discharging the crushed soil and rock to the outside of the cell 101, respectively.

Here, in the cell 101 installation step, as shown in FIG. 2A, the cell 101 for water barrier is installed on the ground 1 (S10). The water cell 101 is configured to sequentially insert at least one or more sheet piles to form the cell 101 in a cylindrical shape, or install the integrated cell 101 by carrying a barge or a crane and a vehicle and a crane.

Subsequently, as shown in FIG. 2B, an insertion position P of at least one casing tube 102 is set inside the cell 101 (S20). Here, the puncturing position reflects the inner area of the cell 101 and the diameter of the casing tube 102 to be inserted to set the quantity and the separation distance.

That is, the number of insertion positions P to be inserted into the ground 1 is determined according to the area inside the cell 101 and the diameter of the casing tube 102. For example, the casing tube 102 is installed when the diameter of the casing tube 102 is 50 cm. It is preferable to set the insertion position P such that the center distance of the casing tube 102 to be 40 to 60 cm is within 10 cm of the diameter of the casing tube 102. In addition, it is preferable to set the insertion position P so that the center arrangement of the casing tube 102 inserted adjacently has a triangular arrangement structure.

Thereafter, as shown in FIG. 2C, the casing tube 102 and the drilling device 104 are introduced into the cell 101 to insert the casing tube 102 into the ground 1 (S30). Here, the casing tube 102 is inserted into the ground 1 according to the insertion position set using the crane line 106, and the depth of drilling is inserted through the soil layer 2 to the rock layer 3. Here, when the insertion position of the casing tube 102 is land, it is inserted using a crane or a separate steering device.

Then, when the insertion of the casing tube 102 to the ground 1 to the desired depth is completed, as shown in 2d, the earth and sand contained in the casing tube 102, the rock using the grab 103 or the like. The first vomiting is performed outside the cell 101 (S40). Here, a transport means such as a separate truck or a transport ship, which is not shown for the first soil, is provided, and the earth and rock of the casing tube 102 are disposed on the transport means.

Subsequently, when the soil is completed, as shown in FIG. 2E, the casing tube 102 inserted into the ground 1 is drawn out using a drawing machine not shown (S50). At this time, when the casing tube 102 is drawn out, only the soil layer 2 and the rock layer 3 between the casing tube 102 and the adjacent casing tube 102 remain.

Thereafter, the remaining soil layer 2 and the rock layer 3 are crushed using the chisel 105 or the like (S60). Since after the casing tube 102 is drawn out, the soil layer 2 and the rock layer 3 can be easily crushed. Therefore, it is easily crushed by free fall using the hemorrhoids' own weight.

Thereafter, the crushed rock and soil is re-employed (S70). Therefore, when the second clay work is completed, the cell 101 is in a state having a predetermined space, and may be filled with not shown fillers such as soil and concrete for the foundation of the pier as necessary.

At this time, the step of inserting the casing tube according to the excavation work environment of the ground (S30) to the second top (S70) step can be carried out repeatedly repeatedly excavation.

In the above description, the technical idea of the ground excavation method for bridge foundation works according to the present invention has been described with the accompanying drawings, but this is by way of example only and not intended to limit the present invention.

Therefore, it is obvious that any person skilled in the art can make various modifications and imitations such as dimensions, shapes, structures, etc. without departing from the scope of the technical idea of the present invention.

As described above, by providing a method of ground excavation for bridge foundation works, the excavation using casing tubes improves the accuracy of vertical excavation. There is an effect to reduce.

Claims (6)

  1. A first step of installing the cell on the floor;
    A second step of setting an insertion position of a casing tube in the cell;
    Inserting a casing tube into the ground at the insertion position;
    A fourth step of drawing out the inserted casing tube;
    And a fifth step of crushing the chisel by dropping the chisel into the ground from which the tube is drawn.
  2. The method of claim 1,
    And a plurality of insertion positions in the second step, wherein the center distance of the casing tube to be inserted adjacent to the casing tube to be inserted is set equal to or larger than the outer diameter of the casing tube.
  3. The method of claim 2,
    The insertion positions are ground excavation method for bridge foundations, characterized in that the casing tube to be inserted is arranged in a triangle.
  4. The method of claim 1,
    The third step is a ground excavation method for the bridge foundation public use, characterized in that it comprises a first soil cover step to cover the internal soil and rock of the casing tube to the outside of the cell.
  5. The method of claim 1,
    The fifth step is a ground excavation method for the bridge foundation public works, characterized in that it comprises a second soil cover step to cover the soil and rock crushed inside the cell to the outside of the cell.
  6. The method of claim 1,
    The ground excavation method for bridge foundation works, characterized in that the third to fifth steps are repeated until the ground excavation is completed.
KR1020070045779A 2007-05-11 2007-05-11 Methode of ground drilling for pier foundation KR100846874B1 (en)

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Application Number Priority Date Filing Date Title
KR1020070045779A KR100846874B1 (en) 2007-05-11 2007-05-11 Methode of ground drilling for pier foundation

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KR100846874B1 true KR100846874B1 (en) 2008-07-16

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Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS5751314A (en) 1980-09-10 1982-03-26 Hiroaki Sugiyama Smoothening work and apparatus for rubble-mound bank under water
KR100543727B1 (en) 2003-10-27 2006-01-20 주식회사 씨엠파트너 Ground boring method using double rock excavation
KR100618597B1 (en) 2004-11-16 2006-09-04 민경건설 주식회사 Cast in place concrete pile using vibro magnetic shovel hammer, and the construction method of this
KR100758113B1 (en) 2006-11-03 2007-09-11 김지용 Cast-in-place large diameter piling method by casing rotator in underwater rock conditions

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS5751314A (en) 1980-09-10 1982-03-26 Hiroaki Sugiyama Smoothening work and apparatus for rubble-mound bank under water
KR100543727B1 (en) 2003-10-27 2006-01-20 주식회사 씨엠파트너 Ground boring method using double rock excavation
KR100618597B1 (en) 2004-11-16 2006-09-04 민경건설 주식회사 Cast in place concrete pile using vibro magnetic shovel hammer, and the construction method of this
KR100758113B1 (en) 2006-11-03 2007-09-11 김지용 Cast-in-place large diameter piling method by casing rotator in underwater rock conditions

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