KR20110047506A - Non-Strut Retaining Wall Construction Method, and Non-Strut Retaining Retaining Wall Structure - Google Patents

Non-Strut Retaining Wall Construction Method, and Non-Strut Retaining Retaining Wall Structure Download PDF

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Publication number
KR20110047506A
KR20110047506A KR1020090104169A KR20090104169A KR20110047506A KR 20110047506 A KR20110047506 A KR 20110047506A KR 1020090104169 A KR1020090104169 A KR 1020090104169A KR 20090104169 A KR20090104169 A KR 20090104169A KR 20110047506 A KR20110047506 A KR 20110047506A
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KR
South Korea
Prior art keywords
ground
pile
truss
excavated
construction
Prior art date
Application number
KR1020090104169A
Other languages
Korean (ko)
Inventor
김영석
김주형
신희정
정해용
조삼덕
Original Assignee
(주)동명기술공단종합건축사사무소
한국건설기술연구원
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Publication date
Application filed by (주)동명기술공단종합건축사사무소, 한국건설기술연구원 filed Critical (주)동명기술공단종합건축사사무소
Priority to KR1020090104169A priority Critical patent/KR20110047506A/en
Publication of KR20110047506A publication Critical patent/KR20110047506A/en

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    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00Excavations; Bordering of excavations; Making embankments
    • E02D17/02Foundation pits
    • E02D17/04Bordering surfacing or stiffening the sides of foundation pits
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00Excavations; Bordering of excavations; Making embankments
    • E02D17/06Foundation trenches ditches or narrow shafts
    • E02D17/08Bordering or stiffening the sides of ditches trenches or narrow shafts for foundations
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2200/00Geometrical or physical properties
    • E02D2200/16Shapes
    • E02D2200/1685Shapes cylindrical
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2220/00Temporary installations or constructions
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2250/00Production methods
    • E02D2250/0038Production methods using an auger, i.e. continuous flight type
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2250/00Production methods
    • E02D2250/0061Production methods for working underwater
    • E02D2250/0076Drilling
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2300/00Materials
    • E02D2300/0026Metals
    • E02D2300/0029Steel; Iron

Abstract

PURPOSE: A non-supporting earth retaining construction method and a non-supporting earth retaining structure are provided to efficiently secure a work space and constructability of foundation excavation. CONSTITUTION: A non-supporting earth retaining construction method is as follows. Steel pipe piles(100) are buried in rows in the boundary of excavation target ground. The excavation target ground is excavated. A truss structure(200) is installed using the steel pipe piles exposed from the excavated ground.

Description

Non-Strut Retaining Wall Construction Method, and Non-Strut Retaining Retaining Wall Structure}
The present invention relates to a non-supporting mud construction method, and a non-supporting mud structure, and more particularly, a non-supporting mud construction method that can secure a work space and workability efficiently, shorten the construction period, and reduce construction cost, and a muji support. It is related to a retaining structure.
The earth temporary facility is to secure the ground excavation. In the basic excavation work for the construction of the underground structure, the supporting structure is installed to prevent the ground collapse and prevent the intrusion of the surrounding soil or water into the site during the excavation work. It is a temporary structure made to resist side pressure.
As the utilization of underground spaces in urban areas increases, the demand for earthwork facilities for securing underground construction area is increasing steadily.
Figure 1 is a cross-sectional view of the earth retaining tent is applied to the prior art prestress provisional construction method associated with the present invention.
Referring to FIG. 1, it can be seen that the prestressed strip 1 is disposed along both sides. In the prestress provisional construction method according to the prior art, the arrangement of the truss brace 3 to prevent the collapse of the ground is essential for each position where the steel wire 60 of the prestressed strip 1 is fixed.
That is, in the prestressed temporary construction method according to the prior art, the difficulty of construction due to the use of the braces (3) due to the use of a number of braces (3) in the clogging, the problem of safety accidents due to the complicated work process of the braces (3), There were problems such as increase of construction cost due to uneconomic steel use, increase of construction period due to complicated work process, and difficulty in securing work space for construction maintenance.
Accordingly, an object of the present invention is to provide a non-supporting mud block construction method, and a non-supporting mud structure that can efficiently secure the work space and workability, shorten the construction period and reduce the construction cost.
In accordance with an aspect of the present invention, there is provided a non-supporting soil blocking method including: (a) embedding a pile in a plurality of rows at a boundary of an excavation target ground; (b) excavating the excavation target ground; And (c) installing a truss structure using the pile exposed as the excavation ground is excavated.
Preferably, in the step (a), when the pile is embedded, the lower ground into which the pile is embedded is grouted.
In addition, after the step (a), characterized in that it further comprises the step of installing the order wall at the boundary of the excavation target ground.
In addition, after the step (c), the method further includes the step of coupling the truss structure and the belt is installed on the interface of the excavation target ground.
In addition, the file is characterized in that the steel pipe file.
On the other hand, the mujibo mud structure according to the invention, it is characterized in that the construction by the construction method for the truss for mud.
On the other hand, the mujibo holding structure according to the present invention, the strip sheet installed in the excavation ground cross-section; And a truss structure coupled to the belt, and installed using a pile embedded adjacent to the excavated ground cross-section, to support earth pressure in the excavated ground surface transmitted through the belt.
Preferably, the pile is embedded with a plurality of rows of piles at the boundary of the ground to be excavated, the truss structure is installed using the pile exposed as the excavated the ground to be excavated.
In addition, the lower ground in which the pile is embedded is characterized in that the grouting process.
In addition, the file is characterized in that the steel pipe file.
According to the present invention, in the foundation excavation for the construction of underground structures, it is possible to efficiently secure the work space and workability, shorten the construction period and reduce the construction cost. That is, according to the present invention, it is possible to support the earth pressure by using the truss structure without the earth anchor, as well as to secure a wide working space due to the reduction of the support, and the work process is simplified to improve the workability and air It is possible to shorten, to minimize the amount of steel to reduce the construction cost, and to be able to recycle the member of the truss structure even after dismantling the temporary facility.
Hereinafter, with reference to the drawings will be described the present invention in more detail. It should be noted that the same elements in the figures are represented by the same numerals wherever possible. In addition, detailed descriptions of well-known functions and configurations that may unnecessarily obscure the subject matter of the present invention will be omitted.
2A to 2F are views for explaining the construction procedure of the unsupported earth retaining method according to the present invention. Referring to Figure 2a to 2f, the construction procedure of the unsupported soil blocking method according to the present invention, first, in order to embed the steel pipe pile 100 in a plurality of rows at the boundary of the ground to be excavated, as shown in Figure 2a, Perforate the position to embed the steel pipe pile (100). In practicing the present invention, it would be desirable to use an auger excavation method.
The steel pipe pile 100 in which the steel pipe pile 100 is embedded in the drilling hole drilled in FIG. 2A is used as a center member of the truss structure 200 in the future. Next, the worker embeds the steel pipe pile 100 in a plurality of rows at the position drilled in FIG. 2A, as in FIG. 2B. In practicing the present invention, it may be desirable to purchase six steel pipe piles 100 in two rows.
On the other hand, in the practice of the present invention, the first pair of steel pipe piles 100 of the three pairs of steel pipe piles 100 in the first embodiment is 2m outside the excavation line forming the excavation cross section of the ground to be excavated Buried so as to be located on the side, and the second pair of steel pipe piles 100 are embedded so as to be located on the excavation line of the excavation target ground, the other pair of steel pipe piles 100 are spaced 2 m from the second pair of steel pipe piles 100 In the second embodiment, the first pair of steel pipe piles 100 of the three pairs of steel pipe piles 100 may be embedded in the excavated section of the ground to be excavated, and the remaining two The pair of steel pipe piles 100 may be embedded on the ground to be excavated at intervals of 2 m therefrom.
In the case of purchasing the steel pipe pile 100, when the target ground is a soft ground, by performing a grouting process 130 on the lower ground where the steel pipe pile 100 is embedded, it is possible to ensure the support force in the lower ground. In the practice of the present invention, in the grouting treatment 130, JSP (Jumbo), which is a high-pressure injection injection method for forming a conical cemented body by spraying cement paste at high pressure in the ground and crushing and stirring the granules, is carried out. It would be desirable to use a special pattern system.
According to the JSP method described above, hardly affected by soil composition or soil, hardening material can be intentionally injected into the required elements, shear resistance and degree of effect are large, and construction can be done by vertical or inclined methods. It can be improved in various ways by the arrangement and arrangement of circumferential solidified bodies, and it has the advantage of hardly affecting nearby structures or underground buried materials.
Next, as shown in FIG. 2C, the worker installs the order wall 150 outside the boundary line of the excavation target ground, thereby preventing the strength of the lower ground into which the steel pipe pile 100 is embedded. Meanwhile, if the steel pipe pile 100 is embedded as in the first embodiment, the operator surrounds the first pair of steel pipe piles 100 that are embedded to be located 2m outside the excavation line as shown in FIG. 2C. The order wall 150 will be formed in the 'c' shape.
As such, if the groundwater level is high, groundwater inflow and soils are mixed by excavation, so ground subsidence occurs due to the relaxation of excavated backing soil and deterioration of groundwater. Therefore, in carrying out the present invention, it is preferable to use an SCW (Soil Cement Wall) method, which is a method of forming a continuous wall by digging earth Auger in a pile driver and then stirring earth and cement.
According to the above-described SCW method, the overlapping of the drilling tools is precisely formed to form a constant wall, and when used as the earth wall, the earth plate and the separate water-repelling facility are not required. There is an advantage that the economic effect on the operation is large because less discharged soil is generated.
In addition, the worker excavates the excavation target ground as shown in FIG. 2D. In the first embodiment, the worker first drills the inner ground of the excavation boundary line of the excavation target ground. Next, as shown in FIG. 2E, the ground surrounded by the order wall 150 as the ground outside the excavation boundary is trenched to the same depth.
2D and 2E by completing the primary excavation, when the upper portion of the steel pipe pile 100 is exposed, the operator utilizes the exposed steel plate pile as a vertical member of the truss, as shown in Figure 2f the horizontal member and the bracing member Assemble and install the upper truss structure 200.
Specifically, as shown in FIGS. 3 and 4, it is preferable to use the H-shaped steel as the horizontal member and the bracing treatment using the L-shaped steel as the bracing between the horizontal member and the horizontal member.
While installing the truss structure 200, the worker through the construction to combine the truss structure 200 and the belt length 300 is installed on the interface of the ground to be excavated, the earth pressure on the back surface of the earth plate, thumb piles, strip 300 After being sequentially transmitted to the truss structure 200 through the belt 300, the earth pressure on the back of the excavation is supported by the axial force of the members constituting the truss structure 200.
On the other hand, the construction method of the earth plate, thumb pile, belt length 300 in the back of the excavation corresponds to the technology for the main pipe in the art, so the detailed description will be omitted.
Truss, on the other hand, is a structure in which all the nodes are made of hinges without friction, and each member is made to receive only axial force (tension or compression). That is, the truss structure 200 is a structure that supports the load by arranging the straight member considering only the axial force in a net shape based on the triangle, and the node of the member can rotate freely like a human joint, and the load also acts on the node. Since the truss member has only a tensile force and a pushing force, it does not bend, so there is little waste of material.
In addition, there is an advantage that the span can cover a large space by combining short members. In the present invention, by using the advantage of such a truss to convert the earth pressure generated during the excavation to the most axial force through the tower-shaped truss structure 200, to reduce the waste of the material to be able to exhibit sufficient support. .
The worker then completes the bottom structure of the truss structure 200 by repeating the above process in FIGS. 2D-2F.
On the other hand, in the practice of the present invention, although the H-beam pile may be used instead of the steel pipe pile 100, the bearing force of the bottom of the truss structure 200 is reduced due to the axial force received by the truss structure 200 in the present invention To overcome this, it would be desirable to use the steel pipe pile 100 rather than the H-beam pile.
That is, when using the steel pipe pile 100, the following technical advantages are recognized. First, since the steel pipe pile 100 can safely drive to the ground having a solid strength, it can exert a very large supporting force, and is most suitable as a foundation pile that is strong in horizontal direction and has high bending strength, and receives a horizontal load. Because it is high and withstands strong blows, it is not damaged due to the head and tip part, so the construction efficiency is good, and the joint is easy to adjust the length according to the ups and downs of the ground. Easy to use, durable and lightweight, easy to transport and handle due to less damage. Wide range of outer diameter, thickness, and length make it wide selection range, small cross-sectional area and small amount of soil discharge, so that compact driving can be done in narrow space. There is a technical advantage that it can be used in the form of long piles, because the welding connection is possible without loss.
3 is a view showing the structure of the completed truss structure according to the first embodiment of the present invention, Figure 4 is a view showing the structure of the completed truss structure according to the second embodiment of the present invention.
That is, the truss structure 200 completed according to the first embodiment of the present invention described above may be confirmed that the truss structure 200 is partially embedded in the ground as shown in FIG.
Meanwhile, in the truss structure 200 completed according to the second embodiment of the present invention, the truss structure 200 is not buried in the ground as shown in FIG. 4, and the entire truss structure 200 is integrally provided with the strip 300. It can be seen that it supports the earth pressure on the back of the excavation delivered through).
While the above has been shown and described with respect to preferred embodiments and applications of the present invention, the present invention is not limited to the specific embodiments and applications described above, the invention without departing from the gist of the invention claimed in the claims Various modifications can be made by those skilled in the art, and these modifications should not be individually understood from the technical spirit or the prospect of the present invention.
Figure 1 is a cross-sectional view of the earth retaining provisions applied to the prior art prestress provisional construction method associated with the present invention,
2a to 2f is a view for explaining the construction sequence of the unsupported soil clogging method according to the invention,
3 is a view showing the structure of the completed truss structure according to the first embodiment of the present invention, and
4 is a view showing the structure of the completed truss structure according to the second embodiment of the present invention.

Claims (10)

  1. (a) embedding the pile into a plurality of rows at the boundary of the ground to be excavated;
    (b) excavating the excavation target ground; And
    (c) installing a truss structure using the pile exposed as the excavation ground is excavated
    The plain brick construction method comprising a.
  2. The method of claim 1,
    In step (a),
    In embedding the pile, the ground under which the pile is embedded is a grouting process.
  3. The method of claim 1,
    After step (a),
    And a step of installing a barrier wall at the boundary of the excavation target ground.
  4. The method of claim 1,
    After step (c),
    And the truss structure is coupled to the belt strip provided at the interface of the ground to be excavated.
  5. The method of claim 1,
    The pile is a steel pipe pile construction method.
  6. The non-supporting earth retaining structure constructed by the said truss structure building method in any one of Claims 1-5.
  7. A band installed in the excavation ground section; And
    The truss structure is coupled to the belt, and is installed using a pile embedded adjacent to the drilling ground cross-section, the truss structure for supporting the earth pressure in the drilling ground surface transmitted through the belt
    Uncorrugated soil structure including a.
  8. The method of claim 7, wherein
    The pile is embedded in a plurality of rows of piles at the boundary of the ground to be excavated, the truss structure is installed using the pile exposed as the excavated the ground to be excavated.
  9. The method of claim 7, wherein
    The lower ground into which the pile is embedded is a grouting soil structure.
  10. The method of claim 7, wherein
    The pile is a steel beam pile structure.
KR1020090104169A 2009-10-30 2009-10-30 Non-Strut Retaining Wall Construction Method, and Non-Strut Retaining Retaining Wall Structure KR20110047506A (en)

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Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102286980A (en) * 2011-07-11 2011-12-21 福建工大建筑设计院 Steel truss foundation pit supporting structure
CN103669370A (en) * 2013-12-24 2014-03-26 福州市规划设计研究院 Recoverable combined groove excavation foundation fit supporting device and construction method

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102286980A (en) * 2011-07-11 2011-12-21 福建工大建筑设计院 Steel truss foundation pit supporting structure
CN102286980B (en) * 2011-07-11 2013-04-17 福建工大建筑设计院 Steel truss foundation pit supporting structure
CN103669370A (en) * 2013-12-24 2014-03-26 福州市规划设计研究院 Recoverable combined groove excavation foundation fit supporting device and construction method

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