KR20160002620A - Soil retaining wall and construction method thereof - Google Patents

Soil retaining wall and construction method thereof Download PDF

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Publication number
KR20160002620A
KR20160002620A KR1020150179175A KR20150179175A KR20160002620A KR 20160002620 A KR20160002620 A KR 20160002620A KR 1020150179175 A KR1020150179175 A KR 1020150179175A KR 20150179175 A KR20150179175 A KR 20150179175A KR 20160002620 A KR20160002620 A KR 20160002620A
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Prior art keywords
pile
retaining structure
ground
support pile
earth
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KR1020150179175A
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Korean (ko)
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박지배
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박지배
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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00—Excavations; Bordering of excavations; Making embankments
    • E02D17/02—Foundation pits
    • E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00—Excavations; Bordering of excavations; Making embankments
    • E02D17/06—Foundation trenches ditches or narrow shafts
    • E02D17/08—Bordering or stiffening the sides of ditches trenches or narrow shafts for foundations
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/74—Means for anchoring structural elements or bulkheads
    • E02D5/80—Ground anchors

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  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Mining & Mineral Resources (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Bulkheads Adapted To Foundation Construction (AREA)

Abstract

The present invention relates to a soil retaining wall which is supported by multiple piles (10). The soil retaining wall comprises: a support pile (100) which forms the entire or part of the multiple piles (10), and penetrates to a depth (D) which is three times (3/b) the virtual fixing point (1/b) based on the maximum excavation depth (H) of the ground so that the lower end thereof makes up the fixing end; a hinge portion (200) which is formed at the upper end of the support pile (100); and a tendon (300) of which the upper end is combined with the hinge portion (200), and of which the lower end penetrates and is inclined downward to earth and sand in the rear side. According to the present invention, it is possible to stably employ the soil retaining wall even in a case where it is difficult to ensure sufficient space in the rear side.

Description

BACKGROUND OF THE INVENTION 1. Field of the Invention [0001] The present invention relates to a soil-

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a construction field, and more particularly, to a retaining structure and a construction method thereof.

The term "retaining structure" means a temporary structure or permanent structure which is installed to protect the construction area by supporting the earth pressure of the back soil in the construction work to secure the construction area of the structure.

Examples of the construction method for forming the wall in such a retaining structure include a thumb pile method, a CIP (Cast-In-Place) method, a SCW (Soil Cement Wall) method, a sheet file method, a slurry wall method, have.

As a method for preventing collapse of the wall in the retaining structure, there are a stratified construction method, an earth anchor construction method, a soil nail construction method, and the earth anchor and the soil nail construction method are a method of supporting a tensile material on the back soil side.

1 shows a conventional soil retaining structure in which a pile 10 supporting a soil plate is supported by an earth anchor 30 and is provided with a wale 40 and an anchor 20 in the front of the pile 10 And a plurality of earth anchors 30 are fixed by using an anchorage 20 to support the pile 10 to prevent the earth retaining collapse.

However, in the conventional earth anchor method, since the penetration depth D of the pile 10 of the retaining structure is not deep enough to satisfy the conditions for establishing the fixed end (details will be described later), a large bending moment And it is necessary to install a plurality of earth anchors 30 in order to prevent this.

If the inclination angle? Formed by the ground anchor 30 and the ground anchor 30 is greater than 45 degrees, instability occurs in the fixing hole 20 because the front end of the earth anchor 30 is to be fixed to the front surface of the pile 10. Therefore, The problem that the earth anchor 30 is occupied by the back surface of the retaining structure is widened and thus it is difficult to apply to the urban center construction where it is difficult to secure a sufficient space on the back surface of the earth retaining pile 10 there was.

SUMMARY OF THE INVENTION The present invention has been made to solve the above-mentioned problems, and it is an object of the present invention to provide a retaining structure capable of stably installing an earth anchor or soil nail even when it is difficult to secure sufficient space on the back surface, and a construction method thereof do.

In order to solve the above problems, the present invention provides a retaining structure supported by a plurality of piles (10), in which all or a part of the plurality of piles (10) are formed and a lower end is formed as a fixed end A supporting pile 100 inserted so as to have a penetration depth D of 3 times (3 /?) Or more of the virtual fixing point 1 /? Based on the maximum excavation depth H of the ground; A hinge part 200 formed at the upper end of the supporting pile 100 so as to form a hinged end; And a tensile material 300 coupled to the hinge part 200 such that the upper end thereof is engaged with the lower end of the hinge part 200 so as to be inclined downward to the backside soil material side.

It is preferable that the virtual fixed point (1 /?) Is calculated by the following equation (1).

[Equation 1]

Figure pat00001

k H : horizontal soil reaction force coefficient

D: Diameter of the support pile 100

EI: Flexural Stiffness of Support Pile (100)

The tensile material 300 is preferably an earth anchor or a soil nail.

The inclination angle? Formed by the tensile material 300 and the horizontal plane is preferably 50 to 80 degrees.

The hinge unit 200 is installed such that one end of the hinge unit 200 is coupled to the upper end of the support pile 100 and the other end of the hinge unit 200 extends in the horizontal direction of the back side of the support pile 100, And a cap beam 210 coupled thereto.

The upper portion of the tensile material 300 penetrates through the insertion hole 211 and is fixed to the cap beam 210 by the fixing unit 220. [ And is preferably fixed to the cap beam 210.

The method of constructing the earth retaining structure according to the present invention is characterized in that the lower end of the supporting pile 100 is inserted at least three times (3 / β) of the virtual fixing point (1 / β) on the basis of the maximum excavation depth (H) Calculating a penetration depth (D) of the support pile (100); (100) on the ground to satisfy the penetration depth (D); Forming the hinge part (200) on the upper end of the supporting pile (100); A step of attaching the tensile material 300 such that the upper end of the hinge unit 200 is engaged and the lower end of the hinge unit 200 has a downwardly inclined structure toward the rear surface soil material side; And installing the earth retaining structure to be supported by the support pile 100 and excavating the ground in the inner area.

The method of constructing the earth retaining structure according to the present invention is characterized in that the lower end of the supporting pile 100 is inserted at least three times (3 / β) of the virtual fixing point (1 / β) on the basis of the maximum excavation depth (H) Calculating a penetration depth (D) of the support pile (100); (100) on the ground to satisfy the penetration depth (D); Installing the cap beam (210) on the upper end of the support pile (100); The upper end of the tensile material 300 passes through the insertion hole 211 of the cap beam 210 and is fixed to the cap beam 210 by the fixing unit 220 and the lower end of the tensile material 300 (300) so as to have a downwardly inclined structure toward the back surface gravel side; And installing the earth retaining structure to be supported by the support pile 100 and excavating the ground in the inner area.

The present invention proposes a retaining structure capable of stably installing an earth anchor or soil nail even when it is difficult to secure sufficient space on the back surface, and a construction method thereof.

1 is a cross-sectional view of a retaining structure according to a conventional earth anchor method.
2 is a sectional view of a retaining structure according to the present invention.
3 is a schematic diagram of a virtual fixed point model of a pile.
Fig. 4 is a view showing a bending moment of a conventional earth retaining wall. Fig.
5 is a load distribution diagram of a conventional retaining structure.
6 is a view showing bending moments of the earth retaining wall according to the present invention.
7 is a load distribution diagram of the earth retaining structure according to the present invention.
8 is a sectional view of an embodiment of a hinge portion of a retaining structure according to the present invention.

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

As shown in FIG. 2 and subsequent drawings, the retaining structure supported by a plurality of piles 10 according to the present invention includes all or a part of a plurality of piles 10, The support pile 100 is inserted so as to have a penetration depth D of 3 times (3 /?) Or more of the virtual fixed point 1 /? Based on the maximum excavation depth H of the ground; A hinge part 200 formed at the upper end of the supporting pile 100 so as to form a hinge end; And a tensile material 300 coupled to the hinge portion 200 such that the upper end thereof is engaged and the lower end thereof is inclined downward to the backside gravel-like side.

Here, the earth retaining structure supported by the plurality of piles 10 is a so-called " thumb piling " Method, S.C.W. It is a generic name of a retaining structure constructed by a construction method, a sheet pile construction method, and the like.

The tensile material 300 means an earth anchor or soil nail which is installed so as to be inclined downward to the back side gravel-like side.

Hereinafter, the virtual fixed point theory (model) will be described.

The virtual fixed-point model, which is mainly used for the foundation pile design, is an equivalent fixed-bed model. The virtual fixed point in the ground is generated so that the reaction force and the bending moment of the pile head are the same as those calculated by replacing the ground with the elastic spring It is a theory to decide.

As shown in FIG. 3, it is assumed that the virtual fixed point is located at 1 / β below the ground surface. Considering that the ground displacement does not occur any longer than the virtual fixed point, the lateral resistance design method of the pile The pile is designed by applying.

Here, β is the lateral resistance characteristic value of the pile, which can be obtained by the following equation (1).

Figure pat00002

k H : horizontal soil reaction force coefficient

D: Diameter of the support pile 100

EI: Flexural Stiffness of Support Pile (100)

In this way, the virtual fixed point model is proposed for the design of general pile (foundation structure) irrespective of the original retaining structure, and the depth of penetration (D) of the pile is 3 times (3 / β) or more of the virtual fixed point In the case of a pile of finite length, the error can be ignored even if the pile is calculated as an infinite length.

It is developed that the depth of penetration depth (D) of the pile becomes 3 times (3 / β) or more of the virtual fixed point, it can be interpreted as a fixed end, and it is applied to find the lateral resistance of the foundation design.

The present invention applies the virtual fixed point theory of such a pile (foundation structure) to a retaining structure.

Hereinafter, the effect of the retaining structure according to the present invention will be described with reference to FIGS.

FIG. 4 is a view showing a bending moment diagram of a retaining structure supported by an earth anchor at one point without satisfying a fixed end condition, and FIG. 5 is a view showing a design earth pressure distribution diagram of a conventional retaining structure supported by a plurality of anchors It is.

Since the penetration depth (D) of the supporting pile is not more than 3 times (3 / β) of the virtual fixing point in the conventional retaining structure, the bottom of the pile is designed and analyzed as a hinge end instead of a fixed end.

In addition to the conventional retaining structure is applied in view of the large bending moment generated on the support peg because of the support of a number of anchors, the proposed pack earth pressure Terzaghi and Peck as shown in Fig. 5 (P Peck) to design earth pressure, which equation 2. ≪ / RTI >

Figure pat00003

P peck : Pack earth pressure

K a : Main earth pressure factor

γ: Unit weight of soil

H: Excavation depth

FIG. 6 shows a bending moment diagram of the earth retaining structure according to the present invention, and FIG. 7 shows a design earth pressure distribution diagram of the earth retaining structure to which the present invention is applied.

The support pile of the retaining structure according to the present invention is designed and designed not as a hinge but as a fixed end because the penetration depth (D) of the pile is 3 times (3 /?) Or more of the virtual fixed point.

In the present invention, since the tensile material 300 supports the earth pressure at one point, the main earth pressure is applied as the design earth pressure, and the main earth pressure P a can be calculated by Equation (3).

Figure pat00004

Taken together, the Equation 2, 3, the design of a conventional earth pressure retaining structure (P Peck) It can be seen corresponding to 1.3 times of the active earth pressure (P a) Design of the earth pressure retaining structure according to the present invention.

In addition, in the conventional retaining structure, since the penetration portion of the pile is analyzed as a hinge structure, only a positive (+) moment is generated in the supporting pile, so that it is required that the resistance of the wall and the tensile member is large (FIG. 4) (+) Moment generated by main-side earth pressure is compensated by the negative moment generated at the virtual fixed point because a small design load is applied as described above and a virtual fixed point is formed in the near portion of the support pile. So that the resistance of the wall and the tensile member may be relatively small (Fig. 6).

As described above, since the present invention minimizes the force acting on the tensile material 300 by making the entrapment wall into a fixed-end condition and by making the structure capable of applying the triple-shaped main earth pressure to the design earth pressure, Even if the angle of inclination θ formed between the upper and lower surfaces is increased to about 50 to 80 ° (even if the rear surface occupies only a little space), a sufficiently stable structure can be obtained.

Therefore, even when it is difficult to secure a sufficient space on the back surface of the wall, it is possible to stably install a tensile material such as an earth anchor or a soil nail.

The hinge part 200 may be formed at the upper end of the supporting pile 100 so that the hinge part 200 can be formed at the upper end of the supporting pile 100, And a cap beam 210 coupled to the upper end of the tensile material 300 so as to extend in the horizontal direction on the back side (see FIG. 8).

The upper end of the tensile material 300 passes through the insertion hole 211 and is fixed to the cap beam 210 by the fusing unit 220. The cap beam 210 is inserted into the insertion hole 211, A structure excellent in workability and excellent in structural stability can be obtained.

Since the conventional earth anchor method is a method of supporting through the wale band 40 installed on the front surface of the wall, the inclination angle should be 45 degrees or less. However, in the embodiment of the present invention, the hinge portion 200, It is possible to construct the earth anchor so as to have a large inclination of 50 to 80 degrees.

Here, it is advantageous in terms of structural stability that the center line of the support pile 100 and the fusing unit 220 coincide with each other.

Hereinafter, an embodiment of a method of constructing the earth retaining structure according to the present invention will be described.

The support pile 100 is formed by the above Equation 1 such that the lower end of the support pile 100 is inserted three times (3 /?) Or more of the virtual fixation point 1 /? Based on the maximum excavation depth H of the ground. (D) is calculated.

The support pile 100 is inserted into the ground so as to satisfy the penetration depth D.

A hinge part (200) is formed at the upper end of the supporting pile (100).

In the case of the above embodiment, the cap beam 210 is installed.

The tensile material 300 is inserted into the hinge portion 200 so that the upper end thereof is engaged and the lower end thereof is inclined downwardly toward the backside gravel-like side.

The upper end of the earth anchor or the soil nail passes through the insertion hole 211 of the cap beam 210 and is fixed to the cap beam 210 by the fusing unit 220 and the ground anchor or the soil An earth anchor or a soil nail is inserted so that the lower end of the nail takes a downward inclined structure toward the rear soil side.

The soil retaining structure is installed to be supported by the support pile 100, and the ground in the inner area is excavated.

It will be apparent to those skilled in the art that various modifications and variations can be made in the present invention without departing from the spirit or scope of the invention as defined in the appended claims. It is to be understood that both the technical idea and the technical spirit of the invention are included in the scope of the present invention.

10: pile 20: anchorage
30: Earth anchor 40: Wale
100: Support pile 200: Hinge section
210: Cap beam 211: Insertion hole
220: fixing part 300: tensile material
H: maximum excavation depth D: penetration depth

Claims (8)

In a retaining structure supported by a plurality of piles 10,
(3/3) of the virtual fixed point (1 /?) Based on the maximum excavation depth (H) of the ground in order to form all or a part of the plurality of piles (10) / [beta]) or more at a penetration depth (D);
A hinge part 200 formed at the upper end of the supporting pile 100 so as to form a hinged end;
A tensile material 300 inserted into the hinge portion 200 such that the upper end thereof is engaged and the lower end thereof is inclined downward to the backside gravel-
Wherein the retaining structure comprises: The method according to claim 1,
Wherein the virtual fixed point (1 /?) Is calculated by the following equation (1).
[Equation 1]
Figure pat00005

k H : horizontal soil reaction force coefficient
D: Diameter of the support pile 100
EI: Flexural Stiffness of Support Pile (100) The method according to claim 1,
Wherein the tensile material (300) is an earth anchor or a soil nail. The method according to claim 1,
Wherein an angle of inclination (θ) between the tension member (300) and the horizontal plane is 50 to 80 °. The method according to claim 1,
The hinge unit (200)
A cap beam 210 coupled to an upper end of the support pile 100 and having an opposite end extending in the horizontal direction of the back side of the support pile 100 and coupled with an upper end of the tension member 300;
Wherein the retaining structure comprises: 6. The method of claim 5,
An insertion hole 211 is formed in the cap beam 210 so as to be inclined to insert the tensile material 300,
Wherein an upper end of the tensile material is passed through the insertion hole and is fixed to the cap beam by a fixing unit. A method of constructing the earth retaining structure according to any one of claims 1 to 6,
(3 /?) Of the virtual fixing point (1 /?) With respect to the maximum excavation depth (H) of the ground, the lower end of the supporting pile (100) (D);
(100) on the ground to satisfy the penetration depth (D);
Forming the hinge part (200) on the upper end of the supporting pile (100);
A step of attaching the tensile material 300 such that the upper end of the hinge unit 200 is engaged and the lower end of the hinge unit 200 has a downwardly inclined structure toward the rear surface soil material side;
Installing the earth retaining structure to be supported by the support pile (100), and excavating the ground in the inner region;
Wherein the method comprises the steps of: A method of constructing the earth retaining structure according to claim 5,
(3 /?) Of the virtual fixing point (1 /?) With respect to the maximum excavation depth (H) of the ground, the lower end of the supporting pile (100) (D);
(100) on the ground to satisfy the penetration depth (D);
Installing the cap beam (210) on the upper end of the support pile (100);
The upper end of the tensile material 300 passes through the insertion hole 211 of the cap beam 210 and is fixed to the cap beam 210 by the fixing unit 220, (300) so as to have a downwardly inclined structure toward the back surface gravel side;
Installing the earth retaining structure to be supported by the support pile (100), and excavating the ground in the inner region;
Wherein the method comprises the steps of:
KR1020150179175A 2015-12-15 2015-12-15 Soil retaining wall and construction method thereof KR20160002620A (en)

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Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2017119775A1 (en) 2016-01-08 2017-07-13 주식회사 엘지화학 Battery pack
WO2020021294A1 (en) * 2018-07-26 2020-01-30 Sepac Zvonimir Retaining engineering structure and design method for stabilizing deep excavations or earth slope instability near existing civil objects
CN111199070A (en) * 2020-01-27 2020-05-26 贵州星隆迪岩土工程有限公司 Design method of pile-supported two-layer retaining wall
KR102267289B1 (en) * 2020-09-09 2021-06-18 이태곤 Head-Fixed Retaining Wall and Construction Method Thereof
KR102636650B1 (en) 2023-03-22 2024-02-15 주식회사 지오불스 Construction method of earth retaining wall with adjustable anchor angle

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2017119775A1 (en) 2016-01-08 2017-07-13 주식회사 엘지화학 Battery pack
WO2020021294A1 (en) * 2018-07-26 2020-01-30 Sepac Zvonimir Retaining engineering structure and design method for stabilizing deep excavations or earth slope instability near existing civil objects
CN111199070A (en) * 2020-01-27 2020-05-26 贵州星隆迪岩土工程有限公司 Design method of pile-supported two-layer retaining wall
CN111199070B (en) * 2020-01-27 2024-04-26 贵州星隆迪岩土工程有限公司 Design method of pile support two-layer retaining wall
KR102267289B1 (en) * 2020-09-09 2021-06-18 이태곤 Head-Fixed Retaining Wall and Construction Method Thereof
KR102636650B1 (en) 2023-03-22 2024-02-15 주식회사 지오불스 Construction method of earth retaining wall with adjustable anchor angle

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