WO2020045118A1 - Hat-type steel sheet pile - Google Patents

Hat-type steel sheet pile Download PDF

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Publication number
WO2020045118A1
WO2020045118A1 PCT/JP2019/032114 JP2019032114W WO2020045118A1 WO 2020045118 A1 WO2020045118 A1 WO 2020045118A1 JP 2019032114 W JP2019032114 W JP 2019032114W WO 2020045118 A1 WO2020045118 A1 WO 2020045118A1
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sheet pile
steel sheet
hat
cross
pair
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PCT/JP2019/032114
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French (fr)
Japanese (ja)
Inventor
妙中　真治
俊介 森安
阿形　淳
典佳 原田
正和 武野
裕章 中山
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日本製鉄株式会社
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Publication of WO2020045118A1 publication Critical patent/WO2020045118A1/en

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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

Definitions

  • the present invention relates to a hat-shaped steel sheet pile.
  • ⁇ Hat-shaped steel sheet piles are widely used in civil engineering and construction work to construct walls for earth retaining and waterproofing. Since a hat-shaped steel sheet pile is made to penetrate into the ground at the time of driving, a technique for improving workability by reducing penetration resistance has been proposed.
  • Patent Literature 1 in order to reduce the resistance generated in the concave portion in the steel sheet pile cross section, which is a main factor of the penetration resistance, in the cross section of the hat-shaped steel sheet pile, the intersection of the perpendicular passing through the center of each flange is indicated by the steel sheet pile.
  • Patent Literature 2 also discloses a technique for minimizing the penetration resistance by optimizing the flange angle.
  • Patent Literature 3 describes a technique for setting a flange angle based on an economic index and a workability index indicating a penetration resistance at the lower end of a steel sheet pile.
  • the resistance that occurs in the recess in the cross section of the steel sheet pile which is the main factor of the penetration resistance, is treated as a function proportional to the flange angle. Therefore, in the prior art, making the penetration resistance (resistance generated in the concave portion) close to 0 means that the flange angle approaches 0, and the basic cross-sectional shape of the hat-shaped steel sheet pile is not satisfied. That is, the evaluation method of the related art is based on the premise that the penetration resistance becomes a certain magnitude, and does not indicate a condition for greatly reducing the penetration resistance.
  • the present invention provides a novel technique that can greatly reduce the penetration resistance by keeping the resistance generated in the recess in the steel sheet pile cross section close to 0 while maintaining the basic cross-sectional shape of the hat-shaped steel sheet pile. It is another object of the present invention to provide an improved hat-shaped steel sheet pile.
  • the hat-shaped steel sheet pile has, in a cross section orthogonal to the longitudinal direction, a web extending along the width direction on the first side in the cross-section height direction, and from both ends in the width direction of the web.
  • a pair of flanges extending toward both sides in the width direction and the second side in the cross-section height direction and forming a flange angle ⁇ with the width direction, and a pair of flanges on the second side in the cross-section height direction;
  • a pair of arms extending from the respective ends of the flanges along the width direction and toward both sides in the width direction are formed at ends opposite to the pair of flanges of each of the pair of arms.
  • a pair of fitting joints are formed at ends opposite to the pair of flanges of each of the pair of arms.
  • Average length W of the upper and lower sides of a trapezoid having the web as the upper side and a pair of flanges as both legs, the height h of the trapezoid, the flange angle ⁇ , and the friction angle ratio of the ground on which the hat-shaped steel sheet pile is driven R * satisfies the conditions of the following formulas (i) and (ii), and the total width B, web length Bw, cross-sectional height H, and flange angle ⁇ of the hat-shaped steel sheet pile in the cross section are B-Bw-2H / The relationship of tan ⁇ > 0 is satisfied.
  • the friction angle ratio R * may be, for example, 0.8 or 0.84.
  • the resistance generated in the concave portion in the cross section of the steel sheet pile can be made close to zero while maintaining the basic cross-sectional shape of the hat-shaped steel sheet pile, whereby the penetration resistance can be significantly reduced.
  • FIG. 1 is a sectional view of a hat-shaped steel sheet pile according to one embodiment of the present invention.
  • a hat-shaped steel sheet pile 1 has a cross section orthogonal to a longitudinal direction (z direction in the figure) and a first side (rear side in the y direction in the figure) in a section height direction.
  • a web 2 extending along the width direction (x direction in the figure), and both sides in the width direction from both ends in the width direction of the web 2 and second sides in the cross-section height direction (front side in the y direction in the figure) ),
  • the flanges 3A, 3B forming a flange angle ⁇ (the acute angle side) with the width direction, and from the respective ends of the flanges 3A, 3B on the second side in the section height direction in the width direction.
  • Arms 4A, 4B extending along the width direction and both sides in the width direction, and fitting joints 5A, 5B formed at ends of arms 4A, 4B opposite to flanges 3A, 3B.
  • Drawing 2 is a figure for explaining examination about penetration resistance of a hat-shaped steel sheet pile.
  • the balance of the force acting on the earth mass L having a trapezoidal cross section surrounded by the web 2 and the flanges 3A and 3B was considered.
  • the cross section of the earth mass L is an equilateral trapezoid, and the length of the upper side W 1 , the length of the lower side W 2 , the height h, the base angle (the flange angle of the hat-shaped steel sheet pile 1) ⁇ , Sectional area A.
  • the length S of the portion in contact with the hat-shaped steel sheet pile 1 in the cross section of the earth mass L is the sum of the lengths of the upper side and both legs.
  • the length of the earth mass L in the vertical direction (the longitudinal direction of the hat-shaped steel sheet pile 1) is dz.
  • the forces acting on the earth mass L as described above are the vertical stress ⁇ acting on the upper surface, the vertical stress ⁇ + d ⁇ acting on the lower surface, the unit volume weight ⁇ ′ of the ground to which the earth mass L belongs, the shear stress ⁇ f acting between the soil, balance as shown in the following expression represented with the shear stress tau S acting between the ground and a steel material (1).
  • Equation (1) the downward direction in the vertical direction is positive.
  • Equation (1) By rearranging equation (1) using equations (2) and (3), equation (4) is obtained.
  • W is the average length of the upper side and the lower side of the trapezoid.
  • Equation (4) is rearranged using equations (5) and (6) to obtain equation (7), and equation (7) is further rearranged as in equations (8) and (9).
  • R * is a friction angle ratio of the ground on which the hat-shaped steel sheet pile 1 is driven.
  • the above equation (11) is an equation representing the rate of change d ⁇ / dz in the vertical direction z of the vertical stress ⁇ acting on the earth mass L in the ground. If the hat-shaped steel sheet pile 1 does not exist, the rate of change d ⁇ / dz becomes equal to the unit volume weight ⁇ ′ of the ground. Therefore, a portion added to this, that is, the second term on the right side of the equation (11) is the hat-shaped steel sheet pile. 1 represents a force acting on the earth mass L by penetrating.
  • the second term on the right side of the equation (11) is a positive value
  • the vertical stress ⁇ is greater than when the hat-shaped steel sheet pile 1 is not present, and the increased reaction force is equal to the hat-shaped steel sheet pile 1.
  • the equation (12) is arranged for the aspect ratio Ar, the equation (13) is obtained.
  • the length W 1 and the height h of the upper side each approach 0 when the base angle ⁇ of the trapezoid, that is, the flange angle of the hat-shaped steel sheet pile 1 decreases, but the height h is Even if it is not 0, when the base angle ⁇ is small and the width of the hat-shaped steel sheet pile 1 is narrow, the length W 1 of the upper side may be 0. Therefore, of the condition represented by the above formula (14), it is to be considered a condition for the upper side length W 1.
  • the range of the aspect ratio Ar is defined by the flange angle ⁇ and the friction angle ratio R * .
  • the friction angle ratio R * can be specified as shown in Table 1 below from the results of a one-sided shear test between various types of ground and a steel material.
  • the internal friction angle corresponds to the magnitude of the shear stress ⁇ f acting between the grounds
  • the wall friction angle corresponds to the magnitude of the shear stress ⁇ S acting between the ground and the steel material.
  • three representative types were selected for the ground, and several samples, such as unused rolled materials and machined steel plates, were used for the steel material (this is why there is a range in the wall friction angle).
  • the friction angle ratio R * increases as the friction force between the ground and the steel material increases. Therefore, when the surface roughness of the steel material is high due to, for example, rust, it is appropriate to use the above equation (17), but in many cases, the surface of the steel material is smoother, and thus the friction angle is increased. A smaller value may be used as the ratio R * . For example, if the friction angle ratio R * is 0.77, the condition of Expression (13) is as shown in Expression (19) below.
  • Table 2 shows cross-sectional specifications of the conventional hat-shaped steel sheet pile (Comparative Examples 1 to 3) and the hat-shaped steel sheet pile (Examples 1 to 8) according to the embodiment of the present invention.
  • Table 2 shows the overall width B (mm), the sectional height H (mm), the flange angle ⁇ (deg), and the web width Bw (mm) of the hat-shaped steel sheet pile 1 shown in FIG.
  • the web width Bw is the distance between the intersection of the thickness center line of the web 2 and the thickness center line of each of the flanges 3A, 3B
  • the flange width Bf is the thickness center line of each of the flanges 3A, 3B and the web. 2, and the distance in the width direction between the intersections of the arms 4A and 4B with the respective thickness center lines.
  • the cross-sectional height H is the height of the cross-section of the hat-shaped steel sheet pile 1 including the thickness of the web 2 and the arms 4A and 4B and not including the overhang of the fitting joints 5A and 5B. In the case where the shape of the hat-shaped steel sheet pile 1 shown in FIG. Meet the relationship.
  • Table 2 shows the length W 1 (mm) of the upper side, the length W 2 (mm) of the lower side, and the length W 2 (mm) of the trapezoidal cross section of the earthen block L surrounded by the web 2 of the hat-shaped steel sheet pile 1 and the flanges 3A and 3B.
  • the average length W (mm) between the lower side and the lower side, and the aspect ratio Ar are shown.
  • FIG. 3 shows the results of Comparative Examples 1 to 3 (points P1 to P3) and Examples 1 to 8 (points E1 to E8) with the flange angle ⁇ on the vertical axis and the aspect ratio Ar on the horizontal axis.
  • FIG. The graph in FIG. 3 shows a curve C1 corresponding to the equation (16) indicating a condition for maintaining the basic cross-sectional shape of the hat-shaped steel sheet pile, and a curve C1 corresponding to the resistance generated in the concave portion in the steel sheet pile cross section.
  • a point indicating an example satisfying the condition of the expression (16) is above the curve C1 (positive direction of the vertical axis), and a point indicating an example satisfying the expression (18) or the expression (17) is the curve C3 or the curve C4.
  • the points indicating Examples 1 to 8 are all included in the area between the curves C1 and C3, and therefore satisfy the conditions of the equations (16) and (18).
  • Comparative Examples 1 to 3 which are conventional hat-shaped steel sheet piles, are located above the curve C2 (in the positive direction of the vertical axis), and it can be seen that there is a clear difference.
  • Example 1, Example 3, Example 4, Example 6, and Example 7 are in the region between the curves C1 and C4, and therefore, the equations (16) and ( In addition to 18), the condition of Expression (17) is also satisfied.

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  • Structural Engineering (AREA)
  • Chemical & Material Sciences (AREA)
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  • Life Sciences & Earth Sciences (AREA)
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Abstract

This HAT-type steel sheet pile is provided with: a web which, in a cross-section perpendicular to the longitudinal direction of the sheet pile, extends along the width direction from a first side in the height direction of the cross-section; a pair of flanges which extend in both directions in the width direction from both end sections of the web in the width direction, and extend toward a second side in the height direction of the cross-section, and which form a flange angle θ with the width direction; a pair of arms which, on the second side in the height direction of the cross-section, extend along the width direction from respective end sections of the pair of flanges toward both sides in the width direction; and a pair of fitting couplers formed on end sections on the opposite side of the pair of arms from the respective pair of flanges. The average length W of the upper side and the lower side of a trapezoid having the web as the upper side and the pair of flanges as the respective legs, the height h of the trapezoid, the flange angle θ, and the friction angle ratio R* of the ground into which the HAT-type steel sheet pile is driven satisfy the following equations (i) and (ii), and the total width B of the cross-section of the HAT-type steel sheet pile, the web length Bw, the height H of the cross-section, and the flange angle θ satisfy the relationship B-Bw-2H/tanθ>0.

Description

ハット形鋼矢板Hat-shaped steel sheet pile
　本発明は、ハット形鋼矢板に関する。 The present invention relates to a hat-shaped steel sheet pile.
　ハット形鋼矢板は、土木建築工事において、土留めや止水のための壁体を構築するために広く利用されている。ハット形鋼矢板は打設時に地盤に貫入させられるため、貫入抵抗をより小さくすることによって施工性を向上させる技術が提案されている。例えば、特許文献１では、貫入抵抗の主な要因である鋼矢板断面における凹部で発生する抵抗を小さくするために、ハット形鋼矢板の断面においてそれぞれのフランジの中央を通る垂線の交点が鋼矢板の溝断面外に位置するようにフランジ角度、すなわちフランジがウェブおよびアームとの間になす角度を設定するによって、打設時の排土圧を抑制して施工性を向上させる技術が記載されている。特許文献２にも、フランジ角度を最適化することによって貫入抵抗を最小化する技術が記載されている。また、特許文献３には、経済性指標と、鋼矢板下端での貫入抵抗を示す施工性指標とに基づいてフランジ角度を設定する技術が記載されている。 形 Hat-shaped steel sheet piles are widely used in civil engineering and construction work to construct walls for earth retaining and waterproofing. Since a hat-shaped steel sheet pile is made to penetrate into the ground at the time of driving, a technique for improving workability by reducing penetration resistance has been proposed. For example, in Patent Literature 1, in order to reduce the resistance generated in the concave portion in the steel sheet pile cross section, which is a main factor of the penetration resistance, in the cross section of the hat-shaped steel sheet pile, the intersection of the perpendicular passing through the center of each flange is indicated by the steel sheet pile. A technique is described in which the flange angle is set so as to be located outside the groove cross section, that is, the angle formed by the flange and the web and the arm, thereby suppressing the earth discharging pressure during casting and improving the workability. I have. Patent Literature 2 also discloses a technique for minimizing the penetration resistance by optimizing the flange angle. Patent Literature 3 describes a technique for setting a flange angle based on an economic index and a workability index indicating a penetration resistance at the lower end of a steel sheet pile.
特許第３４８８２３０号公報Japanese Patent No. 3488230 特許第３４８８２３３号公報Japanese Patent No. 3488233 特許第５７６４９４５号公報Japanese Patent No. 5764945
　上記の従来技術では、貫入抵抗の主な要因である鋼矢板断面における凹部で発生する抵抗が、フランジ角度に比例する関数として扱われている。従って、従来技術において貫入抵抗（凹部で発生する抵抗）を０に近づけることは、フランジ角度が０に近づき、ハット形鋼矢板の基本的な断面形状が成り立たなくなることを意味する。つまり、従来技術の評価方法は貫入抵抗がある程度の大きさになることを前提として成り立っており、貫入抵抗を大幅に小さくする条件を示すようなものではない。 で は In the above prior art, the resistance that occurs in the recess in the cross section of the steel sheet pile, which is the main factor of the penetration resistance, is treated as a function proportional to the flange angle. Therefore, in the prior art, making the penetration resistance (resistance generated in the concave portion) close to 0 means that the flange angle approaches 0, and the basic cross-sectional shape of the hat-shaped steel sheet pile is not satisfied. That is, the evaluation method of the related art is based on the premise that the penetration resistance becomes a certain magnitude, and does not indicate a condition for greatly reducing the penetration resistance.
　そこで、本発明は、ハット形鋼矢板の基本的な断面形状を維持しつつ、鋼矢板断面における凹部で発生する抵抗を０に近づけることで、貫入抵抗を大幅に小さくすることが可能な、新規かつ改良されたハット形鋼矢板を提供することを目的とする。 Accordingly, the present invention provides a novel technique that can greatly reduce the penetration resistance by keeping the resistance generated in the recess in the steel sheet pile cross section close to 0 while maintaining the basic cross-sectional shape of the hat-shaped steel sheet pile. It is another object of the present invention to provide an improved hat-shaped steel sheet pile.
　本発明のある観点によれば、ハット形鋼矢板は、長手方向に直交する断面において、断面高さ方向の第１の側で幅方向に沿って延びるウェブと、ウェブの幅方向の両端部から幅方向の両側、かつ断面高さ方向の第２の側に向かって延び、幅方向との間にフランジ角度θをなす１対のフランジと、断面高さ方向の第２の側で１対のフランジのそれぞれの端部から幅方向に沿って、かつ幅方向の両側に向かって延びる１対のアームと、１対のアームのそれぞれの１対のフランジとは反対側の端部に形成される１対の嵌合継手とを備える。ウェブを上辺とし、１対のフランジを両脚とする台形の上辺と下辺との平均長さＷ、台形の高さｈ、フランジ角度θ、およびハット形鋼矢板が打設される地盤の摩擦角比Ｒ＊が、以下の式（ｉ）および式（ii）の条件を満たし、断面におけるハット形鋼矢板の全幅Ｂ、ウェブ長さＢｗ、断面高さＨおよびフランジ角度θがＢ－Ｂｗ－２Ｈ／tanθ＞０の関係を満たす。
Figure JPOXMLDOC01-appb-M000003
Figure JPOXMLDOC01-appb-I000004
According to one aspect of the present invention, the hat-shaped steel sheet pile has, in a cross section orthogonal to the longitudinal direction, a web extending along the width direction on the first side in the cross-section height direction, and from both ends in the width direction of the web. A pair of flanges extending toward both sides in the width direction and the second side in the cross-section height direction and forming a flange angle θ with the width direction, and a pair of flanges on the second side in the cross-section height direction; A pair of arms extending from the respective ends of the flanges along the width direction and toward both sides in the width direction are formed at ends opposite to the pair of flanges of each of the pair of arms. A pair of fitting joints. Average length W of the upper and lower sides of a trapezoid having the web as the upper side and a pair of flanges as both legs, the height h of the trapezoid, the flange angle θ, and the friction angle ratio of the ground on which the hat-shaped steel sheet pile is driven R * satisfies the conditions of the following formulas (i) and (ii), and the total width B, web length Bw, cross-sectional height H, and flange angle θ of the hat-shaped steel sheet pile in the cross section are B-Bw-2H / The relationship of tan θ> 0 is satisfied.
Figure JPOXMLDOC01-appb-M000003
Figure JPOXMLDOC01-appb-I000004
　上記のハット形鋼矢板において、摩擦角比Ｒ＊は、例えば０．８としてもよいし、あるいは０．８４としてもよい。 In the above hat-shaped steel sheet pile, the friction angle ratio R * may be, for example, 0.8 or 0.84.
　上記の構成によれば、ハット形鋼矢板の基本的な断面形状を維持しつつ、鋼矢板断面における凹部で発生する抵抗を０に近づけることで、貫入抵抗を大幅に小さくすることができる。 According to the above configuration, the resistance generated in the concave portion in the cross section of the steel sheet pile can be made close to zero while maintaining the basic cross-sectional shape of the hat-shaped steel sheet pile, whereby the penetration resistance can be significantly reduced.
本発明の一実施形態に係るハット形鋼矢板の断面図である。It is sectional drawing of the hat-shaped steel sheet pile which concerns on one Embodiment of this invention. ハット形鋼矢板の貫入抵抗に関する検討について説明するための図である。It is a figure for explaining examination about penetration resistance of a hat-shaped steel sheet pile. 本発明の実施例および比較例について、フランジ角度を縦軸に、アスペクト比を横軸にして示すグラフである。It is a graph which shows an example of this invention and a comparative example by making a flange angle a vertical axis | shaft and an aspect ratio on a horizontal axis.
　以下に添付図面を参照しながら、本発明の好適な実施形態について詳細に説明する。なお、本明細書および図面において、実質的に同一の機能構成を有する構成要素については、同一の符号を付することにより重複説明を省略する。 Hereinafter, preferred embodiments of the present invention will be described in detail with reference to the accompanying drawings. In the specification and the drawings, components having substantially the same function and configuration are denoted by the same reference numerals, and redundant description is omitted.
　図１は、本発明の一実施形態に係るハット形鋼矢板の断面図である。図１に示されるように、ハット形鋼矢板１は、長手方向（図中のｚ方向）に直交する断面において、断面高さ方向の第１の側（図中のｙ方向の奥側）で幅方向（図中のｘ方向）に沿って延びるウェブ２と、ウェブ２の幅方向の両端部から幅方向の両側、かつ断面高さ方向の第２の側（図中のｙ方向の手前側）に向かって延び、幅方向との間にフランジ角度θ（鋭角側）をなすフランジ３Ａ，３Ｂと、断面高さ方向の第２の側でフランジ３Ａ，３Ｂのそれぞれの端部から幅方向に沿って、かつ幅方向の両側に向かって延びるアーム４Ａ，４Ｂと、アーム４Ａ，４Ｂのそれぞれのフランジ３Ａ，３Ｂとは反対側の端部に形成される嵌合継手５Ａ，５Ｂとを含む。 FIG. 1 is a sectional view of a hat-shaped steel sheet pile according to one embodiment of the present invention. As shown in FIG. 1, a hat-shaped steel sheet pile 1 has a cross section orthogonal to a longitudinal direction (z direction in the figure) and a first side (rear side in the y direction in the figure) in a section height direction. A web 2 extending along the width direction (x direction in the figure), and both sides in the width direction from both ends in the width direction of the web 2 and second sides in the cross-section height direction (front side in the y direction in the figure) ), The flanges 3A, 3B forming a flange angle θ (the acute angle side) with the width direction, and from the respective ends of the flanges 3A, 3B on the second side in the section height direction in the width direction. Arms 4A, 4B extending along the width direction and both sides in the width direction, and fitting joints 5A, 5B formed at ends of arms 4A, 4B opposite to flanges 3A, 3B.
　図２は、ハット形鋼矢板の貫入抵抗に関する検討について説明するための図である。以下の検討では、図１に示したようなハット形鋼矢板１において、ウェブ２とフランジ３Ａ，３Ｂとで囲まれる台形断面の土塊Ｌに作用する力のつり合いを考慮した。図示されているように、土塊Ｌの断面は等脚台形であり、上辺の長さＷ１、下辺の長さＷ２、高さｈ、底角（ハット形鋼矢板１のフランジ角度）θ、断面積Ａである。土塊Ｌの断面においてハット形鋼矢板１に接する部分の長さＳは、上辺および両脚の長さの合計である。また、土塊Ｌの鉛直方向（ハット形鋼矢板１の長手方向）の長さをｄｚとする。 Drawing 2 is a figure for explaining examination about penetration resistance of a hat-shaped steel sheet pile. In the following examination, in the hat-shaped steel sheet pile 1 as shown in FIG. 1, the balance of the force acting on the earth mass L having a trapezoidal cross section surrounded by the web 2 and the flanges 3A and 3B was considered. As shown in the drawing, the cross section of the earth mass L is an equilateral trapezoid, and the length of the upper side W 1 , the length of the lower side W 2 , the height h, the base angle (the flange angle of the hat-shaped steel sheet pile 1) θ, Sectional area A. The length S of the portion in contact with the hat-shaped steel sheet pile 1 in the cross section of the earth mass L is the sum of the lengths of the upper side and both legs. The length of the earth mass L in the vertical direction (the longitudinal direction of the hat-shaped steel sheet pile 1) is dz.
　上記のような土塊Ｌに作用する力は、上面に作用する鉛直応力σ、下面に作用する鉛直応力σ＋ｄσ、土塊Ｌが属する地盤の単位体積重量γ’、地盤間で作用するせん断応力τｆ、地盤と鋼材との間に作用するせん断応力τＳを用いて表される以下の式（１）のようにつり合う。なお、式（１）では鉛直方向下向きを正としている。 The forces acting on the earth mass L as described above are the vertical stress σ acting on the upper surface, the vertical stress σ + dσ acting on the lower surface, the unit volume weight γ ′ of the ground to which the earth mass L belongs, the shear stress τ f acting between the soil, balance as shown in the following expression represented with the shear stress tau S acting between the ground and a steel material (1). In Equation (1), the downward direction in the vertical direction is positive.
Figure JPOXMLDOC01-appb-M000005
Figure JPOXMLDOC01-appb-M000005
　上記の式（１）を式（２）および式（３）を用いて整理すると、式（４）が得られる。なお、Ｗは台形の上辺および下辺の平均長さである。 整理 By rearranging equation (1) using equations (2) and (3), equation (4) is obtained. W is the average length of the upper side and the lower side of the trapezoid.
Figure JPOXMLDOC01-appb-M000006
Figure JPOXMLDOC01-appb-I000007

Figure JPOXMLDOC01-appb-I000008
Figure JPOXMLDOC01-appb-M000006
Figure JPOXMLDOC01-appb-I000007

Figure JPOXMLDOC01-appb-I000008
　上記の式（４）を式（５）および式（６）を用いて整理すると式（７）が得られ、式（７）は式（８）および式（９）のようにさらに整理することができる。なお、Ｒ＊はハット形鋼矢板１が打設される地盤の摩擦角比である。 Equation (4) is rearranged using equations (5) and (6) to obtain equation (7), and equation (7) is further rearranged as in equations (8) and (9). Can be. R * is a friction angle ratio of the ground on which the hat-shaped steel sheet pile 1 is driven.
Figure JPOXMLDOC01-appb-M000009
Figure JPOXMLDOC01-appb-I000010

Figure JPOXMLDOC01-appb-I000011

Figure JPOXMLDOC01-appb-I000012

Figure JPOXMLDOC01-appb-I000013
Figure JPOXMLDOC01-appb-M000009
Figure JPOXMLDOC01-appb-I000010

Figure JPOXMLDOC01-appb-I000011

Figure JPOXMLDOC01-appb-I000012

Figure JPOXMLDOC01-appb-I000013
　ここで、式（１０）で表される台形のアスペクト比Ａｒを代入すると、式（９）は式（１１）のように表される。 Here, when the trapezoidal aspect ratio Ar expressed by the equation (10) is substituted, the equation (9) is expressed as the equation (11).
Figure JPOXMLDOC01-appb-M000014
Figure JPOXMLDOC01-appb-I000015
Figure JPOXMLDOC01-appb-M000014
Figure JPOXMLDOC01-appb-I000015
　上記の式（１１）は、地盤内で土塊Ｌに作用する鉛直応力σの鉛直方向ｚでの変化率ｄσ／ｄｚを表す式になっている。ハット形鋼矢板１が存在しない場合、変化率ｄσ／ｄｚは地盤の単位体積重量γ’に等しくなるので、これに加えられる部分、すなわち式（１１）の右辺第２項が、ハット形鋼矢板１が貫入することによって土塊Ｌに作用する力を表す。式（１１）の右辺第２項が正の値である場合、鉛直応力σはハット形鋼矢板１が存在しない場合よりも増大しており、この増大した分の反力がハット形鋼矢板１に貫入抵抗として作用することになる。それゆえ、土塊Ｌに作用する力を原因としてハット形鋼矢板１の貫入抵抗を増大させないための条件は、式（１１）の右辺第２項を０または負の値にすること、すなわち式（１２）である。つまり、式（１２）を満たすことにより、鋼矢板断面における凹部で発生する抵抗を０に近づけることができる。式（１２）をアスペクト比Ａｒについて整理すると、式（１３）が得られる。 式 The above equation (11) is an equation representing the rate of change dσ / dz in the vertical direction z of the vertical stress σ acting on the earth mass L in the ground. If the hat-shaped steel sheet pile 1 does not exist, the rate of change dσ / dz becomes equal to the unit volume weight γ ′ of the ground. Therefore, a portion added to this, that is, the second term on the right side of the equation (11) is the hat-shaped steel sheet pile. 1 represents a force acting on the earth mass L by penetrating. When the second term on the right side of the equation (11) is a positive value, the vertical stress σ is greater than when the hat-shaped steel sheet pile 1 is not present, and the increased reaction force is equal to the hat-shaped steel sheet pile 1. Will act as a penetration resistance. Therefore, the condition for preventing the penetration resistance of the hat-shaped steel sheet pile 1 from increasing due to the force acting on the earth mass L is that the second term on the right side of the equation (11) is set to 0 or a negative value, that is, the equation ( 12). That is, by satisfying the expression (12), the resistance generated in the concave portion in the steel sheet pile cross section can be made close to zero. When the equation (12) is arranged for the aspect ratio Ar, the equation (13) is obtained.
Figure JPOXMLDOC01-appb-M000016
Figure JPOXMLDOC01-appb-I000017
Figure JPOXMLDOC01-appb-M000016
Figure JPOXMLDOC01-appb-I000017
　一方、図１に示したようなハット形鋼矢板１の断面形状が成り立つ場合、土塊Ｌの断面の寸法は以下の式（１４）の条件を満たす。 On the other hand, when the cross-sectional shape of the hat-shaped steel sheet pile 1 as shown in FIG. 1 is satisfied, the cross-sectional dimension of the earth mass L satisfies the condition of the following expression (14).
Figure JPOXMLDOC01-appb-M000018
Figure JPOXMLDOC01-appb-M000018
　ここで、上記の寸法のうち、上辺の長さＷ１および高さｈは、いずれも台形の底角θ、すなわちハット形鋼矢板１のフランジ角度が小さくなると０に近づくが、高さｈが０でなくても、底角θが小さくハット形鋼矢板１の幅が狭い場合には上辺の長さＷ１が０になる場合がありうる。従って、上記の式（１４）で表される条件のうち、考慮すべきは上辺の長さＷ１についての条件である。この条件を式（１５）のように整理すると、アスペクト比Ａｒ（＝Ｗ／ｈ）についての式（１６）が得られる。 Here, of the above dimensions, the length W 1 and the height h of the upper side each approach 0 when the base angle θ of the trapezoid, that is, the flange angle of the hat-shaped steel sheet pile 1 decreases, but the height h is Even if it is not 0, when the base angle θ is small and the width of the hat-shaped steel sheet pile 1 is narrow, the length W 1 of the upper side may be 0. Therefore, of the condition represented by the above formula (14), it is to be considered a condition for the upper side length W 1. When these conditions are arranged as in Expression (15), Expression (16) for the aspect ratio Ar (= W / h) is obtained.
Figure JPOXMLDOC01-appb-M000019
Figure JPOXMLDOC01-appb-I000020
Figure JPOXMLDOC01-appb-M000019
Figure JPOXMLDOC01-appb-I000020
　以上のような検討から、ハット形鋼矢板の基本的な断面形状を維持しつつ鋼矢板断面における凹部で発生する抵抗を０に近づけるための条件として、以下の式（１３）および式（１６）を得ることができた。 From the above study, the following formulas (13) and (16) are used as conditions for keeping the resistance generated in the concave portion in the cross section of the steel sheet pile close to 0 while maintaining the basic cross-sectional shape of the hat-shaped steel sheet pile. Could be obtained.
Figure JPOXMLDOC01-appb-M000021
Figure JPOXMLDOC01-appb-I000022
Figure JPOXMLDOC01-appb-M000021
Figure JPOXMLDOC01-appb-I000022
　上記の式（１３）は、アスペクト比Ａｒの範囲をフランジ角度θおよび摩擦角比Ｒ＊によって規定する。摩擦角比Ｒ＊については、各種地盤と鋼材との間の一面せん断試験の結果から、以下の表１のように特定することができる。上記の式（６）に対応付けると、内部摩擦角が地盤間で作用するせん断応力τｆの大きさに対応し、壁面摩擦角が地盤と鋼材との間に作用するせん断応力τＳの大きさに対応する。なお、地盤については代表的な３種類を選定し、鋼材については未使用の圧延材や機械加工した鋼板など数サンプルを使用した（壁面摩擦角に範囲があるのはそのためである）。 In the above equation (13), the range of the aspect ratio Ar is defined by the flange angle θ and the friction angle ratio R * . The friction angle ratio R * can be specified as shown in Table 1 below from the results of a one-sided shear test between various types of ground and a steel material. When corresponding to the above equation (6), the internal friction angle corresponds to the magnitude of the shear stress τ f acting between the grounds, and the wall friction angle corresponds to the magnitude of the shear stress τ S acting between the ground and the steel material. Corresponding to In addition, three representative types were selected for the ground, and several samples, such as unused rolled materials and machined steel plates, were used for the steel material (this is why there is a range in the wall friction angle).
Figure JPOXMLDOC01-appb-T000023
Figure JPOXMLDOC01-appb-T000023
　上記の試験結果から、摩擦角比Ｒ＊は地盤および鋼材によって異なるものの、最大では０．８３～０．８５の範囲にあることがわかる。そこで、これらの平均値として摩擦角比Ｒ＊を０．８４とすると、式（１３）の条件は以下の式（１７）のようになる。 From the above test results, it can be seen that the friction angle ratio R * varies depending on the ground and the steel material, but is at the maximum in the range of 0.83 to 0.85. Therefore, assuming that the friction angle ratio R * is 0.84 as an average value of these, the condition of Expression (13) is as shown in Expression (17) below.
Figure JPOXMLDOC01-appb-M000024
Figure JPOXMLDOC01-appb-M000024
　一方、摩擦角比Ｒ＊の範囲については、既往の研究も存在する。例えば、Randolph et al, "One-dimensional analysis of soil plugs in pipe piles", 1991, Geotechnique 41, No. 4, pp. 587-598によれば、一般的に摩擦角比Ｒ＊０．７～０．９の範囲にある。そこで、この範囲の平均値として摩擦角比Ｒ＊を０．８とすると、式（１３）の条件は以下の式（１８）のようになる。 On the other hand, there are past studies on the range of the friction angle ratio R * . For example, according to Randolph et al, "One-dimensional analysis of soil plugs in pipe piles", 1991, Geotechnique 41, No. 4, pp. 587-598, the friction angle ratio R * is generally 0.7 to 0. .9. Therefore, assuming that the friction angle ratio R * is 0.8 as an average value in this range, the condition of Expression (13) is as shown in Expression (18) below.
Figure JPOXMLDOC01-appb-M000025
Figure JPOXMLDOC01-appb-M000025
　上記の式（６）から明らかなように、摩擦角比Ｒ＊は、地盤と鋼材との間の摩擦力が大きければ大きくなる。従って、例えば錆などのために鋼材の表面の粗度が高い場合には上記の式（１７）を用いることが適切であるものの、多くの場合において鋼材の表面はもっと平滑であり、従って摩擦角比Ｒ＊としてより小さい値を用いてもよい。例えば、摩擦角比Ｒ＊を０．７７とすると、式（１３）の条件は以下の式（１９）のようになる。 As is clear from the above equation (6), the friction angle ratio R * increases as the friction force between the ground and the steel material increases. Therefore, when the surface roughness of the steel material is high due to, for example, rust, it is appropriate to use the above equation (17), but in many cases, the surface of the steel material is smoother, and thus the friction angle is increased. A smaller value may be used as the ratio R * . For example, if the friction angle ratio R * is 0.77, the condition of Expression (13) is as shown in Expression (19) below.
Figure JPOXMLDOC01-appb-M000026
Figure JPOXMLDOC01-appb-M000026
　表２に、従来のハット形鋼矢板（比較例１～比較例３）、および本発明の実施形態に係るハット形鋼矢板（実施例１～実施例８）の断面諸元を示す。表２には、図１に示されたハット形鋼矢板１の全幅Ｂ（ｍｍ）、断面高さＨ（ｍｍ）、フランジ角度θ（ｄｅｇ）、ウェブ幅Ｂｗ（ｍｍ）が示されている。ここで、全幅Ｂは、いずれもハット形鋼矢板１の幅方向（図１に示すｘ方向）に沿って定義されるウェブ幅Ｂｗ、フランジ幅Ｂｆ、およびアーム幅Ｂａを用いて、Ｂ＝Ｂｗ＋２Ｂｆ＋２Ｂａと表される。ウェブ幅Ｂｗはウェブ２の板厚中心線とフランジ３Ａ，３Ｂのそれぞれの板厚中心線との交点の間の距離であり、フランジ幅Ｂｆはフランジ３Ａ，３Ｂのそれぞれの板厚中心線とウェブ２、およびアーム４Ａ，４Ｂのそれぞれの板厚中心線との交点の間の幅方向での距離である。また、フランジ幅Ｂｆは、断面高さＨとフランジ角度θとを用いて、Ｂｆ＝Ｈ／ｔａｎθと表される。断面高さＨは、ウェブ２およびアーム４Ａ，４Ｂの板厚を含み嵌合継手５Ａ，５Ｂの張り出しを含まないハット形鋼矢板１の断面の高さである。なお、図１に示されたハット形鋼矢板１の形状が幾何学的に成り立つ場合、全幅Ｂ、ウェブ長さＢｗ、断面高さＨおよびフランジ角度θは、Ｂ－Ｂｗ－２Ｈ／tanθ＞０の関係を満たしている。 Table 2 shows cross-sectional specifications of the conventional hat-shaped steel sheet pile (Comparative Examples 1 to 3) and the hat-shaped steel sheet pile (Examples 1 to 8) according to the embodiment of the present invention. Table 2 shows the overall width B (mm), the sectional height H (mm), the flange angle θ (deg), and the web width Bw (mm) of the hat-shaped steel sheet pile 1 shown in FIG. Here, the total width B is defined as B = Bw + 2Bf + 2Ba using a web width Bw, a flange width Bf, and an arm width Ba defined along the width direction (x direction shown in FIG. 1) of the hat-shaped steel sheet pile 1. It is expressed as The web width Bw is the distance between the intersection of the thickness center line of the web 2 and the thickness center line of each of the flanges 3A, 3B, and the flange width Bf is the thickness center line of each of the flanges 3A, 3B and the web. 2, and the distance in the width direction between the intersections of the arms 4A and 4B with the respective thickness center lines. The flange width Bf is expressed as Bf = H / tan θ using the cross-sectional height H and the flange angle θ. The cross-sectional height H is the height of the cross-section of the hat-shaped steel sheet pile 1 including the thickness of the web 2 and the arms 4A and 4B and not including the overhang of the fitting joints 5A and 5B. In the case where the shape of the hat-shaped steel sheet pile 1 shown in FIG. Meet the relationship.
　また、表２には、ハット形鋼矢板１のウェブ２とフランジ３Ａ，３Ｂで囲まれる土塊Ｌの台形断面の上辺の長さＷ１（ｍｍ）、下辺の長さＷ２（ｍｍ）、上辺と下辺との平均長さＷ（ｍｍ）、およびアスペクト比Ａｒが示されている。以下に示す例では、台形断面の上辺の長さＷ１がウェブ幅Ｂｗに一致し（Ｗ１＝Ｂｗ）、高さｈがハット形鋼矢板１の断面高さＨに一致する（ｈ＝Ｈ）ものとする。 Table 2 shows the length W 1 (mm) of the upper side, the length W 2 (mm) of the lower side, and the length W 2 (mm) of the trapezoidal cross section of the earthen block L surrounded by the web 2 of the hat-shaped steel sheet pile 1 and the flanges 3A and 3B. The average length W (mm) between the lower side and the lower side, and the aspect ratio Ar are shown. In the following example, the upper side of the length W 1 of the trapezoidal cross-section matches the web width Bw (W 1 = Bw), the height h is equal to the section height H of the hat-shaped steel sheet pile 1 (h = H ) Shall be.
Figure JPOXMLDOC01-appb-T000027
Figure JPOXMLDOC01-appb-T000027
　図３は、上記の比較例１～比較例３（点Ｐ１～Ｐ３）および実施例１～実施例８（点Ｅ１～Ｅ８）について、フランジ角度θを縦軸に、アスペクト比Ａｒを横軸にして示すグラフである。図３のグラフには、ハット形鋼矢板の基本的な断面形状を維持するための条件を示す式（１６）に対応する曲線Ｃ１と、鋼矢板断面における凹部で発生する抵抗を０に近づけるための条件を示す式（１９）、式（１８）、および式（１７）にそれぞれ対応する曲線Ｃ２（Ｒ＊＝０．７７）、曲線Ｃ３（Ｒ＊＝０．８）、および曲線Ｃ４（Ｒ＊＝０．８４）とが示されている。式（１６）の条件を満たす例を示す点は曲線Ｃ１よりも上方（縦軸の正方向）にあり、式（１８）、または式（１７）を満たす例を示す点は曲線Ｃ３または曲線Ｃ４よりも下方（縦軸の負方向）にある。図３に示されるように、実施例１～実施例８を示す点はいずれも曲線Ｃ１と曲線Ｃ３とに挟まれた領域に含まれ、従って式（１６）および式（１８）の条件を満たす。一方、従来のハット形鋼矢板である比較例1～比較例３は、曲線Ｃ２の上方（縦軸の正方向）に位置しており、明確な違いがあることが判る。さらに、実施例１、実施例３、実施例４、実施例６、および実施例７を示す点は、曲線Ｃ１と曲線Ｃ４とに挟まれた領域にあり、従って式（１６）、および式（１８）に加えて式（１７）の条件をも満たす。以上の結果から、地盤と鋼材との間の摩擦力を比較的小さく見積もることが可能である場合（Ｒ＊＝０．８）には実施例１～実施例８のいずれにおいても貫入抵抗を大幅に低減する効果が得られることがわかる。さらに、地盤と鋼材との間の摩擦力をより大きく見積もった場合（Ｒ＊＝０．８４）でも、実施例１、実施例３、実施例４、実施例６、および実施例７では貫入抵抗を大幅に低減する効果が得られることがわかる。 FIG. 3 shows the results of Comparative Examples 1 to 3 (points P1 to P3) and Examples 1 to 8 (points E1 to E8) with the flange angle θ on the vertical axis and the aspect ratio Ar on the horizontal axis. FIG. The graph in FIG. 3 shows a curve C1 corresponding to the equation (16) indicating a condition for maintaining the basic cross-sectional shape of the hat-shaped steel sheet pile, and a curve C1 corresponding to the resistance generated in the concave portion in the steel sheet pile cross section. The curves C2 (R * = 0.77), C3 (R * = 0.8), and C4 (R) respectively corresponding to the equations (19), (18), and (17) indicating the conditions of * = 0.84). A point indicating an example satisfying the condition of the expression (16) is above the curve C1 (positive direction of the vertical axis), and a point indicating an example satisfying the expression (18) or the expression (17) is the curve C3 or the curve C4. Below (in the negative direction of the vertical axis). As shown in FIG. 3, the points indicating Examples 1 to 8 are all included in the area between the curves C1 and C3, and therefore satisfy the conditions of the equations (16) and (18). . On the other hand, Comparative Examples 1 to 3, which are conventional hat-shaped steel sheet piles, are located above the curve C2 (in the positive direction of the vertical axis), and it can be seen that there is a clear difference. Further, the points indicating Example 1, Example 3, Example 4, Example 6, and Example 7 are in the region between the curves C1 and C4, and therefore, the equations (16) and ( In addition to 18), the condition of Expression (17) is also satisfied. From the above results, when it is possible to estimate the frictional force between the ground and the steel material relatively small (R * = 0.8), the penetration resistance is significantly increased in any of Examples 1 to 8. It can be seen that the effect of reducing the pressure can be obtained. Further, even when the frictional force between the ground and the steel material is larger (R * = 0.84), the penetration resistance in Example 1, Example 3, Example 4, Example 6, and Example 7 was increased. It can be seen that the effect of greatly reducing the can be obtained.
　以上、添付図面を参照しながら本発明の好適な実施形態について詳細に説明したが、本発明はかかる例に限定されない。本発明の属する技術の分野における通常の知識を有する者であれば、請求の範囲に記載された技術的思想の範疇内において、各種の変更例または修正例に想到し得ることは明らかであり、これらについても、当然に本発明の技術的範囲に属するものと了解される。 Although the preferred embodiments of the present invention have been described above in detail with reference to the accompanying drawings, the present invention is not limited to such examples. It is obvious that a person having ordinary knowledge in the technical field to which the present invention pertains can conceive various changes or modifications within the scope of the technical idea described in the claims. It is understood that these also belong to the technical scope of the present invention.
　１…ハット形鋼矢板、２…ウェブ、３Ａ，３Ｂ…フランジ、４Ａ，４Ｂ…アーム、５Ａ，５Ｂ…嵌合継手、ＥＡ，ＥＢ…嵌合中心。 1 ... hat-shaped steel sheet pile, 2 ... web, 3A, 3B ... flange, 4A, 4B ... arm, 5A, 5B ... fitting joint, E A, E B ... fitting center.

Claims (3)

  1. 　ハット形鋼矢板であって、
    　長手方向に直交する断面において、断面高さ方向の第１の側で幅方向に沿って延びるウェブと、前記ウェブの前記幅方向の両端部から前記幅方向の両側、かつ前記断面高さ方向の第２の側に向かって延び、前記幅方向との間にフランジ角度θをなす１対のフランジと、前記断面高さ方向の第２の側で前記１対のフランジのそれぞれの端部から前記幅方向に沿って、かつ前記幅方向の両側に向かって延びる１対のアームと、前記１対のアームのそれぞれの前記１対のフランジとは反対側の端部に形成される１対の嵌合継手とを備え、
    　前記ウェブを上辺とし、前記１対のフランジを両脚とする台形の上辺と下辺との平均長さＷ、前記台形の高さｈ、およびフランジ角度θ、および前記ハット形鋼矢板が打設される地盤の摩擦角比Ｒ＊が、以下の式（ｉ）および式（ii）の条件を満たし、前記断面における前記ハット形鋼矢板の全幅Ｂ、ウェブ長さＢｗ、断面高さＨおよび前記フランジ角度θがＢ－Ｂｗ－２Ｈ／tanθ＞０の関係を満たすハット形鋼矢板。
    Figure JPOXMLDOC01-appb-M000001
    Figure JPOXMLDOC01-appb-I000002
    A hat-shaped steel sheet pile,
    In a cross section orthogonal to the longitudinal direction, a web extending along the width direction on the first side in the cross-section height direction, and both ends in the width direction from both ends in the width direction of the web, and in the cross-section height direction A pair of flanges extending toward a second side and forming a flange angle θ with the width direction; and a pair of flanges at respective ends of the pair of flanges on the second side in the cross-sectional height direction. A pair of arms extending along the width direction and toward both sides in the width direction, and a pair of fittings formed at ends of the pair of arms opposite to the pair of flanges. With joints,
    An average length W of an upper side and a lower side of the trapezoid having the web as an upper side and the pair of flanges as both legs, a height h of the trapezoid, a flange angle θ, and the hat-shaped steel sheet pile are cast. The friction angle ratio R * of the ground satisfies the conditions of the following formulas (i) and (ii), and the overall width B, the web length Bw, the cross-sectional height H, and the flange angle of the hat-shaped steel sheet pile in the cross section. Hat-shaped steel sheet pile satisfying the relationship of θ is B−Bw−2H / tan θ> 0.
    Figure JPOXMLDOC01-appb-M000001
    Figure JPOXMLDOC01-appb-I000002
  2. 　前記摩擦角比Ｒ＊が０．８である、請求項１に記載のハット形鋼矢板。 The hat-shaped steel sheet pile according to claim 1, wherein the friction angle ratio R * is 0.8.
  3. 　前記摩擦角比Ｒ＊が０．８４である、請求項１に記載のハット形鋼矢板。 The hat-shaped steel sheet pile according to claim 1, wherein the friction angle ratio R * is 0.84.
PCT/JP2019/032114 2018-08-31 2019-08-16 Hat-type steel sheet pile WO2020045118A1 (en)

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