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JP2013199746A - Earth retaining wall - Google Patents

Earth retaining wall Download PDF

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Publication number
JP2013199746A
JP2013199746A JP2012067379A JP2012067379A JP2013199746A JP 2013199746 A JP2013199746 A JP 2013199746A JP 2012067379 A JP2012067379 A JP 2012067379A JP 2012067379 A JP2012067379 A JP 2012067379A JP 2013199746 A JP2013199746 A JP 2013199746A
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steel sheet
retaining wall
sheet pile
pile
steel
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JP2012067379A
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JP5939622B2 (en
Inventor
Morio Kitamura
精男 北村
Tetsuo Minami
哲夫 南
Hiroaki Tauchi
宏明 田内
Hiroyuki Yasuoka
博之 安岡
Ikumasa Kimura
育正 木村
Hiromasa Tanaka
宏征 田中
Naoya Nagao
直也 永尾
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Nippon Steel Corp
Giken Seisakusho Co Ltd
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Nippon Steel and Sumitomo Metal Corp
Giken Seisakusho Co Ltd
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Abstract

PROBLEM TO BE SOLVED: To provide an economical earth retaining wall having a structure with an optimal rigidity corresponding to water pressure and earth pressure, which can be constructed by combining steel sheet piles, combination steel sheet piles, and beam members, and of which material cost and construction cost are reduced.SOLUTION: An earth retaining wall 1 is constructed by steel sheet piles 3 and combination steel sheet piles 5 each of which is constituted by arranging a stiffening member 4 along the longitudinal direction of the steel sheet pile 3. The stiffening members 4 are installed at intervals each at least equal to or more than the width of the steel sheet pile, and a beam member 6 is disposed between the adjacent stiffening members 4 so as to come into contact with the steel sheet piles 3.

Description

本発明は、護岸や擁壁あるいは地下構造物を構築する際などに築造される土留壁に関するものである。 The present invention relates to a retaining wall constructed when building a revetment, retaining wall or underground structure.

一般に地下構造物を構築する際、構造物を設置する位置に構造物を囲むように土留壁を築造し、土留壁前面の土砂を排出して構造物を築造する。その際に用いる土留壁の構造には、鋼矢板や鋼管矢板が広く用いられている。
土留壁には、土圧や水圧が作用するが、地盤条件や使用条件によってそれら圧力の大きさは異なる。しかし鋼矢板等はサイズ毎に剛性が一定であるため、場合によっては土圧や水圧より土留壁の剛性の方が過大となり、結果として土留壁の築造が不経済となることがある。
In general, when constructing an underground structure, a retaining wall is constructed so as to surround the structure at a position where the structure is to be installed, and the structure is constructed by discharging sediment in front of the retaining wall. Steel sheet piles and steel pipe sheet piles are widely used for the structure of the retaining wall used at that time.
Although earth pressure and water pressure act on the retaining wall, the magnitude of these pressures varies depending on the ground conditions and usage conditions. However, because the rigidity of steel sheet piles and the like is constant for each size, the rigidity of the retaining wall is sometimes greater than the earth pressure or water pressure, and as a result, the construction of the retaining wall may be uneconomical.

そこで、特許文献1記載の発明のように、鋼矢板の長手方向に形鋼を添わせた組合せ鋼矢板で土留壁を構成し、この形鋼に当接して腹起し(梁部材)を設置した土留壁が提案されている。   Therefore, as in the invention described in Patent Document 1, the retaining wall is composed of a combined steel sheet pile in which the shape steel is added to the longitudinal direction of the steel sheet pile, and the flank (beam member) is installed in contact with the shape steel. A retaining wall has been proposed.

特開2011−247050号公報JP 2011-247050 A

特許文献1の発明によれば、土留壁に作用する土圧や水圧に応じて適当な剛性となるように鋼矢板と形鋼の組み合わせを設定することができるので、経済的な土留壁を構築することが可能である。 According to the invention of Patent Document 1, a combination of a steel sheet pile and a shape steel can be set so as to have an appropriate rigidity according to the earth pressure and water pressure acting on the earth retaining wall, so an economical earth retaining wall is constructed. Is possible.

しかしながら、前記特許文献1記載の発明は、腹起こし(5)が鋼矢板(2)に接していないため、形鋼(3)の設置を鋼矢板毎にせず形鋼と形鋼のスパンを大きくすると、形鋼(3)の設置されていない鋼矢板(2)は土圧や水圧によって連続壁(1)内側への横方向への変形モードが大きくなり、連続壁(1)周りの地表面沈下などが生じ、土留めや止水を目的とした壁構造としての機能が維持できなくなる恐れがある。 However, in the invention described in the above-mentioned Patent Document 1, since the flank (5) is not in contact with the steel sheet pile (2), the shape steel (3) is not installed for each steel sheet pile, and the span of the shape steel and the shape steel is increased. Then, the steel sheet pile (2) where the shape steel (3) is not installed has a large deformation mode in the lateral direction inside the continuous wall (1) due to earth pressure or water pressure, and the ground surface around the continuous wall (1) There is a risk that settlement will occur and the function of the wall structure for earth retaining and water stoppage cannot be maintained.

したがって、土留壁に作用する土圧や水圧に応じた最適な剛性の構造とはならず、組合せ鋼矢板の選定の幅に制約を受けるという課題がある。 Therefore, the structure does not have an optimum rigidity according to earth pressure or water pressure acting on the retaining wall, and there is a problem that the selection width of the combined steel sheet pile is limited.

本発明は、上記のような従来の土留壁の課題を解決するもので、鋼矢板と組合せ鋼矢板と梁部材を組み合わせることにより、土圧や水圧に応じた最適な剛性の構造の土留壁を構築でき、土留壁の材料費や施工費を低減する経済的な土留壁を提供することを目的とする。   The present invention solves the problems of the conventional retaining wall as described above. By combining a steel sheet pile, a combined steel sheet pile, and a beam member, a retaining wall having an optimum rigidity structure corresponding to earth pressure or water pressure is obtained. The purpose is to provide an economical retaining wall that can be constructed and reduces the material cost and construction cost of the retaining wall.

請求項1に記載の発明は、鋼矢板と、鋼矢板の長手方向に補剛用部材を添わせて構成された組合せ鋼矢板とによって構築される土留壁において、前記補剛用部材は少なくとも鋼矢板1枚以上の間隔を有して設置され、前記補剛用部材と補剛用部材の間に鋼矢板に当接するように梁部材が配設された土留壁である。 Invention of Claim 1 is the earth retaining wall constructed | assembled by the steel sheet pile and the combination steel sheet pile comprised by attaching a stiffening member to the longitudinal direction of a steel sheet pile, The said stiffening member is at least steel It is a earth retaining wall which is installed with an interval of one or more sheet piles, and a beam member is disposed between the stiffening member and the stiffening member so as to contact the steel sheet pile.

請求項2に記載の発明は、前記梁部材は、前記補剛用部材が設置されていない鋼矢板間に、水平に配置連結された土留壁である。 According to a second aspect of the present invention, the beam member is a retaining wall horizontally arranged and connected between steel sheet piles on which the stiffening member is not installed.

請求項1記載の土留壁によれば、土圧や水圧に応じた最適な剛性の構造の土留壁を構築できるため、土留壁の材料費や施工費の低減をはかることができる。
また、従来の控え式鋼矢板壁構造とは異なり、鋼矢板の施工延長上に補剛用部材を沿わせた組合せ鋼矢板を配置する構造となっている。
従来の控え工であれば、控え杭を離散的に配置するためには、バイブロハンマー工法などを用いる必要があったが、本発明では、鋼矢板を先行打設して、鋼矢板から反力を取ることで圧入工法により鋼管を施工することが可能となる。また、タイ材により控え工に作用する力を伝達する必要もなく、背面側のスペースを省略した上で変位を低減する壁体が構築できる。
梁部材は補剛用部材と補剛用部材の間に鋼矢板に当接するように配置されるので、壁体幅を低減した構造とすることができる。また、鋼管を利用して容易に梁部材が設置できる。
According to the retaining wall of the first aspect, since the retaining wall having an optimum rigidity structure according to the earth pressure and water pressure can be constructed, the material cost and the construction cost of the retaining wall can be reduced.
Further, unlike the conventional steel sheet pile wall structure, a combined steel sheet pile with a stiffening member arranged on the construction extension of the steel sheet pile is arranged.
In the case of a conventional spare work, it was necessary to use a vibro hammer method or the like in order to dispose the spare piles discretely, but in the present invention, a steel sheet pile was placed in advance, and the reaction force from the steel sheet pile It becomes possible to construct a steel pipe by the press fitting method. Further, it is not necessary to transmit the force acting on the laying work by the tie material, and a wall body that reduces the displacement while omitting the space on the back side can be constructed.
Since the beam member is disposed between the stiffening member and the stiffening member so as to contact the steel sheet pile, a structure with a reduced wall width can be obtained. Moreover, a beam member can be easily installed using a steel pipe.

請求項2記載の土留壁によれば、梁部材は、補剛用部材が設置されていない鋼矢板に接触しないように配設されているため、梁部材を短くすることができ材料費の低減が図れると共に施工が容易となり、かつ梁部材と補剛用部材との接点の局部応力発生が防止できるのである。 According to the earth retaining wall according to claim 2, since the beam member is arranged so as not to contact the steel sheet pile on which the stiffening member is not installed, the beam member can be shortened and the material cost can be reduced. Thus, the construction is facilitated, and the generation of local stress at the contact point between the beam member and the stiffening member can be prevented.

本発明の土留壁の実施形態1の平面図The top view of Embodiment 1 of the retaining wall of the present invention 本発明の土留壁の実施形態1の側面図Side view of Embodiment 1 of the retaining wall of the present invention 本発明の土留壁の実施形態2の梁部材の設置例を示す平面図The top view which shows the example of installation of the beam member of Embodiment 2 of the retaining wall of this invention 本発明の土留壁の実施形態3の梁部材の設置例を示す平面図The top view which shows the example of installation of the beam member of Embodiment 3 of the retaining wall of this invention

本発明の実施形態1の土留壁を図1及び図2に基づいて説明する。
土留壁1は、複数のハット形鋼矢板3を連続して地中に圧入し、鋼矢板3の山部3bと谷部3aとが繰り返した略波状に形成された壁体2によって構築されている。前記壁体2の一部の鋼矢板3の谷部3aに、補剛用部材である鋼管杭4を鋼矢板3の長手方向に添わせて構成した組合せ鋼矢板5を配設してなる。
The retaining wall according to the first embodiment of the present invention will be described with reference to FIGS. 1 and 2.
The retaining wall 1 is constructed by a wall body 2 that is formed by pressing a plurality of hat-shaped steel sheet piles 3 continuously into the ground and having a substantially corrugated shape in which a peak 3b and a valley 3a of the steel sheet pile 3 are repeated. Yes. A combination steel sheet pile 5 in which a steel pipe pile 4 as a stiffening member is attached to the longitudinal direction of the steel sheet pile 3 is disposed in a valley portion 3a of a part of the steel sheet pile 3 of the wall body 2.

前記鋼管杭4は、前記連続して圧入された鋼矢板の一部の鋼矢板3の谷部3aに一定のスパンSを有して離散的に設けられている。   The steel pipe piles 4 are discretely provided with a certain span S in a valley portion 3a of a steel sheet pile 3 which is a part of the continuously pressed steel sheet pile.

前記鋼管杭4が設けられていない鋼矢板3に、壁体2の横方向の変形を抑えるためにH形鋼よりなる梁部材6を鋼管杭4,4の間に配置する。
この梁部材6は、2本の鋼管杭4,4のスパンSより短く設定し、前記鋼管杭4と直交する方向(水平方向)で、かつその両端部を前記鋼管杭4に当接するように配置したものである。
また、図2に示すように、この梁部材6は、壁体2の横方向の変形に応じて掘削深さHに対し、任意の間隔h1、h2、・・hnを有して必要とされる段数を入れることができる。
A beam member 6 made of H-section steel is disposed between the steel pipe piles 4 and 4 in order to suppress the lateral deformation of the wall body 2 on the steel sheet pile 3 on which the steel pipe pile 4 is not provided.
The beam member 6 is set to be shorter than the span S of the two steel pipe piles 4, 4 so as to be in a direction orthogonal to the steel pipe pile 4 (horizontal direction) and both ends thereof abut against the steel pipe pile 4. It is arranged.
Further, as shown in FIG. 2, the beam member 6 is required to have an arbitrary interval h1, h2,... Hn with respect to the excavation depth H according to the lateral deformation of the wall body 2. The number of steps can be entered.

上記のように構成した実施形態1によれば、鋼管杭4と梁部材6の作用によって、土留壁1の外側(図1上方)よりかかる土圧や水圧に対し十分な強度を有するため、壁体2の内側への変形を抑えると共に土留壁として十分な効果を発揮できる。 According to the first embodiment configured as described above, the steel pipe pile 4 and the beam member 6 have sufficient strength against the earth pressure and water pressure applied from the outside of the retaining wall 1 (upper side in FIG. 1). While suppressing the deformation | transformation to the inner side of the body 2, the effect sufficient as a retaining wall can be exhibited.

さらに鋼管杭4を利用して容易に梁部材6が設置できると共に、鋼矢板3の土留壁2内側への横方向の変位を抑制できるので鋼管杭4のスパンSを大きくすることができる。
また、作用する土圧や水圧に応じた強度に過不足ない剛性の土留壁1を自由に構築できるため、鋼材数量の適正化が図れ無駄な材料の削減等コストが低減でき経済的である。
Furthermore, since the beam member 6 can be easily installed using the steel pipe pile 4 and the lateral displacement of the steel sheet pile 3 toward the inside of the retaining wall 2 can be suppressed, the span S of the steel pipe pile 4 can be increased.
In addition, since the rigid retaining wall 1 with sufficient strength according to the earth pressure or water pressure acting can be freely constructed, the amount of steel materials can be optimized, and costs such as reduction of useless materials can be reduced, which is economical.

前記実施形態1では、鋼矢板3としてハット形鋼矢板を使用したが、これに限定されずU形鋼矢板やZ形鋼矢板等も用いることもできる。ただし、ハット形鋼矢板は、U形鋼矢板やZ形鋼矢板に比べて施工性に優れ、工費縮減、工期短縮を図ることができる。また、ハット形鋼矢板は継手部分で長手方向のズレが発生せず断面性能が効率的かつ明確で、鋼矢板で構築した壁体の凹凸数に対する継手の箇所数もU形鋼矢板やZ形鋼矢板などの各種鋼矢板の中で最小となるため、鋼管と鋼矢板を組み合せた壁体をより安定的な構造とし、施工の管理や精度の確保を容易にする効果が期待できる。このため、鋼矢板壁を構築するためにはハット形鋼矢板を用いることが好ましい。
鋼管杭4の代わりにH形鋼やI形鋼等も適用可能である。ただし、鋼管を用いれば、地中内に回転貫入させることが可能であり、施工性が向上する。
また、梁部材6に用いる材料はH形鋼などの鋼材のほか、コンクリート柱材や木材等でも良く、さらに梁部材6と鋼管杭4の固定は溶接のほかボルト接合等も適用できる。
In the said Embodiment 1, although a hat-shaped steel sheet pile was used as the steel sheet pile 3, it is not limited to this, A U-shaped steel sheet pile, a Z-shaped steel sheet pile, etc. can also be used. However, the hat-shaped steel sheet pile has superior workability compared to U-shaped steel sheet piles and Z-shaped steel sheet piles, and can reduce the construction cost and the construction period. In addition, the hat-shaped steel sheet pile does not cause longitudinal displacement at the joint, and the cross-sectional performance is efficient and clear. Since it becomes the smallest among various steel sheet piles such as steel sheet piles, the effect of facilitating the management of construction and ensuring of accuracy can be expected by making the wall body combining the steel pipe and the steel sheet pile more stable. For this reason, in order to construct a steel sheet pile wall, it is preferable to use a hat-shaped steel sheet pile.
Instead of the steel pipe pile 4, H-shaped steel, I-shaped steel or the like can be applied. However, if a steel pipe is used, it can be rotated and penetrated into the ground, and workability is improved.
The material used for the beam member 6 may be steel material such as H-shaped steel, concrete column material, wood, or the like. Further, the beam member 6 and the steel pipe pile 4 can be fixed by welding or bolting.

組合せ鋼矢板5の構築方法としては、予め鋼矢板3と鋼管杭4を一体に接合して構成することもできるが、それらを別々に地中に打設した後両者を接合しても良い。前者の施工ではバイブロハンマーを用いて打設すればよく、後者の場合は杭圧入引抜機を利用した施工ができる。
別々に施工するのであれば、鋼矢板を先行打設して、その鋼矢板から反力を取って、補剛用部材を圧入することもできる。
As a construction method of the combined steel sheet pile 5, the steel sheet pile 3 and the steel pipe pile 4 can be integrally joined in advance, but both may be joined after being separately placed in the ground. In the former construction, it is only necessary to use a vibro hammer, and in the latter case, construction using a pile press-fitting and drawing machine can be performed.
If construction is performed separately, a steel sheet pile can be placed in advance, a reaction force can be taken from the steel sheet pile, and a stiffening member can be press-fitted.

図3は本発明の実施形態2の平面図である。
本実施形態では、梁部材6を、2本の鋼管杭4,4のスパンSより短く設定し、前記鋼管杭4と直交する方向(水平方向)で、かつその両端部を前記鋼管杭4に接触しないように配置し、土留壁1の内側における鋼矢板3の表面に固定したものであり、その両端部が鋼管杭4,4と接触しておらず、前記実施形態1と同様の作用、効果に加え、材料の使用量の低減が図れると共に、施工が容易となり、かつ梁部材6と鋼管杭4との接点から生じる局部応力の発生が防止できるのである。
また、前記鋼管杭4と梁部材6の端部との距離Dは、壁体2の強度を保ち変形を防止するために、鋼矢板1枚分の幅より小さくすることが望ましい。
FIG. 3 is a plan view of Embodiment 2 of the present invention.
In the present embodiment, the beam member 6 is set to be shorter than the span S of the two steel pipe piles 4, 4, and in a direction (horizontal direction) orthogonal to the steel pipe pile 4, both ends thereof are the steel pipe pile 4. It arrange | positions so that it may not contact, It fixes to the surface of the steel sheet pile 3 inside the retaining wall 1, The both ends are not contacting the steel pipe piles 4 and 4, The effect | action similar to the said Embodiment 1, In addition to the effect, the amount of material used can be reduced, the construction is facilitated, and the generation of local stress generated from the contact point between the beam member 6 and the steel pipe pile 4 can be prevented.
The distance D between the steel pipe pile 4 and the end of the beam member 6 is preferably smaller than the width of one steel sheet pile in order to maintain the strength of the wall body 2 and prevent deformation.

図4は本発明の実施形態3の平面図である。
本実施形態では、梁部材6を鋼管杭4,4の間に配置された状態で鋼矢板3の表面外側に固定したものであり、その両端部が鋼管杭4,4と接触しておらず、前記実施形態2と同様の作用、効果を奏する。
FIG. 4 is a plan view of Embodiment 3 of the present invention.
In this embodiment, the beam member 6 is fixed to the outer surface of the steel sheet pile 3 in a state of being disposed between the steel pipe piles 4, 4, and both end portions thereof are not in contact with the steel pipe piles 4, 4. The same operations and effects as those of the second embodiment are achieved.

1 土留壁
2 壁体
3 鋼矢板
4 鋼管杭(補剛用部材)
5 組合せ鋼矢板
6 梁部材
DESCRIPTION OF SYMBOLS 1 Earth retaining wall 2 Wall body 3 Steel sheet pile 4 Steel pipe pile (stiffening member)
5 Combination steel sheet pile 6 Beam member

Claims (2)

鋼矢板と、鋼矢板の長手方向に補剛用部材を添わせて構成された組合せ鋼矢板とによって構築される土留壁において、前記補剛用部材は少なくとも鋼矢板1枚以上の間隔を有して設置され、前記補剛用部材と補剛用部材の間に鋼矢板に当接するように梁部材が配設された土留壁。 In the earth retaining wall constructed by a steel sheet pile and a combination steel sheet pile constructed by adding a stiffening member in the longitudinal direction of the steel sheet pile, the stiffening member has at least one steel sheet pile interval. A retaining wall in which a beam member is disposed between the stiffening member and the stiffening member so as to contact the steel sheet pile. 前記梁部材は、前記補剛用部材が設置されていない鋼矢板間に、水平に配置連結されたことを特徴とする請求項1記載の土留壁。   The retaining wall according to claim 1, wherein the beam member is horizontally arranged and connected between steel sheet piles on which the stiffening member is not installed.
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Cited By (4)

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CN104110021A (en) * 2014-07-09 2014-10-22 同济大学 Z-type or U-type cross section steel sheet pile lateral soil pressure monitoring method
JP2018127834A (en) * 2017-02-09 2018-08-16 新日鐵住金株式会社 Foundation reinforcing structure, reinforced foundation structure, and method for reinforcing foundation
JP2021167523A (en) * 2020-04-10 2021-10-21 日本製鉄株式会社 Quay reinforcement structure and reinforcement method of quay structure
CN115341562A (en) * 2022-08-29 2022-11-15 中国建筑土木建设有限公司 Underwater cofferdam structure and construction method thereof

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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104110021A (en) * 2014-07-09 2014-10-22 同济大学 Z-type or U-type cross section steel sheet pile lateral soil pressure monitoring method
JP2018127834A (en) * 2017-02-09 2018-08-16 新日鐵住金株式会社 Foundation reinforcing structure, reinforced foundation structure, and method for reinforcing foundation
JP2021167523A (en) * 2020-04-10 2021-10-21 日本製鉄株式会社 Quay reinforcement structure and reinforcement method of quay structure
CN115341562A (en) * 2022-08-29 2022-11-15 中国建筑土木建设有限公司 Underwater cofferdam structure and construction method thereof

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