WO2011102595A2 - 아칭효과를 이용한 보강형 자립식 흙막이 구조체 및 이를 이용한 지중굴착 시공방법 - Google Patents
아칭효과를 이용한 보강형 자립식 흙막이 구조체 및 이를 이용한 지중굴착 시공방법 Download PDFInfo
- Publication number
- WO2011102595A2 WO2011102595A2 PCT/KR2010/008812 KR2010008812W WO2011102595A2 WO 2011102595 A2 WO2011102595 A2 WO 2011102595A2 KR 2010008812 W KR2010008812 W KR 2010008812W WO 2011102595 A2 WO2011102595 A2 WO 2011102595A2
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- WIPO (PCT)
- Prior art keywords
- soil
- panel
- sheet
- plate
- thumb pile
- Prior art date
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- 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
- E02D5/02—Sheet piles or sheet pile bulkheads
- E02D5/03—Prefabricated parts, e.g. composite sheet piles
- E02D5/04—Prefabricated parts, e.g. composite sheet piles made of steel
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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
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- 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
- E02D5/02—Sheet piles or sheet pile bulkheads
Definitions
- the present invention relates to a reinforced self-supporting earth retaining structure using an arching effect and a ground excavation construction method using the same. will be.
- Reinforced self-supporting earth retaining structure using the arching effect is installed in the back of the excavation space, so it does not interfere with the excavation work, so the excavation work is efficient. Especially, the back ground pressure is not applied to the earth plate inserted into the thumb pile by the arching effect. Therefore, it is not only possible to form a self-supporting soil structure, but also a new concept for continuous sheet walls because the self-weight of the self-supporting structure supports the back soil pressure.
- the present invention does not interfere with the excavation work because the reinforced self-supporting earth retaining structure is installed behind the excavation space, so the excavation space is wide, and the excavation work is easy and efficient in the small space in the downtown where the high-rise buildings are concentrated.
- the upper and lower fasteners firmly fix the joints of the seat panel to form a composite cross section, which not only increases rigidity, but also makes the fastening and dismantling easy because of the simple structure of the upper and lower fasteners. It is easy.
- Typical methods for this are the strut method and the sheet-pile method.
- the strut method is a method of excavating the ground in a top-down manner while reinforcing the insufficient horizontal support force of the thumb pile 10 against the excavation back ground pressure by the strut 20 (FIG. 1). Reference)
- Excavation back earth pressure is a horizontal force and the thumb pile 10 is a vertical member.
- the strut 20 serves as a horizontal member with respect to the thumb pile 10 which is a vertical member.
- the strut 20 is perpendicular to the thumb pile 10.
- the strut 20 is supported by two support points.
- Both support points of the strut 20 are usually the thumb piles 10 installed at positions opposite to each other.
- the struts 20 are installed toward the thumb piles 10 facing each other, the struts in the horizontal direction and the struts in the vertical direction cross each other on the same plane.
- the struts in the horizontal and vertical directions are the obstacles to narrowing the work space for excavating and entering the equipment for excavation work.
- the struts are temporary facilities, after the excavation space is provided, the struts must be removed sequentially with the installation of the permanent structure.
- the construction of the permanent structure is constructed step by step starting from the bottom and upwards in a bottom-up manner.
- strut removal is also performed step by step.
- the basement floor is called B1
- the struts installed on the B1 floor must be removed first to construct the B1 floor of the permanent structure.
- the struts removed from the B1 layer must be pulled out, and the struts in the horizontal and vertical directions will interfere with the excavation work.
- the strut method has a problem that the work space for the excavation work and the excavation work becomes narrow since the strut should be installed in the excavation space toward the thumb pile. Since the construction must be performed while removing the struts, there is a problem in that the work efficiency is lowered due to the remaining struts, which interferes with the construction of the sequential permanent structures.
- invention 2008-45182 is an invention for solving the problem of the interlock 446 (448) of US 6,715,964 B2 shown in FIG.
- Soil Failure Plane is the T max -line under which the main earth pressure is applied.
- the action force 450 is a tensile force applied to the small fracture surface. Soil anchor 444 resists this.
- Patent Publication No. 2008-45182 is in the configuration of the structure capable of withstanding extremely high tension without the connection portion 16 is separated, the structure is the core configuration is entirely in the shape and structure of the connection portion 16 have.
- Patent Publication No. 2008-45182 or US Pat. No. 6,715,964 B2 has the same basic concept of the equilibrium relationship between earth pressure and force.
- FIG. 4 The basic concept of the Earth Retaining System by the seat pile is shown in FIG. 4 is shown in US Pat. No. 6,715,964 B2, which is also incorporated herein by reference.
- Reference numeral 200 is a unit cell structure of a typical sheet file.
- the unit cell structure 200 is U-shaped.
- the curved portion of the U-shaped sheet pile is 210, and the straight portion of the sheet pile is 220. Curved portion 210 is closed and straight portion 220 is open.
- the unit cell structure 200 is installed vertically.
- the unit cell structure 200 is a structure in which the unit cell structure 200 supports the back ground pressure P transmitted through the soil filled therein.
- a structure such as a road is constructed on the unit cell structure 200.
- P is the back earth pressure using the U-shaped unit cell structure 200 as the boundary condition.
- the back earth pressure P is located on the back surface.
- this back soil pressure is acting on the curved portion 210 of the sheet pile.
- N is a vertical force acting on the straight portion 220 of the sheet pile.
- FIG. 4 The basic concept of the prior art according to FIG. 4 can be summarized as the earth pressure P acting on the curved portion 210 of the unit cell structure 200 to be balanced with the frictional force F.
- the present invention uses the arching effect generated by the frictional force between the granules and the seat panel to form a self-supporting ingot of reinforcement soil method, and reinforces a new concept to resist the earth pressure acting as the excavation space by the weight of the independence ingot Its purpose is to provide a self-supporting earthquake structure.
- Reinforced self-supporting soil structure using the arching effect is located on the back of the excavation space, so it is not obstructed to excavation work, so that the excavation space can be used widely.
- the present invention relates to a reinforced self-supporting soil structure using the arching effect, first, a general outline of the arching effect will be described, and then the arching effect will be described in terms of soil mechanics.
- the sand piled up without opening of diameter d is supported by the bottom plate, and when the hole of diameter d is opened, the accumulated sand is discharged to some extent by the weight of sand W, and then the sand discharge stops while forming an arc of arc shape. do.
- the arching effect is caused by the balance between the force of sand to be discharged by the sand weight W and the force of sand to be discharged by the friction force in contact with the four vertical planes of the cube.
- the arching effect is a state in which sand is in balance with the frictional force generated due to the force close to the four vertical planes of the cube with respect to the force that sand tries to discharge into the hole of diameter d.
- the arching effect occurs only when the magnitude of the friction force and the size of the diameter d are appropriate. If the diameter d becomes too large for the magnitude of the frictional force, the arching effect does not occur because sand continues to be discharged through the holes of the diameter d.
- Opening the hole of diameter d causes the magnetic weight W of sand to act toward the hole of diameter d, and sand is discharged through the hole of diameter d by the applied force W. This does not mean that sand is continuously discharged. As shown in Fig. 5 (b), the sand does not discharge any more and forms a circular arc shape.
- Inter shear stress is generated between the sand to be discharged through the hole of diameter d and the sand particles to suppress the sand to be discharged.
- the force W acting on the mutual shear stress generated is supporting the arc in the shape of an arc.
- the arc shape of the arc is rearranged by the shear stress generated between the sand to be discharged and the sand particles to suppress the sand to be discharged.
- the arch form is characterized in that an arc is formed in an upward direction with respect to the action direction of the sand weight W as shown in FIG.
- the sand weights W are supported by the arcuate arch shape in Fig. 5B.
- the stability problem of the earth structure is a three-dimensional problem, but it is usually interpreted in two dimensions. This is because ordinary earth structures with longer widths (B) and lengths (L) than excavation heights (H) have almost two-dimensional boundary conditions.
- FIG. 8 is a two-dimensional plan view of the width B and the length L of FIG.
- the earth pressure p represents the earth pressure at the same excavation height (H), so the magnitude is the same.
- B is the width between the seat panel and the seat panel
- L is the length of the seat panel provided continuously.
- Friction force F ⁇ P 0 .
- ⁇ is the coefficient of friction and P O is the static earth pressure.
- the direction of action of P O is perpendicular to the seat panel.
- the frictional force F is generated by the back soil pressure p, and the shear stress ⁇ is distributed as shown in Fig. 22 or 9 due to the frictional force F.
- the shear stress ⁇ becomes smaller toward the center O.
- Shear stress ⁇ always acts on the plane other than the main stress plane (i.e., planes I-I and III-III) in addition to the normal stress ⁇ as shown in FIG.
- the vertical stress ⁇ and the shear stress ⁇ on the aa plane inclined counterclockwise by ⁇ in the I-I plane are represented by the ⁇ - ⁇ relationship to become point a in Fig. 23 (c), and angle ⁇ is from 0 to 180 °.
- the trajectory of a can be drawn from Mohr's stress source C with the point I representing the maximum stress ⁇ 1 centered on one point A on the ⁇ axis and the point III representing the minimum principal stress ⁇ 3 , respectively. have.
- the arcuate arch shape of FIG. 5 (b) formed by rearrangement of sand particles is a state in which the shear stress ⁇ is zero, that is, only the main stress is received.
- the ingot on the same arc acts as a beam supporting the earth pressure in an arc shape.
- No. 2, No. 3, No. 4, ............ No. n is an arc-shaped arch with a certain interval.
- the back soil pressure p is most supported, and the degree of support gradually decreases.
- No. No n is subjected to back soil pressure.
- the back ground pressure p 0 in the area A of n. Since the earth plate is located in the area A, the earth pressure plate does not have a back ground pressure p.
- the earth pressure plate does not have a back soil pressure p in the area A of the earth plate, so the earth plate has no role as a structural material supporting the earth pressure, and is merely a protective material to protect the soil from flowing down.
- the curved portion 210 of the unit cell structure 200 which is a conventional technology corresponding to the earth plate, is a structural material that must support the back ground pressure p unlike the present invention, the curved portion 210 of the earth plate and the unit cell structure 200 of the present invention. ) Has completely different structural and mechanical characteristics.
- the back soil pressure p is arch arc no. 1, No. 2, No. 3, ............ No.
- the back soil pressure p decreases gradually toward n, the back soil pressure p becomes 0 in the area A in front of the earth plate 30, so that the soil in the parallelly arranged sheet panels forms a lump, and the lump is a self-supporting structure with respect to the back soil pressure p. Function as.
- the balance of force between the self-supporting structure and the back soil pressure p is similar to that of the reinforced soil.
- the back ground pressure p is a concept that is supported by the self-weight W of the ingot of the self-supporting structure.
- the concept of the self-supporting structure by the arching effect is a new concept completely different from that of the U-shaped unit cell structure 200 of FIG.
- the present invention is installed vertically on the ground at a distance B to the thumb pile 10 formed integrally with the thumb pile insertion portion 14a in the longitudinal direction on one flange 12 of the thumb pile 10 is inserted into the earth plate 30 And inserting and connecting the sheet panel projection part 22a to the thumb pile insertion part 14a, and subsequently inserting the sheet panel projection part 22a into the sheet panel insertion part 22a 'and then inserting the sheet panel projection part 22a'.
- L / B exceeds 3.0 at 0.5 ⁇ L / B ⁇ 3.0, the length becomes longer, resulting in uneconomical installation, and there is a risk of borderline disputes in urban areas, and the recovery of the seat panel 20 becomes difficult.
- the construction becomes more economical as the size of L / B is reduced in the range of 0.5? L / B? 3.0.
- the internal friction angle ⁇ of the soil is in the range of 14 to 22 °
- the adhesion force C is in the range of 0.0 to 5.0 (ton / m 2).
- the internal friction angle ⁇ of soil is in the range of 10 to 14 °
- the adhesion force C is in the range of 0.0 to 5.0 (ton / m 2).
- the sheet panel insertion part 22a ' is formed in one side of the sheet panel 20, and the sheet panel protrusion part 22a is formed in the other side.
- the S-shaped bent portion 22b is formed on one side of the sheet panel 20, and the S-shaped inverted portion 22b 'is formed on the other.
- the shape of the connection portion of the thumb pile 10 and the compression support plate 40 depends on the shape of the connection portion of the seat panel 20.
- the shape of the connection portion of the thumb pile 10 is that the thumb pile insertion portion 14a is formed.
- the shape of the connecting portion of the compression support plate 40 should be the compression support plate projection (46a).
- the shape of the connection portion of the thumb pile 10 should be the shape of the thumb pile protrusion 14a 'and the connection portion of the compression support plate 40 should be the compression support plate insertion portion 46a'.
- thumb pile protrusion 14a 'and the compression support plate insert 46a' vary depending on the form of the connection portion of the seat panel 20, the thumb pile protrusion 14a 'and the compression support plate insert 46a' are shown in the drawing. It will be omitted and replaced by the thumb pile insertion portion 14a and the compression support plate projection 46a at the same position instead.
- connection portion 10 should be an S-shaped reverse bent portion 14b '
- shape of the connection portion of the compression support plate 40 should be an S-shaped bent portion 46b.
- connection portion of the thumb pile 10 should be an S-shaped bent portion 14b
- shape of the connection portion of the compression support plate 40 should be an S-shaped reverse bent portion 46b '.
- connection form of the thumb pile 10 and the compression support plate 40 changes according to the left and right connection forms of the seat panel 20.
- connection form of the thumb pile 10 is a thumb pile insertion portion 14a or a thumb pile protrusion 14a 'or an S-shaped bent portion 14b or an S-shaped inverted portion 14b'.
- connection form of the compression support plate 40 is a compression support plate projection 46a, or a compression support plate insertion portion 46a ', or an S-shaped bent portion 46b or an S-shaped reverse bent portion 46b'. Since the S-shaped bent portion 46b and the S-shaped reverse bent portion 46b 'are selected according to the left and right connection form of the seat panel 20, the illustration of the S-shaped reverse bent portion 46b' is omitted in the drawings and instead. The S-shaped bent portion 14b in the same position will be replaced.
- the seat panel connection portion 22 is firmly fixed by the upper and lower fasteners 50a and 50b.
- connection part of the seat panel 20 is firmly fixed by the upper and lower fasteners 50a and 50b, but the upper fastener 50a is attached to both sides of the seat panel 20 by the attachment pad 52a and the fastening plate 54a. It is fixed by the fastening bolt 56a penetrating the seat panel 20, the attachment pad 52a and the fastening plate 54a in the order of, and the lower fastener 50b is the first cutout 52b. And a second cutout 56b, an upwardly inclined surface 524b and a locking jaw 526b on the first cutout 52b, and a rotating plate 54b and a spring 59b on the second cutout 56b.
- the spring 59b which is formed and is inserted into the spring insertion groove 548b, is connected to and fixed to the spring hanger 562b.
- the rotating plate 54b formed on the second cutout 56b is rotated about the hinge shaft 58b provided at the pivot point 582b by the elastic force of the spring 59b, so that the top inclined surface 542b of the rotating plate 54b is rotated.
- the locking jaw 526b of the first cutout 52b is caught.
- the lower rotating groove 546b of the rotating plate 54b is formed so deep that the rotating plate 54b is smoothly rotated without being caught by the lower end of the seat panel 20.
- the lower fixture 50b is installed at the connection portion of the two seat panels 20 and is configured to be fastened to each other by the first cutout 52b and the second cutout 56b.
- the first cutout 52b is formed in one seat panel 20
- the second cutout 56b is formed in the other seat panel 20, and is fixed and coupled to each other by the action of the rotating plate 54b. do.
- the two seat panels 20 become one composite section to increase the cross-sectional secondary moment. With stiffness increases.
- the earth pressure P of the formula (1) is the earth pressure acting on the collapse between the continuous sheet panels 20. If the weight of the lump is W, W is resisting P.
- the back soil pressure p per unit area can be obtained by Rankine pressure equation (2).
- the earth pressure p in the equation (2) has a functional relationship with the adhesive force (C) and the internal friction angle ( ⁇ ).
- Ka Rankine dynamic pressure coefficient
- Ka tan2 (45 ° - ⁇ / 2)
- ⁇ the internal friction angle
- r the unit weight of soil
- H the depth of excavation
- C the adhesion.
- the frictional force F is as follows.
- L is the length of the continuous sheet panel 20
- Po is the static earth pressure
- ⁇ is the coefficient of friction
- C ' is the friction adhesion.
- Equation (7) is a variable of the internal friction angle ⁇ and the adhesion force C.
- L / B was limited to 0.5 ⁇ L / B ⁇ 3.0.
- the L / B range satisfies the range of 0.5 ⁇ L / B ⁇ 3.0
- the length of continuous sheet panels There is a construction limitation that cannot be installed to meet the above range.
- the root depth (Hb) should be at least 1.0m to increase wall stability and maintain freezing depth.
- the present invention uses the arching effect between the granules and the seat panel to form a self-supporting soil in the earth plate which does not apply the back soil pressure to the earth plate so that the ground soil pressure acting as the excavation space can be resisted by the self-weight of the self-supporting soil.
- the concept is more efficient and economical than conventional sheet piles.
- Reinforced self-supporting soil structure using the arching effect is located on the back of the excavation space, so the excavation work is not hindered and the excavation space can be used widely. Therefore, the excavation work in the small space in the downtown area with high-rise buildings is easy and efficient.
- the upper and lower fasteners make the connection part of the seat panel a composite section, not only the rigidity is increased but also the structure of the upper and lower fasteners is simple, so it is easy to attach and dismantle the seat panel connection part and the sheet which is embedded after completion of construction It is a useful invention that the panel is easy to recover and its construction and recovery are efficient and economical.
- 1 is a front view showing the underground excavation of the top-down method by the conventional strut method
- Figure 2 is a state diagram showing the connection state of the sheet pile joint by the conventional sheet pile method
- 3 is a plan view showing a connection state of the sheet pile joint by the conventional sheet pile method
- FIGS. 4 is a basic conceptual view showing the relationship between the back soil pressure and the frictional force by the sheet pile method of FIGS.
- FIG. 6 is a perspective view of the present invention showing a state in which the soil is filled inside the seat panel is connected to the thumb pile
- FIG. 7 is a perspective view showing a state in which the soil is removed in Figure 6
- FIG. 8 is a unit plan view showing the state of action of the force balanced against the back earth pressure of FIG.
- FIG. 9 is a state diagram showing the shear stress distribution shown in the unit plan view of FIG. 8 with respect to the back soil pressure, the arching effect and the back soil pressure not acting on the A region.
- 10 is a perspective view showing the relationship between the ingot (W) formed by the arching effect and the back soil pressure
- FIG. 11 A balance of forces showing the relationship of FIG. 10 in a two-dimensional plane
- FIG. 13 is a perspective view showing the form of the connection portion of the thumb pile and the seat panel of the present invention
- FIG. 14 is a state diagram showing a state in which the upper fixture is installed in the connection portion of the seat panel of the present invention
- connection portion of the thumb pile and the seat panel of the present invention is another embodiment showing the form of the connection portion of the thumb pile and the seat panel of the present invention
- 16 is a state diagram showing a state in which the upper fixture is installed in the connecting portion of FIG.
- 17 is another embodiment showing the form of the connection portion of the thumb pile and the seat panel of the present invention.
- 19, 20 is a state diagram showing the process and the installed state of the lower fixture of the present invention installed
- FIG. 21 is a cross-sectional view showing a state in which the thumb pile 10 and the seat panel 20 of the present invention are installed deeper by the indentation portion Hb than the design ground to receive manual earth pressure.
- the relationship between the intervals B) is 0.5? L / B? 1.5.
- the relationship between the intervals B) is 1.5? L / B? 3.0.
- the seat panel 20, the attachment pad 52a, and the fastening plate (with the mounting pad 52a and the fastening plate 54a positioned on both sides in the upper end of the connection portion of the seat panel 20)
- the upper fastener 50a fastened and fixed by the fastening bolt 56a penetrating through 54a, and a rotary plate 54b formed at the second cutout 56b at the lower end thereof are provided by the elastic force of the spring 59b.
- the upper inclined surface 542b of the rotating plate 54b is rotated about the hinge axis 58b so that the upper inclined surface 542b of the rotating plate 54b is caught by the locking jaw 526b of the first cutout 52b.
- the lower fixture 50b should first install the seat panel 20 in which the first cutout 52b is formed, and then install the seat panel 20 in which the second cutout 56b is formed.
- the hinge shaft 58b is inserted at the axial point 582b.
- the rotating plate 54b As soon as the rotating plate 54b, which has been maintained in the vertical state, is in contact with the first cutout 52b, as shown in Fig. 16, the rotating plate 54b is formed by the springing force of the spring 59b fixed to the spring hook 562b. The upper inclined surface 542b of the rotating plate 54b is caught by the locking jaw 526b of the first cutout 52b while being rotated toward the first cutout 52b.
- the lower rotary groove 546b of the rotary plate 54b is not hindered by the rotation by the second cutout 56b of the seat panel 20. It is formed to the depth that is not.
- the spring 59b is fixed to the spring hook 562b while being inserted into the spring insertion groove 548b of the rotary plate 54b.
- the seat panel 20 having the first cutout 52b is first placed upward.
- the rotating plate 54b is vertically guided by the vertical sheet panel inserting portion 22a 'to be in a vertical state.
- the vertical insertion groove 544b and the lower rotary groove 546b of the rotating plate 54b are again maintained while keeping the rotating plate 54b vertical. It is inserted into the second cutout 56b of 20).
- the sheet panel 20 having the first cutout 52b is easily dismantled. .
- the structure of the lower fixture 50b is simple and easy to bind and dismantle, the binding and dismantling work and the rigidity increase are efficient.
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Abstract
Description
Claims (10)
- 토류판(30)이 삽입되는 엄지말뚝(10)의 한쪽 플랜지(12)에 종방향으로 엄지말뚝삽입부(14a)가 일체로 형성된 엄지말뚝(10)을 간격 B로 지반에 수직되게 설치하고, 상기 엄지말뚝삽입부(14a)에 시트패널돌출부(22a)를 삽입ㆍ연결하고 연이어 시트패널 삽입부(22a′)에 시트패널돌출부(22a)를 삽입해가면서 시트패널 삽입부(22a′)에 압축지지판돌출부(46a)를 삽입ㆍ결합하되 흙의 내부마찰각 Φ=10~34°의 범위와, 그리고 점착력 C=0.0 ~ 5.0(ton/㎡)의 범위에서 연속된 시트패널(20)의 길이 L과 시트패널(20)간의 간격B가 0.5 ≤ L/B ≤ 3.0의 관계가 되게 하여 아칭효과에 의해 배면토압이 전면 토류판에 작용되지 않도록 함을 특징으로 하는 아칭효과를 이용한 보강형 자립식 흙막이 구조체
- 제1항에 있어서흙의 내부마찰각 Φ = 14~22°의 범위와, 그리고 점착력 C= 0.0 ~ 5.0(ton/㎡)의 범위에서 연속된 시트패널(20)의 길이 L과 시트패널(20)간의 간격B의 관계가 0.5 ≤ L/B ≤ 1.5가 되게 함을 특징으로 하는 아칭효과를 이용한 보강형 자립식 흙막이 구조체
- 제1항에 있어서흙의 내부마찰각 Φ = 10~14°의 범위와, 그리고 점착력 C= 0.0 ~ 5.0(ton/㎡)의 범위에서 연속된 시트패널(20)의 길이 L과 시트패널(20)간의 간격B의 관계가 1.5 ≤ L/B ≤ 3.0이 되게 함을 특징으로 하는 아칭효과를 이용한 보강형 자립식 흙막이 구조체
- 제1항 또는 제2항에 있어서엄지말뚝(10)의 연결부는 엄지말뚝삽입부(14a) 또는 엄지말뚝돌출부(14a′)로 형성되어있고, 이에 결합되는 시트패널(20) 연결부는 시트패널돌출부(22a) 또는 시트패널 삽입부(22a′)로 형성되어있음을 특징으로 하는 아칭효과를 이용한 보강형 자립식 흙막이 구조체
- 제1항 또는 제2항에 있어서압축지지판(40)는 수직부(42)와 수평부(44)로 형성되어있으면서 압축지지판(40)의 연결부는 압축지지판돌출부(46a) 또는 압축지지판삽입부(46a′)가 수직부(42)에 일체로 형성됨을 특징으로 하는 아칭효과를 이용한 보강형 자립식 흙막이 구조체
- 제1항 또는 제2항에 있어서시트패널(20)의 연결부를 상ㆍ하부 고정구(50a)(50b)에 의하여 견고하게 고정하되 상부 고정구(50a)는 시트패널(20)의 연결부양측에 부착패드(52a)와 체결판(54a)의 순으로 위치시킨 상태에서 시트패널(20)과 부착패드(52a)와 체결판(54a)을 관통한 체결볼트(56a)에 의하여 고정되고, 하부 고정구(50b)는 제1 절개부(52b)와 제2 절개부(56b)로 형성되어있으며 제1 절개부(52b)에는 상향경사면(524b)과 걸림턱(526b)이, 그리고 제2 절개부(56b)에는 회전판(54b)과 스프링(59b)이 형성되어있으면서 힌지축(58b)을 중심으로 회전되는 회전판(54b)의 상단에는 상단경사면(542b)이, 그 하단에는 하단 회전홈(546b)이, 그 수직면에는 수직 삽입홈(544b)이 형성되어있고 스프링 삽입홈(548b)에 삽입되어있는 스프링(59b)은 스프링 걸이구(562b)에 연결ㆍ고정되어있음을 특징으로 하는 아칭효과를 이용한 보강형 자립식 흙막이 구조체
- (a) 굴착하고자하는 경계면의 지반에 엄지말뚝(10)을 간격B가 되도록 설계지반인 수직 깊이(H)까지 타설하는 단계;(b) 엄지말뚝(10)의 플랜지(12)에 형성된 엄지말뚝삽입부(14a)와 시트패널돌출부(22a)를 삽입ㆍ연결하고 연이어 시트패널 삽입부(22a′)에 시트패널돌출부(22a)를 삽입해가면서 시트패널 삽입부(22a′)에 압축지지판돌출부(46a)를 삽입ㆍ결합하되 흙의 내부마찰각 Φ=10~34°의 범위와, 그리고 점착력 C=0.0 ~ 5.0(ton/㎡)의 범위에서 연속된 시트패널(20)의 길이 L과 시트패널(20)간의 간격B의 관계가 0.5 ≤ L/B ≤ 3.0의 관계가 되도록 연결하는 단계;(c) 지상으로부터 점차로 지중굴착을 진행해가면서 일정깊이(h1)까지 굴착한 다음 토류판(30)을 엄지말뚝(10)의 상단으로부터 삽입하는 단계;(d) 일정깊이(h1)의 굴착이 이루어진 상태에서 다시 일정깊이(h2)의 굴착을 진행하고 토류판(30)을 엄지말뚝(10)에 상단으로부터 삽입하는 단계;(e) (c)단계와 (d)단계를 반복하면서 지중굴착을 완성하는 단계;를 포함함을 특징으로 하는 보강형 자립식 흙막이 구조체를 이용한 지중굴착 시공방법
- 제7항에 있어서(b)단계에서 흙의 내부마찰각 Φ = 14~22°의 범위와, 그리고 점착력 C= 0.0 ~ 5.0(ton/㎡)의 범위에서 연속된 시트패널(20)의 길이 L과 시트패널(20)간의 간격B의 관계가 0.5 ≤ L/B ≤ 1.5가 되게 함을 특징으로 하는 보강형 자립식 흙막이 구조체를 이용한 지중굴착시공방법
- 제7항에 있어서(b)단계에서 흙의 내부마찰각 Φ = 10~14°의 범위와, 그리고 점착력 C= 0.0 ~ 5.0(ton/㎡)의 범위에서 연속된 시트패널(20)의 길이 L과 시트패널(20)간의 간격B의 관계가 1.5 ≤ L/B ≤ 3.0이 되게 함을 특징으로 하는 보강형 자립식 흙막이 구조체를 이용한 지중굴착시공방법
- 제7항 또는 제8항에 있어서(b)단계에서 시트패널(20)의 연결부상단에는 양측에 부착패드(52a)와 체결판(54a)의 순으로 위치시킨 상태에서 시트패널(20)과 부착패드(52a)와 체결판(54a)을 관통한 체결볼트(56a)에 의하여 체결ㆍ고정되는 상부 고정구(50a)와, 그리고 그 하단에는 제2 절개부(56b)에 형성된 회전판(54b)이 스프링(59b)의 탄발력에 의하여 힌지축(58b)을 중심으로 회전되어 회전판(54b)의 상단경사면(542b)이 제1 절개부(52b)의 걸림턱(526b)에 걸리게 되는 구조이면서 회전판(54b)의 상단에는 상단경사면(542b)이, 그 하단에는 하단 회전홈(546b)이, 그 수직면에는 수직 삽입홈(544b)이 형성된 하부 고정구(50b)를 포함함을 특징으로 하는 보강형 자립식 흙막이 구조체를 이용한 지중굴착시공방법
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JP2012544376A JP5501478B2 (ja) | 2010-02-20 | 2010-12-09 | アーチング効果を利用した補強型自立式土留構造体及びそれを利用した地中掘削施工方法 |
EP10846233.4A EP2537988A4 (en) | 2010-02-20 | 2010-12-09 | REINFORCED RIDING RETENTION WALL STRUCTURE WHICH MAKES USE OF THE VAULT EFFECT, AND METHOD FOR CONSTRUCTING EXCAVATIONS USING THE STRUCTURE |
CN201080048303.0A CN102713079B (zh) | 2010-02-20 | 2010-12-09 | 利用拱效应的加筋自立式挡土结构以及利用此结构的地下开挖施工法 |
US13/375,650 US20120076594A1 (en) | 2010-02-20 | 2010-12-09 | Reinforced self-standing earth retaining structure using an arching effect and an underground excavation construction method using the same |
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JP7077907B2 (ja) * | 2018-10-16 | 2022-05-31 | 日本製鉄株式会社 | 橋台の補強構造 |
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CN110924401A (zh) * | 2019-12-13 | 2020-03-27 | 武汉武水水利生态工程技术有限公司 | 一种搅拌桩与灌注桩联合成拱承载的施工基坑支护方式 |
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US20120076594A1 (en) | 2012-03-29 |
CN102713079B (zh) | 2015-01-07 |
KR20110095980A (ko) | 2011-08-26 |
JP5501478B2 (ja) | 2014-05-21 |
EP2537988A2 (en) | 2012-12-26 |
WO2011102595A3 (ko) | 2011-11-10 |
CN102713079A (zh) | 2012-10-03 |
EP2537988A4 (en) | 2015-11-18 |
JP2013514472A (ja) | 2013-04-25 |
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