JP2007205161A - Retaining wall and its construction method - Google Patents

Retaining wall and its construction method Download PDF

Info

Publication number
JP2007205161A
JP2007205161A JP2007129930A JP2007129930A JP2007205161A JP 2007205161 A JP2007205161 A JP 2007205161A JP 2007129930 A JP2007129930 A JP 2007129930A JP 2007129930 A JP2007129930 A JP 2007129930A JP 2007205161 A JP2007205161 A JP 2007205161A
Authority
JP
Japan
Prior art keywords
retaining
ground
steel pipe
pile
formwork
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Granted
Application number
JP2007129930A
Other languages
Japanese (ja)
Other versions
JP2007205161A5 (en
JP5046742B2 (en
Inventor
Katsuhiro Kanuka
鹿糠嘉津博
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
KANUKA DESIGN KK
Original Assignee
KANUKA DESIGN KK
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Priority to JP2005209320 priority Critical
Priority to JP2005209320 priority
Application filed by KANUKA DESIGN KK filed Critical KANUKA DESIGN KK
Priority to JP2007129930A priority patent/JP5046742B2/en
Publication of JP2007205161A publication Critical patent/JP2007205161A/en
Publication of JP2007205161A5 publication Critical patent/JP2007205161A5/ja
Application granted granted Critical
Publication of JP5046742B2 publication Critical patent/JP5046742B2/en
Expired - Fee Related legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Images

Abstract

<P>PROBLEM TO BE SOLVED: To effectively exhibit yield strength of a high ground to soil strength for a long time over a whole retaining wall by integrating each component of the retaining wall and reduce the amount of excavated soil, waste soil and back-filled soil and securely prevent the falling of the retaining wall. <P>SOLUTION: The retaining wall (1) is provided with a hollow support (2) of a pile part (2a) reaching the support layer (S) of the ground (G) having a predetermined yield strength which is integrated with an erected pillar part (2b) which extends upward from the ground surface of a low ground (LG) and the wall body (3) of a reinforced concrete structure with a plurality of the supports embedded. The supports are arranged in the wall core direction of the retaining wall with intervals. The internal hollow area of the pillar is filled with concrete. <P>COPYRIGHT: (C)2007,JPO&INPIT

Description

本発明は、擁壁及びその施工方法に関するものであり、より詳細には、大型フーチング
の省略を可能にするとともに、高い剛性を発揮する湿式工法の擁壁及びその施工方法に関
するものである。
The present invention relates to a retaining wall and a construction method thereof, and more particularly, to a retaining wall of a wet construction method and a construction method thereof that enable a large footing to be omitted and exhibit high rigidity.

高さ2mを超える切土、或いは、高さ1mを超える盛土等によって生じる崖や、急傾斜
地又は水路等の如く高低差が生じる地盤においては、地盤の崩壊を防止する擁壁を設置す
る必要が生じる。この種の擁壁は、鉄筋コンクリート構造の壁体、或いは、プレキャスト
製品又はコンクリートブロックを組積した壁体からなる。
It is necessary to install a retaining wall to prevent the ground from collapsing on cliffs caused by cuts exceeding 2m in height, embankments exceeding 1m in height, etc. Arise. This type of retaining wall consists of a reinforced concrete wall or a wall made of precast products or concrete blocks.

このような擁壁は、通常は、全体的にL型断面又はT型断面に設計され、比較的大型の
基礎フーチングが、擁壁底部に形成される。基礎フーチングは、擁壁に作用する荷重(土
圧)及び擁壁の自重を支持地盤に伝達する広範な接地面積を有するとともに、擁壁の転倒
を防止するように機能する。
Such retaining walls are usually designed with an overall L-shaped or T-shaped cross section, and a relatively large foundation footing is formed at the bottom of the retaining wall. The foundation footing has a wide contact area for transmitting the load acting on the retaining wall (earth pressure) and the weight of the retaining wall to the supporting ground, and functions to prevent the retaining wall from falling.

基礎フーチングは、高地盤側に比較的大きく延びるので、擁壁施工時に高地盤を広範囲
に掘削し、擁壁施工後に掘削部分を埋戻す必要が生じる。殊に、軟弱地盤に擁壁を構築す
る場合、非現実的に大きな基礎フーチングを設計・施工しなければならない状況が生じる
。しかし、大型の基礎フーチングの施工は、基礎フーチング自体のコンクリート工事に過
大な工事費を要するばかりでなく、広範な高地盤の掘削及び埋戻しの必要を生じさせ、こ
れは、多大な掘削工事の労力、移動土量の増加、埋戻し土の非安定性等の問題につながる
。また、施工現場の環境、地層、地形、地盤性状又は施工条件等によっては、大型の基礎
フーチングを施工し難い状態が生じる。
Since the foundation footing extends relatively large toward the high ground side, it is necessary to excavate the high ground extensively during the retaining wall construction and backfill the excavated portion after the retaining wall construction. In particular, when a retaining wall is constructed on soft ground, there arises a situation where a large foundation footing must be designed and constructed unrealistically. However, the construction of large foundation footings not only requires excessive construction costs for the concrete construction of the foundation footings themselves, but also necessitates extensive excavation and backfilling of the ground. It leads to problems such as labor, increase of moving soil, and instability of backfill soil. In addition, depending on the environment at the construction site, the strata, the topography, the ground properties, or the construction conditions, it may be difficult to construct a large-scale foundation footing.

このような基礎フーチング施工の問題を解消すべく、地山側に荷重を付加して親杭に予
め非転倒側の曲げモーメントを付与するように構成された乾式工法の擁壁構造が、特許第
2824217号掲載公報に開示されている。この擁壁は、地山側に錘構築用の溝を掘削
して鉄筋コンクリート構造の錘又は梁を溝内に形成するとともに、この錘と擁壁直下の親
杭とを支持梁で連結した構造を有し、親杭の間には、PC版等の土留め壁が形成される。
このような擁壁構造によれば、錘の荷重によって親杭に曲げモーメントが作用するととも
に、地盤に対する支持梁及び錘の粘着力及び摩擦力によって擁壁の耐力を増大し、これに
より、基礎フーチングの施工を省略し得るかもしれない。
特許第2824217号掲載公報
In order to solve such a problem of foundation footing construction, a retaining wall structure of a dry construction method configured to apply a load to the ground and to apply a bending moment on the non-falling side to the parent pile in advance is Japanese Patent No. 28824217. It is disclosed in the issue publication. This retaining wall has a structure in which a weight building or beam of reinforced concrete structure is formed in the groove by drilling a weight construction groove on the natural ground side, and this weight is connected to the parent pile directly under the retaining wall with a support beam. However, a retaining wall such as a PC plate is formed between the parent piles.
According to such a retaining wall structure, a bending moment acts on the parent pile due to the load of the weight, and the strength of the retaining wall is increased by the adhesive force and frictional force of the supporting beam and the weight against the ground, and thereby the foundation footing. It may be possible to omit the construction.
Patent No. 2824217

しかしながら、上記特許文献1の擁壁は、親杭(鋼材)の下端部を地中に埋込み、親杭
上部の間に壁体構成要素(PC版等)を掛け渡す乾式工法の擁壁であるにすぎず、高地盤
の土圧および壁体構成要素の自重は、壁体の変形と、親杭及び壁体構成要素の係止部に生
じる反力とによって、吸収し又は支持し得るにすぎない。
However, the retaining wall of Patent Document 1 is a retaining wall of a dry construction method in which a lower end portion of a main pile (steel material) is embedded in the ground and a wall element (such as a PC plate) is spanned between the upper portions of the main pile. However, the earth pressure of the high ground and the weight of the wall component can only be absorbed or supported by the deformation of the wall and the reaction force generated in the locking portion of the parent pile and the wall component. Absent.

また、上記特許文献1の擁壁では、親杭の上部から高地盤側に鋼製ブラケットを突出さ
せ、ブラケットの先端部に錘を構築することによって、非転倒側のモーメントを擁壁に与
えているが、ブラケットは、線型部材であり、しかも、ブラケット及び親杭の接合部は、
ピン支持の支点であるにすぎず、このため、地盤の摩擦力を効果的に利用することはでき
ない。
Moreover, in the retaining wall of the said patent document 1, the moment of the non-falling side is given to a retaining wall by making a steel bracket protrude from the upper part of a main pile to the high ground side, and building a weight in the front-end | tip part of a bracket. However, the bracket is a linear member, and the joint between the bracket and the parent pile is
It is only a fulcrum for pin support, and therefore the frictional force of the ground cannot be used effectively.

上記特許文献1の擁壁は又、親杭(通常は山止め工事(仮設工事)に使用されるH型鋼
材)と、鋼製ブラケットと、PC版等の面材とを組付けた構造を有するにすぎず、各構成
要素を剛体として一体化したものではない。このため、このような擁壁の構造によっては
、擁壁全体で土圧に耐える効果は、得られない。しかも、軸組部材として鋼材を用いた特
許文献1の擁壁では、鋼材の発錆を回避し難く、擁壁の耐用年数の点においても、これを
改善すべき必要がある。
The retaining wall of Patent Document 1 also has a structure in which a main pile (usually an H-shaped steel material used for mountain retaining work (temporary work)), a steel bracket, and a face material such as a PC plate are assembled. It is only provided and each component is not integrated as a rigid body. For this reason, depending on the structure of such a retaining wall, the effect of enduring earth pressure in the entire retaining wall cannot be obtained. In addition, the retaining wall of Patent Document 1 using steel as the shaft assembly member is difficult to avoid rusting of the steel material, and this needs to be improved in terms of the service life of the retaining wall.

本発明は、このような事情に鑑みてなされたものであり、その目的とするところは、擁
壁の各構成要素を一体化し、高地盤の土圧に対する耐力を擁壁全体として効果的且つ長期
に発揮するとともに、掘削土、廃土及び埋戻し土の量を削減し、しかも、擁壁の転倒を確
実に防止することができる擁壁及びその施工方法を提供することにある。
The present invention has been made in view of such circumstances, and the object of the present invention is to integrate the components of the retaining wall so that the resistance to the earth pressure of the high ground is effective and long-term as a whole. It is another object of the present invention to provide a retaining wall that can reduce the amount of excavated soil, waste soil, and backfill soil, and that can reliably prevent the retaining wall from falling over, and a method for constructing the retaining wall.

本発明は、上記目的を達成すべく、高地盤の土圧を支持し、高地盤の崩壊を阻止する擁
壁において、
所定の耐力を有する地盤の支持層に達する杭部分と、低地盤の地盤面から上方に延びる
立柱部分とを一体化した支柱と、
複数の前記立柱部分と一体化した鉄筋コンクリート構造の壁体とを備え、
前記支柱は、擁壁の壁芯方向に間隔を隔てて配置されることを特徴とする擁壁を提供す
る。
In order to achieve the above object, the present invention supports the earth pressure of the high ground and prevents the collapse of the high ground.
A pillar that integrates a pile portion that reaches the ground support layer having a predetermined yield strength and a vertical pillar portion that extends upward from the ground surface of the low ground,
A wall of a reinforced concrete structure integrated with a plurality of the standing column parts,
The struts are provided with a retaining wall that is spaced apart in the direction of the wall core of the retaining wall.

本発明は又、高地盤の土圧を支持し、高地盤の崩壊を阻止する擁壁の施工方法において

下部を地中に埋込み、上部を低地盤から上方に突出させた鋼管を壁芯方向に間隔を隔て
て低地盤に施工し、前記鋼管によって複数の中空支柱を形成する支柱施工工程と、
前記支柱が壁体内に埋設されるように壁体の配筋・型枠を施工する配筋・型枠工程と、
前記型枠の上部から型枠内にコンクリートを流し込み、型枠内と、前記支柱の内部中空
域とに同時にコンクリートを充填するコンクリート打設工程とを有することを特徴とする
擁壁の施工方法を提供する。
The present invention also supports the earth pressure of the high ground, in the construction method of the retaining wall that prevents the collapse of the high ground,
A strut construction process in which a steel pipe having a lower portion embedded in the ground and an upper portion projecting upward from the low ground is constructed on the low ground with an interval in the wall core direction, and a plurality of hollow struts are formed by the steel pipe,
Reinforcement and formwork process for constructing wall reinforcement and formwork so that the struts are embedded in the wall,
A method for constructing a retaining wall, comprising: pouring concrete into the formwork from the upper part of the formwork, and having a concrete placing step for simultaneously filling the inside of the formwork and the internal hollow area of the support column. provide.

本発明は更に、高地盤の土圧を支持し、高地盤の崩壊を阻止する擁壁の施工方法におい
て、
下部を地中に埋込み、上部を低地盤から上方に突出させた杭体を壁芯方向に間隔を隔て
て低地盤に施工する杭施工工程と、
前記杭体の上部が鉄筋コンクリート構造の柱の下部に埋設されるように柱及び壁体の配
筋・型枠を施工する配筋・型枠工程と、
前記型枠の上部から型枠内にコンクリートを流し込み、型枠内にコンクリートを充填し
、前記柱及び壁体を施工するコンクリート打設工程とを有することを特徴とする擁壁の施
工方法を提供する。
The present invention further supports the earth pressure of the high ground, in the construction method of the retaining wall that prevents the collapse of the high ground,
A pile construction process in which a pile body with a lower part embedded in the ground and an upper part projecting upward from the low ground is constructed on the low ground with an interval in the direction of the wall core,
Reinforcement and formwork process for constructing reinforcement and formwork of columns and walls so that the upper part of the pile body is embedded in the lower part of the columns of the reinforced concrete structure;
A method for constructing a retaining wall, comprising: pouring concrete into the formwork from the top of the formwork, filling the formwork with concrete, and constructing the pillar and the wall body is provided. To do.

本発明の上記構成によれば、支柱の下部は、杭を構成し、支柱の上部は、壁体と一体化
した立柱を構成する。高地盤の土圧は、主として壁体に作用し、壁体に作用する荷重は、
支柱を介して地盤の支持層に伝達する。壁体は、土壌による腐食に耐え、比較的長期に亘
って所望の耐力を維持する。
According to the said structure of this invention, the lower part of a support | pillar comprises a pile, and the upper part of a support | pillar comprises the standing pillar integrated with the wall body. The earth pressure of the high ground mainly acts on the wall body, and the load acting on the wall body is
It is transmitted to the ground support layer through the support. The wall body resists corrosion by soil and maintains a desired strength for a relatively long time.

好ましくは、支柱は、下端部を閉塞した中空の鋼管からなる。鋼管の上部は、壁体に埋
め込まれ又は柱の下部に埋め込まれる。鋼管の内部中空域には、コンクリートが充填され
る。コンクリートを充填した支柱は、中空鋼材とコンクリートとの相互拘束効果(コンフ
ァインド効果)により、高い軸圧縮耐力、曲げ耐力及び変形性能を発揮する。例えば、中
空鋼材の局部座屈が充填コンクリートによって抑制され、その靱性が向上するとともに、
充填コンクリートの剛性が中空鋼材に付加され、支柱全体の剛性が向上する。更には、充
填コンクリートによって、鋼材内部の防錆効果が得られる。
Preferably, a support | pillar consists of a hollow steel pipe which obstruct | occluded the lower end part. The upper part of the steel pipe is embedded in the wall body or embedded in the lower part of the column. Concrete is filled into the hollow interior of the steel pipe. The column filled with concrete exhibits high axial compression strength, bending strength and deformation performance due to the mutual restraint effect (confined effect) between the hollow steel material and the concrete. For example, local buckling of hollow steel material is suppressed by filled concrete, and its toughness is improved,
The rigidity of the filled concrete is added to the hollow steel material, and the rigidity of the entire support is improved. Furthermore, the rust prevention effect inside steel materials is acquired by filling concrete.

更に好ましくは、立柱部分、鋼管又は杭体上部は、地上レベルにおいて横架材又はトラ
ス構造によって相互連結される。トラス構造は、水平横架材及び斜材によって形成される
。横架材及び斜材は、鋼管に溶接した鋼材からなる。横架材又はトラス構造は、杭部分を
相互連結し、複数の杭部分からなる杭群全体の剛性を向上させる。横架材又はトラス構造
は、擁壁の施工中に杭部分の位置を設定し又は調整するのに使用することができる。また
、横架材又はトラス構造の施工は、杭部分の位置を施工中に安定させ又は保持する上でも
有効である。斜材は、交差ブレース形態(たすき掛け形態)に配設しても良い。
More preferably, the upright column part, the steel pipe or the upper part of the pile body are interconnected by a horizontal member or a truss structure at the ground level. The truss structure is formed by horizontal horizontal members and diagonal members. The horizontal member and the diagonal member are made of a steel material welded to a steel pipe. The horizontal member or truss structure interconnects the pile portions and improves the rigidity of the entire pile group composed of a plurality of pile portions. A horizontal member or truss structure can be used to set or adjust the position of the pile portion during construction of the retaining wall. Moreover, construction of a horizontal member or a truss structure is also effective in stabilizing or holding the position of the pile portion during construction. The diagonal members may be arranged in a cross brace form (taped form).

かくして、本発明の擁壁は、高地盤の土圧に対する耐力を擁壁全体として効果的且つ長
期に発揮し、コンクリートを充填した支柱は、擁壁の転倒を確実に防止する。
Thus, the retaining wall of the present invention exerts the resistance against the earth pressure of the high ground effectively and for a long time as a whole retaining wall, and the column filled with concrete surely prevents the retaining wall from overturning.

本発明の擁壁は又、高地盤側に延びる大型フーチングを省略した構成を備えるので、施
工において、支柱及び壁体を施工可能な範囲のみを掘削すれば良い。従って、本発明によ
れば、地盤掘削の工程及び労力を短縮又は軽減し、掘削土、廃土及び埋戻し土の量を削減
することができる。掘削土量の削減は、移動土量の減少や、埋戻し土の非安定性に伴う課
題を同時に解消するので、実務的に極めて有利である。また、本発明の擁壁は、フーチン
グを施工困難な地形に適用し得るので、擁壁の適用範囲は、大きく拡大する。
Since the retaining wall of the present invention also has a configuration in which a large footing extending to the high ground side is omitted, it is only necessary to excavate only a range where the column and the wall body can be constructed. Therefore, according to the present invention, the ground excavation process and labor can be shortened or reduced, and the amount of excavated soil, waste soil, and backfill soil can be reduced. The reduction of the excavated soil volume is extremely advantageous in practice because it simultaneously eliminates the problems associated with the reduction of the moving soil volume and the instability of the backfill soil. Moreover, since the retaining wall of this invention can apply footing to the terrain where construction is difficult, the applicable range of a retaining wall expands greatly.

本発明の擁壁及びその施工方法によれば、擁壁の各構成要素を一体化し、高地盤の土圧
に対する耐力を擁壁全体として効果的且つ長期に発揮するとともに、掘削土、廃土及び埋
戻し土の量を削減し、しかも、擁壁の転倒を防止することができる。
According to the retaining wall and its construction method of the present invention, each component of the retaining wall is integrated, and the resistance to the earth pressure of the high ground is effectively and long-term demonstrated as a whole retaining wall, and excavated soil, waste soil, and The amount of backfill soil can be reduced, and the retaining wall can be prevented from falling.

好ましくは、壁体下部の断面を拡大した布基礎又は地中梁が、壁体下部に形成される。
布基礎又は地中梁は、壁体に沿って連続し、支柱は、布基礎又は地中梁を垂直に貫通する
Preferably, a cloth foundation or an underground beam having an enlarged cross section of the lower portion of the wall body is formed in the lower portion of the wall body.
The fabric foundation or underground beam continues along the wall, and the struts vertically penetrate the fabric foundation or underground beam.

本発明の好適な実施形態において、上記支柱は、円形断面の鋼管からなり、鋼管の下端
部は、鋼管の直径と同等の直径を有する円形板によって閉塞される。好ましくは、鋼管の
直径は、コンクリート充填時の施工性を考慮し、150mm以上の寸法に設定される。好
適には、壁体の壁厚は、200mm以上の寸法に設定される。構造計算上、壁体の壁厚に
比べて鋼管の直径が過大な場合には、鋼管を埋設する壁体部分の断面を局所的に拡大して
も良い。
In a preferred embodiment of the present invention, the support column is made of a steel pipe having a circular cross section, and the lower end portion of the steel pipe is closed by a circular plate having a diameter equivalent to the diameter of the steel pipe. Preferably, the diameter of the steel pipe is set to a dimension of 150 mm or more in consideration of workability during concrete filling. Preferably, the wall thickness of the wall body is set to a dimension of 200 mm or more. In the structural calculation, when the diameter of the steel pipe is excessive as compared with the wall thickness of the wall body, the cross section of the wall body portion in which the steel pipe is embedded may be locally enlarged.

以下、添付図面を参照して本発明の好適な実施例について詳細に説明する。   Hereinafter, preferred embodiments of the present invention will be described in detail with reference to the accompanying drawings.

図1は、本発明の擁壁の基本構成を示す横断面図であり、図2は、擁壁の側面側及び正
面側の部分立面図である。また、図3は、図1のI−I線、II−II線及びIII−III線にお
ける断面図である。
FIG. 1 is a cross-sectional view showing a basic configuration of a retaining wall according to the present invention, and FIG. 2 is a partial elevation view of a side surface and a front side of the retaining wall. 3 is a cross-sectional view taken along lines II, II-II, and III-III in FIG.

図1に示す如く、擁壁1は、高地盤HGの地形に相応した平面形態に配置され、左右の
端部が高地盤HG側に屈曲している。擁壁1は、高地盤HGを囲み、低地盤LG側への高
地盤HGの崩壊又は崩落を阻止する
As shown in FIG. 1, the retaining wall 1 is arranged in a planar form corresponding to the topography of the high ground HG, and the left and right ends are bent toward the high ground HG. The retaining wall 1 surrounds the high ground HG and prevents the high ground HG from collapsing or collapsing toward the low ground LG.

擁壁1は、壁芯方向に所定間隔を隔てて配置された円形断面の鋼製垂直支柱2と、鉄筋
コンクリート構造の壁体3とから構成される。支柱2の上部は、壁体3内に埋設され、支
柱2の下部は、地中に貫入する。壁体3の下部は、断面が拡大され、断面拡大部分は、擁
壁1の壁芯に沿って壁長方向に延びる鉄筋コンクリート構造の布基礎又は地中梁4(以下
、「布基礎等4」という。)を構成する。布基礎等4は、壁体3の基礎を構成するととも
に、支柱2を相互連結するように機能する。
The retaining wall 1 includes a steel vertical column 2 having a circular cross section disposed at a predetermined interval in the wall core direction, and a wall body 3 having a reinforced concrete structure. The upper part of the support column 2 is embedded in the wall body 3, and the lower part of the support column 2 penetrates into the ground. The lower portion of the wall body 3 has an enlarged cross section, and the enlarged cross section is a reinforced concrete structure cloth foundation or underground beam 4 (hereinafter referred to as “cloth foundation etc. 4”) extending in the wall length direction along the wall core of the retaining wall 1. That is). The cloth foundation 4 functions as a base of the wall body 3 and interconnects the support columns 2.

支柱2、壁体3及び布基礎等4は、図2に示すように、高地盤HGの土圧に耐える一体
的な土留め壁を構成する。支柱2の下端部は、支持層Sに達する。擁壁1に作用する土圧
、地震力等の鉛直荷重及び水平荷重と、擁壁1の自重とは、擁壁1と地盤Gとの間に作用
する摩擦力、布基礎等4が接地する地盤Gの地盤耐力、支柱2の地中部分と地盤Gとの摩
擦力、更には、支柱2に対する支持層Sの支持力によって支持される。
As shown in FIG. 2, the column 2, the wall body 3, and the fabric foundation 4 constitute an integral earth retaining wall that can withstand the earth pressure of the high ground HG. The lower end portion of the support column 2 reaches the support layer S. The vertical load and horizontal load such as earth pressure and seismic force acting on the retaining wall 1 and the weight of the retaining wall 1 are the frictional force acting between the retaining wall 1 and the ground G, and the cloth foundation 4 is grounded. It is supported by the ground strength of the ground G, the frictional force between the underground portion of the support 2 and the ground G, and the support force of the support layer S on the support 2.

図1に示す如く、擁壁1の屈曲部には、所望により、コンクリート増打ち等のフカシ部
5が形成される。図3(C)に示す如く、低地盤LGの地盤面に高低差が生じる場合には
、低地盤LGの地盤面に相応するように布基礎等4のレベルを段階的又は連続的に変化さ
せることが望ましい。支柱2として、円形断面又は角形断面の鋼管、H形鋼等の構造用形
鋼、PC(プレキャストコンクリート)部材等を使用し得る。以下、支柱2として、鋼管
を使用した好適な実施例について説明する。
As shown in FIG. 1, the bent portion of the retaining wall 1 is formed with a fuzzy portion 5 such as a concrete beating-up if desired. As shown in FIG. 3 (C), when a level difference occurs on the ground surface of the low ground LG, the level of the cloth foundation 4 is changed stepwise or continuously so as to correspond to the ground surface of the low ground LG. It is desirable. As the support 2, a steel pipe having a circular or square cross section, a structural steel such as H-shaped steel, a PC (precast concrete) member, or the like can be used. Hereinafter, the suitable Example which uses a steel pipe as the support | pillar 2 is described.

図4は、擁壁1の断面構造を示す縦断面図及びIV−IV線断面図である。   FIG. 4 is a longitudinal sectional view showing a sectional structure of the retaining wall 1 and a sectional view taken along line IV-IV.

支柱2は、均一な円形断面の鋼管からなり、支柱2の下部(杭部分2a)は、地中に埋
入される。支柱2の下端部は、好ましくは、N値10以上の支持層Sに達する。支柱2の
下端開口は、円形盲板6によって閉塞され、盲板6は、埋入時に生じ得る土砂の鋼管内進
入を阻止する。好ましくは、円形盲板6は、鋼管内への水の進入を防止可能な水密性を有
し、或いは、水密性シール等の水密手段を備える。支柱2の上部(立柱部分2b)は、概
ね高地盤Gの地盤面のレベルまで低地盤LGから上方に突出する。支柱2の内部中空域に
は、コンクリート8が充填される。支柱2を構成する鋼管の直径は、好ましくは、100
mm〜300mmの範囲に設定される。コンクリート充填の施工性を考慮し、鋼管の直径
を150mm以上に設定することが望ましい。本例では、鋼管の直径は、約170mmに設定
されている。好適には、支柱2は、図3に示すように、トラス構造20によって相互連結
される。トラス構造20の詳細については、後述する。
The support column 2 is made of a steel pipe having a uniform circular cross section, and the lower portion (pile portion 2a) of the support column 2 is buried in the ground. The lower end portion of the support column 2 preferably reaches the support layer S having an N value of 10 or more. The lower end opening of the support column 2 is closed by a circular blind plate 6, and the blind plate 6 prevents soil and sand from entering the steel pipe that may occur during embedding. Preferably, the circular blind plate 6 has water tightness capable of preventing water from entering the steel pipe, or includes a water tight means such as a water tight seal. The upper part (standing column part 2b) of the support column 2 protrudes upward from the low ground LG to the level of the ground surface of the high ground G. Concrete 8 is filled in the internal hollow region of the column 2. The diameter of the steel pipe constituting the column 2 is preferably 100.
It is set in the range of mm to 300 mm. In consideration of the workability of filling concrete, it is desirable to set the diameter of the steel pipe to 150 mm or more. In this example, the diameter of the steel pipe is set to about 170 mm. Preferably, the struts 2 are interconnected by a truss structure 20 as shown in FIG. Details of the truss structure 20 will be described later.

壁体3は、縦横の壁筋3aを配筋した鉄筋コンクリート構造の壁体からなる。壁体3の
壁厚は、好ましくは、250mm〜400mmの範囲に設定される。本例では、壁体3の壁
厚は、300mmに設定されている。壁筋3aとして、D10〜D16程度の汎用の異形鉄
筋が使用され、壁筋間隔は、150mm〜300mm程度に設定される。本例では、壁筋3a
として、D13の異形鉄筋が使用され、壁筋3aの間隔は、250mm に設定されている
。壁筋3aを構成する縦筋は、布基礎等4内に延び、布基礎等4のコンクリートに定着す
る。なお、壁体3の裏面には、透水マット7が配置される。
The wall body 3 is a wall body of a reinforced concrete structure in which vertical and horizontal wall bars 3a are arranged. The wall thickness of the wall body 3 is preferably set in the range of 250 mm to 400 mm. In this example, the wall thickness of the wall body 3 is set to 300 mm. As the wall reinforcement 3a, general-purpose deformed reinforcing bars of about D10 to D16 are used, and the wall reinforcement interval is set to about 150 mm to 300 mm. In this example, the wall muscle 3a
D13 deformed reinforcing bars are used, and the interval between the wall bars 3a is set to 250 mm. The vertical bars constituting the wall bars 3 a extend into the cloth foundation 4 and are fixed to the concrete of the cloth foundation 4. A water permeable mat 7 is disposed on the back surface of the wall 3.

布基礎等4は、壁芯方向に延びる主筋4aと、主筋4aを囲むスタラップ筋4bとを配
筋した鉄筋コンクリート構造の梁型部材からなり、布基礎等4の下面は、捨てコンクリー
ト及び採石等によって整地した掘削地盤面に接地する。主筋4aとして、D13〜D25
程度の汎用の異形鉄筋を使用し、スタラップ筋4bとして、D10〜D13程度の汎用の
異形鉄筋を使用することができる。本例では、主筋4a及びスタラップ筋4bとして、い
ずれもD13の異形鉄筋が使用されている。布基礎等4の幅Wは、一般には、400〜6
00mm程度に設定され、本例では、500mmに設定されている。布基礎等4の高さDは
、一般には、200〜400mm程度に設定され、本例では、250mmに設定されている
The fabric foundation 4 is composed of a reinforced concrete beam-type member with a main reinforcement 4a extending in the direction of the wall core and a stirrup reinforcement 4b surrounding the main reinforcement 4a. The lower surface of the fabric foundation 4 is made of discarded concrete, quarrying, etc. Make contact with the leveled excavated ground surface. D13 to D25 as the main muscle 4a
A general-purpose deformed reinforcing bar having a degree of about D10 to D13 can be used as the stirrup bar 4b. In this example, a deformed reinforcing bar of D13 is used as the main muscle 4a and the stirrup muscle 4b. The width W of the fabric foundation 4 is generally 400-6.
It is set to about 00 mm, and in this example, it is set to 500 mm. The height D of the fabric foundation 4 is generally set to about 200 to 400 mm, and is set to 250 mm in this example.

かくして、壁体3及び布基礎等4は、一体的な鉄筋コンクリート構造体を構成し、布基
礎等4の幅Wは、従来の擁壁におけるフーチングの幅(奥行)と比べ、遥かに小さい寸法
に設定される。
Thus, the wall 3 and the fabric foundation 4 constitute an integral reinforced concrete structure, and the width W of the fabric foundation 4 is much smaller than the footing width (depth) of the conventional retaining wall. Is set.

図5、図6及び図7は、擁壁1の施工方法を段階的に示す縦断面図である。   5, 6, and 7 are vertical cross-sectional views showing the method of installing the retaining wall 1 in stages.

図5に示す如く、高地盤HGは、支柱2、壁体3及び布基礎等4の施工のために掘削さ
れる。擁壁1の施工において、高地盤Gの掘削範囲は、支柱2、壁体3及び布基礎等4を
施工可能な最小限の範囲に限定される。即ち、擁壁1の施工においては、従来の擁壁施工
方法と異なり、フーチング施工のために高地盤HGを大きく掘削することを要しない。
As shown in FIG. 5, the high ground HG is excavated for the construction of the columns 2, the wall bodies 3, the cloth foundations 4 and the like. In the construction of the retaining wall 1, the excavation range of the high ground G is limited to a minimum range in which the support column 2, the wall body 3, the cloth foundation 4 and the like can be constructed. That is, in the construction of the retaining wall 1, unlike the conventional retaining wall construction method, it is not necessary to excavate the high ground HG for the footing construction.

オーガ併用の杭打ち機等によって、杭孔を掘削した後、鋼管杭を地盤に圧入し、鋼管杭
の先端部が支持層Sに若干喰込む位置まで鋼管杭を埋込み、支柱2を施工する。支柱2と
して施工した鋼管杭の上部は、掘削地盤から上方に突出し、支柱2の上部が、鋼管杭によ
って形成される。
After excavating the pile hole with a pile driving machine combined with an auger, the steel pipe pile is press-fitted into the ground, the steel pipe pile is embedded to a position where the tip of the steel pipe pile slightly bites into the support layer S, and the column 2 is constructed. The upper part of the steel pipe pile constructed as the support column 2 protrudes upward from the excavated ground, and the upper part of the support column 2 is formed by the steel pipe pile.

捨てコンクリート及び採石等によって掘削地盤を整地した後、図6に示すように壁体3
及び布基礎等4の壁筋3a、主筋4a及びスタラップ筋4bが配筋され、コンクリート工
事用の型枠9が建込まれる。型枠9の施工を完了した後、コンクリート8が型枠9の上部
から流し込まれる。図7に示す如く、コンクリート8は、型枠9内に充填されるのみなら
ず、支柱2の上部開口を介して支柱2内に流入し、支柱2の内部中空域に完全に充填され
る。
After leveling the excavated ground with abandoned concrete and quarrying, etc., as shown in FIG.
And the wall reinforcement 3a, the main reinforcement 4a, and the stirrup reinforcement 4b of the cloth foundation 4 are arranged, and the formwork 9 for concrete work is built. After completing the construction of the mold 9, the concrete 8 is poured from the upper part of the mold 9. As shown in FIG. 7, the concrete 8 is not only filled into the mold 9, but also flows into the column 2 through the upper opening of the column 2 and completely fills the internal hollow area of the column 2.

コンクリートの硬化後に型枠9を解体し、掘削土を埋戻すことにより、図4に示す擁壁
1が完成する。
After the concrete is hardened, the formwork 9 is disassembled and the excavated soil is backfilled, whereby the retaining wall 1 shown in FIG. 4 is completed.

このような構成の擁壁1によれば、擁壁1の自重及び荷重の多くは、支柱2によって支
持層Sに伝達することから、従来のような大型フーチングの施工を省略することができる
ので、掘削範囲を制限し、掘削土、廃土及び埋戻し土の量を削減することができる。壁体
3及び布基礎等4は、支柱2を相互連結し、擁壁1の剛性を全体的に向上させるとともに
、高地盤HGの土圧に耐える一体的な擁壁として働く。
According to the retaining wall 1 having such a configuration, most of the weight and load of the retaining wall 1 are transmitted to the support layer S by the support column 2, so that the conventional large footing can be omitted. Can limit the excavation range and reduce the amount of excavated soil, waste soil and backfill soil. The wall body 3 and the cloth foundation 4 and the like serve as an integral retaining wall that interconnects the columns 2 and improves the rigidity of the retaining wall 1 as a whole and withstands the earth pressure of the high ground HG.

殊に、上記擁壁1においては、擁壁1に作用する水平荷重(土圧及び地震力等)の支持
に支持層Sの支持力を利用するので、地震時に地盤の液状化が生じ得る軟弱地盤に本発明
の擁壁1を構築した場合、従来の擁壁では達成し得なかった高い耐震性が得られる。
In particular, the retaining wall 1 uses the supporting force of the supporting layer S to support horizontal loads (such as earth pressure and seismic force) acting on the retaining wall 1, so that the ground can be liquefied during an earthquake. When the retaining wall 1 of the present invention is constructed on the ground, high earthquake resistance that cannot be achieved by the conventional retaining wall can be obtained.

図8は、本発明の他の実施例を示す擁壁の正面図であり、図9及び図10は、図8に示
す擁壁の縦断面図、V−V線断面図及びVI−VI線断面図である。各図において、前述の実
施例の構成要素又は構成部材と実質的に同一又は同等の構成要素又は構成部材については
、同一の参照符号が付されている。
FIG. 8 is a front view of a retaining wall showing another embodiment of the present invention, and FIGS. 9 and 10 are a longitudinal sectional view, a VV sectional view and a VI-VI line of the retaining wall shown in FIG. It is sectional drawing. In each drawing, the same reference numerals are assigned to components or components substantially the same as or equivalent to the components or components of the above-described embodiment.

図8に示す如く、擁壁1は、壁芯方向に所定間隔を隔てて配置された複合構造の垂直支
柱10と、鉄筋コンクリート構造の壁体3とから構成される。支柱10の上部は、鉄筋コ
ンクリート構造の鉛直柱10bからなり、支柱10の下部は、地中に貫入する杭10aか
らなる。壁体3の下部は、断面が拡大され、断面拡大部分は、擁壁1の壁芯に沿って壁長
方向に延びる鉄筋コンクリート構造の布基礎等4を構成する。布基礎等4は、壁体3の基
礎を構成するとともに、鉛直柱10b及び杭10aを相互連結するように機能する。
As shown in FIG. 8, the retaining wall 1 is composed of a composite structure vertical column 10 disposed at a predetermined interval in the wall core direction and a wall body 3 of a reinforced concrete structure. The upper part of the column 10 is composed of a vertical column 10b having a reinforced concrete structure, and the lower part of the column 10 is composed of a pile 10a penetrating into the ground. The lower part of the wall body 3 is enlarged in cross section, and the enlarged cross section constitutes a reinforced concrete structure cloth base 4 extending in the wall length direction along the wall core of the retaining wall 1. The cloth foundation 4 and the like constitute the foundation of the wall body 3 and function to interconnect the vertical column 10b and the pile 10a.

支柱10、壁体3及び布基礎等4は、高地盤HGの土圧に耐える一体的な土留め壁を構
成する。杭10aの下端部は、支持層Sに達する。擁壁1に作用する土圧、地震力等の鉛
直荷重及び水平荷重と、擁壁1の自重とは、擁壁1と地盤Gとの間に作用する摩擦力、布
基礎等4が接地する地盤Gの地盤耐力、杭10aと地盤Gとの摩擦力、更には、杭10a
に対する支持層Sの支持力によって支持される。
The support | pillar 10, the wall body 3, and the fabric foundation 4 comprise the integral earth retaining wall which bears the earth pressure of high ground HG. The lower end of the pile 10a reaches the support layer S. The vertical load and horizontal load such as earth pressure and seismic force acting on the retaining wall 1 and the weight of the retaining wall 1 are the frictional force acting between the retaining wall 1 and the ground G, and the cloth foundation 4 is grounded. Ground strength of ground G, frictional force between pile 10a and ground G, and pile 10a
Is supported by the support force of the support layer S.

杭10aは、先端部を閉塞した鋼管、PC(プレキャストコンクリート)杭、或いは、
場所打ち杭等からなる。鋼管杭を用いる場合には、前述の実施例と同様、鋼管の中空部に
コンクリートを充填することが望ましい。以下、図9及び図10を参照して、本実施例に
ついて説明する。
The pile 10a is a steel pipe with a closed end, a PC (precast concrete) pile, or
It consists of cast-in-place piles. When using a steel pipe pile, it is desirable to fill the hollow portion of the steel pipe with concrete, as in the previous embodiment. Hereinafter, this embodiment will be described with reference to FIGS. 9 and 10.

杭10aは、地中に埋入され、好ましくはN値10以上の支持層Sに達する。杭10a
の杭頭は、概ね低地盤LGの地盤面レベルに位置決めされる。杭径は、好ましくは、10
0mm〜550mmの範囲に設定される。鉛直柱10bは、杭10aの直上に施工された
方形断面(本例では、正方形断面)の鉄筋コンクリート柱からなり、鉛直柱10bの断面
寸法は、例えば、350mm×350mm〜700mm×700mmの範囲に設定される
。鉛直柱10bには、主筋11及びフープ筋12が配筋される。主筋11として、D19
〜D25程度の汎用の異形鉄筋を使用し、フープ筋12として、D10〜D13程度の汎
用の異形鉄筋を使用することができる。鉛直柱10b及び杭10aの各軸芯は、支柱10
の垂直中心軸線CLと一致し、鉛直柱10b及び杭10aは合芯する。
The pile 10a is buried in the ground, and preferably reaches the support layer S having an N value of 10 or more. Pile 10a
The pile head is generally positioned at the ground level of the low ground LG. The pile diameter is preferably 10
It is set in the range of 0 mm to 550 mm. The vertical column 10b is formed of a reinforced concrete column having a square cross section (in this example, a square cross section) constructed immediately above the pile 10a, and the cross-sectional dimension of the vertical column 10b is set in a range of 350 mm × 350 mm to 700 mm × 700 mm, for example. Is done. A main bar 11 and a hoop bar 12 are arranged in the vertical column 10b. D19 as the main muscle 11
A general-purpose deformed reinforcing bar of about D25 can be used, and a general-purpose deformed reinforcing bar of about D10 to D13 can be used as the hoop bar 12. Each axis of the vertical pillar 10b and the pile 10a is a pillar 10
The vertical column 10b and the pile 10a are aligned with each other.

前述の実施例と同様、壁体3は、縦横の壁筋3aを配筋した鉄筋コンクリート構造壁か
らなり、壁体3の壁厚は、好ましくは、250mm〜400mmの範囲に設定される。壁筋
3aの縦筋は、布基礎等4内に延び、布基礎等4のコンクリートに定着する。壁体3の他
の構成、布基礎等4の構造、更には、透水マット7は、前述の実施例と実質的に同一であ
る。
Similar to the above-described embodiment, the wall body 3 is composed of a reinforced concrete structural wall in which vertical and horizontal wall bars 3a are arranged, and the wall thickness of the wall body 3 is preferably set in a range of 250 mm to 400 mm. The vertical bars of the wall bars 3 a extend into the cloth foundation 4 and are fixed to the concrete of the cloth foundation 4. Other configurations of the wall 3, the structure of the cloth foundation 4, and the water-permeable mat 7 are substantially the same as those in the above-described embodiment.

鉛直柱10b、壁体3及び布基礎等4は、一体的な鉄筋コンクリート構造体を構成し、
布基礎等4の幅Wは、従来の擁壁におけるフーチングの幅(奥行)と比べ、遥かに小さい
寸法に設定される。壁体3の壁芯CWは、垂直中心軸線CLと交差し、杭10aの杭頭部
分は、布基礎等4と支柱10との交差部に配置される。
The vertical pillar 10b, the wall 3 and the cloth foundation 4 constitute an integral reinforced concrete structure,
The width W of the fabric foundation 4 is set to a much smaller dimension than the footing width (depth) of the conventional retaining wall. The wall core CW of the wall body 3 intersects the vertical center axis CL, and the pile head portion of the pile 10 a is disposed at the intersection between the fabric foundation 4 and the column 10.

前述の実施例と同様、高地盤HGは、支柱10、壁体3及び布基礎等4の施工のために
掘削される。杭打ち機等によって、杭孔を掘削して杭10aを地盤に埋め込んだ後、捨て
コンクリート及び採石等によって掘削地盤を整地した後、鉛直柱10b、壁体3及び布基
礎等4の配筋・型枠を施工し、コンクリート8を打設する。コンクリートの硬化後に型枠
を解体し、掘削土を埋戻し、これにより、擁壁1の施工を完了する。
Similar to the above-described embodiment, the high ground HG is excavated for the construction of the column 10, the wall body 3, the cloth foundation 4 and the like. After excavating the pile hole with a pile driving machine and embedding the pile 10a in the ground, leveling the excavated ground with abandoned concrete and quarrying, etc., then arranging the vertical columns 10b, wall 3 and cloth foundation 4 A formwork is constructed and concrete 8 is laid. After the concrete is hardened, the formwork is dismantled and the excavated soil is backfilled, thereby completing the construction of the retaining wall 1.

このような構成の擁壁1によれば、擁壁1の自重及び荷重の多くは、支柱10によって
支持層Sに伝達することから、従来のような大型フーチングの施工を省略することができ
るので、掘削範囲を制限し、掘削土、廃土及び埋戻し土の量を削減することができる。壁
体3及び布基礎等4は、支柱10を相互連結し、擁壁1の剛性を全体的に向上させるとと
もに、高地盤HGの土圧に耐える一体的な擁壁として働く。
According to the retaining wall 1 having such a configuration, most of the weight and load of the retaining wall 1 are transmitted to the support layer S by the support column 10, so that the conventional large footing can be omitted. Can limit the excavation range and reduce the amount of excavated soil, waste soil and backfill soil. The wall body 3 and the cloth foundation 4 and the like serve as an integral retaining wall that interconnects the columns 10 to improve the rigidity of the retaining wall 1 as a whole and withstand the earth pressure of the high ground HG.

このような構造の擁壁1においては、擁壁1に作用する水平荷重(土圧及び地震力等)
の支持に支持層Sの支持力が利用されるので、地震時に地盤の液状化が生じ得る軟弱地盤
に擁壁1を構築した場合、従来の擁壁では達成し得なかった高い耐震性が得られる。
In the retaining wall 1 having such a structure, the horizontal load acting on the retaining wall 1 (earth pressure, seismic force, etc.)
Since the supporting force of the support layer S is used to support the structure, when the retaining wall 1 is constructed on soft ground where liquefaction of the ground can occur during an earthquake, high earthquake resistance that cannot be achieved with conventional retaining walls is obtained. It is done.

図11は、本発明の更に他の実施例を示す擁壁の縦断面図及びVIII−VIII線断面図であ
り、図12は、図11に示す擁壁の正面図である。各図において、前述の各実施例の構成
要素又は構成部材と実質的に同一又は同等の構成要素又は構成部材については、同一の参
照符号が付されている。
11 is a longitudinal sectional view and a sectional view taken along line VIII-VIII of a retaining wall showing still another embodiment of the present invention, and FIG. 12 is a front view of the retaining wall shown in FIG. In each drawing, the same reference numerals are assigned to components or components substantially the same as or equivalent to the components or components of the above-described embodiments.

図11に示す擁壁1においては、杭10aの上部が壁体3の中間高さ部分まで延びる。
間隔を隔てた杭10a同士を相互連結する上下一対の水平横架材13が、杭10aの上端
部及び中間高さ部分に連結される。斜材14が、杭10aの間に更に架設される。杭10
aとして鋼管杭を用いる場合には、水平横架材13及び斜材14として鋼材、例えば、F
B−6×50程度のフラットバーを用い、水平横架材13及び斜材14の端部を杭10a
に溶接すれば良い。水平横架材13及び斜材14として、アングル形鋼材等の構造用形鋼
、小寸法断面の鋼管、丸鋼、或いは、鉄筋等を用いることも可能である。
In the retaining wall 1 shown in FIG. 11, the upper portion of the pile 10 a extends to an intermediate height portion of the wall body 3.
A pair of upper and lower horizontal horizontal members 13 that interconnect the piles 10a spaced apart from each other are connected to the upper end portion and the intermediate height portion of the pile 10a. The diagonal member 14 is further installed between the piles 10a. Pile 10
In the case of using a steel pipe pile as a, the horizontal horizontal member 13 and the diagonal member 14 are steel materials, for example, F
Using a flat bar of about B-6 × 50, the ends of the horizontal horizontal member 13 and the diagonal member 14 are connected to the pile 10a.
We just weld it. As the horizontal horizontal member 13 and the diagonal member 14, a structural steel such as an angle steel, a steel pipe having a small cross section, a round steel, or a reinforcing bar can be used.

水平横架材13及び斜材14は、上弦材、下弦材及びラチス材からなるトラス構造20
を形成する。トラス構造20は、離間した杭10aを相互連結し、複数の杭10aからな
る杭群全体の剛性を向上させる。トラス構造20は、擁壁1の施工中に杭10aの位置を
設定し又は調整するのに使用することができる。また、トラス構造20の施工は、杭10
aの位置を施工中に安定させ又は保持する上でも有効である。変形例として、斜材14を
杭10aの間に交差ブレース形態(たすき掛け形態)に配設しても良い。
The horizontal horizontal member 13 and the diagonal member 14 are composed of a truss structure 20 made of an upper chord material, a lower chord material and a lattice material.
Form. The truss structure 20 interconnects the separated piles 10a and improves the rigidity of the entire pile group including the plurality of piles 10a. The truss structure 20 can be used to set or adjust the position of the pile 10a during the construction of the retaining wall 1. In addition, the construction of the truss structure 20 is the pile 10
It is also effective in stabilizing or holding the position a during construction. As a modified example, the diagonal members 14 may be arranged between the piles 10a in a cross brace form (taped form).

図11に示すトラス構造は、図3に示す如く、前述の第1実施例(図1〜図7)の擁壁
においても好ましく適用し得る。図11に示す擁壁1の他の構成は、前述の第2実施例(
図8〜図10)と実質的に同一であるので、更なる詳細な説明は、省略する。
The truss structure shown in FIG. 11 can be preferably applied to the retaining wall of the first embodiment (FIGS. 1 to 7) as shown in FIG. The other structure of the retaining wall 1 shown in FIG.
Since this is substantially the same as FIGS. 8 to 10, further detailed description will be omitted.

以上、本発明の好適な実施例について詳細に説明したが、本発明は上記実施例に限定さ
れるものではなく、特許請求の範囲に記載された本発明の範囲内で種々の変形又は変更が
可能である。
The preferred embodiments of the present invention have been described in detail above, but the present invention is not limited to the above-described embodiments, and various modifications or changes can be made within the scope of the present invention described in the claims. Is possible.

本発明の擁壁は、直線的な擁壁に限定されるものではなく、湾曲した擁壁や、角度をな
して複雑に屈曲する擁壁等の各種形態の擁壁として施工することができる。
The retaining wall of the present invention is not limited to a linear retaining wall, and can be constructed as various types of retaining walls, such as a curved retaining wall and a retaining wall that is bent at an angle in a complicated manner.

また、擁壁には、水抜孔等を適所に配設しても良い。   Moreover, you may arrange | position a drain hole etc. in an appropriate place in a retaining wall.

更に、鋼管は、円形断面のものに限定されず、方形、多角形又は楕円形等の断面の鋼管
を上記支柱又は杭として使用することも可能である。
Furthermore, a steel pipe is not limited to a thing with a circular cross section, It is also possible to use the steel pipe of cross sections, such as a square, a polygon, or an ellipse, as the said support | pillar or a pile.

本発明は、崖、急傾斜地又は水路等に施工される擁壁に適用される。本発明の擁壁は、
大型フーチングの施工を要しないので、擁壁の施工性は、大きく改善する。また、本発明
によれば、従来の擁壁では施工困難であった地盤に垂直な擁壁を施工することができる。
加えて、本発明は、既存擁壁の上に更に擁壁を構築する擁壁改修工事等を可能にする。ま
た、地震時に地盤の液状化が生じ得る軟弱地盤に本発明の擁壁を施工した場合、従来の擁
壁では達成し得なかった高い耐震性が得られるので、その有益性は顕著である。
The present invention is applied to a retaining wall constructed on a cliff, a steep slope, a water channel or the like. The retaining wall of the present invention is
Since construction of large footings is not required, the workability of retaining walls is greatly improved. Moreover, according to this invention, the vertical retaining wall perpendicular | vertical to the ground which was difficult to construct with the conventional retaining wall can be constructed.
In addition, the present invention enables a retaining wall renovation work and the like that further constructs a retaining wall on the existing retaining wall. In addition, when the retaining wall of the present invention is applied to soft ground where liquefaction of the ground can occur at the time of an earthquake, a high earthquake resistance that cannot be achieved by a conventional retaining wall can be obtained, and its benefit is remarkable.

本発明の擁壁の基本構成を示す横断面図である。It is a cross-sectional view which shows the basic composition of the retaining wall of this invention. 図1に示す擁壁の側面側及び正面側の部分立面図である。FIG. 2 is a partial elevational view of a side wall side and a front side of the retaining wall shown in FIG. 1. 図1のI−I線、II−II線及びIII−III線における断面図である。It is sectional drawing in the II line of FIG. 1, the II-II line, and the III-III line. 擁壁の断面構造を示す縦断面図及びIV−IV線断面図である。It is the longitudinal cross-sectional view which shows the cross-section of a retaining wall, and IV-IV sectional view. 擁壁の施工方法を示す縦断面図であり、鋼管杭の杭打ち工程が示されている 。It is a longitudinal cross-sectional view which shows the construction method of a retaining wall, and the pile driving process of a steel pipe pile is shown. 擁壁の施工方法を示す縦断面図であり、配筋・型枠工程が示されている。It is a longitudinal cross-sectional view which shows the construction method of a retaining wall, and the bar arrangement and formwork process is shown. 擁壁の施工方法を示す縦断面図であり、コンクリート打設工程が示されてい る。It is a longitudinal section showing the construction method of the retaining wall, showing the concrete placement process. 本発明の他の実施例を示す擁壁の正面図である。It is a front view of the retaining wall which shows the other Example of this invention. 図8に示す擁壁の縦断面図及びV−V線断面図である。It is the longitudinal cross-sectional view and VV sectional view of the retaining wall shown in FIG. 図8に示す擁壁の縦断面図及びVI−VI線断面図である。It is the longitudinal cross-sectional view and VI-VI sectional view of the retaining wall shown in FIG. 本発明の更に他の実施例を示す擁壁の縦断面図及びVII−VII線断面図であ る。It is the longitudinal cross-sectional view and VII-VII sectional view of the retaining wall which show other Example of this invention. 図11に示す擁壁の正面図である。It is a front view of the retaining wall shown in FIG.

符号の説明Explanation of symbols

1 擁壁
2、10 支柱
3 壁体
4 布基礎等(布基礎又は地中梁)
2a 杭部分
2b 立柱部分
10a 杭
10b 鉛直柱
13 水平横架材
14 斜材
20 トラス構造
HG 高地盤
LG 低地盤





1 Retaining Wall 2, 10 Post 3 Wall Body 4 Fabric Foundation (Cloth Foundation or Underground Beam)
2a Pile portion 2b Vertical column portion 10a Pile 10b Vertical column 13 Horizontal horizontal member 14 Diagonal material 20 Truss structure HG High ground LG Low ground





Claims (11)

高地盤の土圧を支持し、高地盤の崩壊を阻止する擁壁において、
所定の耐力を有する地盤の支持層に達する杭部分と、低地盤の地盤面から上方に延びる
立柱部分とを一体化した支柱と、
複数の前記立柱部分と一体化した鉄筋コンクリート構造の壁体とを備え、
前記支柱は、擁壁の壁芯方向に間隔を隔てて配置されることを特徴とする擁壁。
In the retaining wall that supports the earth pressure of the high ground and prevents the collapse of the high ground,
A pillar that integrates a pile portion that reaches the ground support layer having a predetermined yield strength and a vertical pillar portion that extends upward from the ground surface of the low ground,
A wall of a reinforced concrete structure integrated with a plurality of the standing column parts,
The retaining wall is characterized in that the struts are arranged at intervals in the direction of the wall core of the retaining wall.
前記支柱は、下端部を閉塞した中空の鋼管からなり、該鋼管の上部は、前記壁体に埋め
込まれ、該鋼管の内部中空域には、コンクリートが充填されることを特徴とする請求項1
に記載の擁壁。
The said support | pillar consists of a hollow steel pipe which obstruct | occluded the lower end part, The upper part of this steel pipe is embedded in the said wall, The concrete is filled in the internal hollow area of this steel pipe.
Retaining wall as described in.
前記立柱部分は、鉄筋コンクリート構造の柱からなり、前記杭部分の頭部は、前記柱の
下部に埋め込まれ、前記柱及び杭部分は、一体的な支柱を構成するように合芯し、前記壁
体は、前記柱と一体化することを特徴とする請求項1に記載の擁壁。
The standing column portion is composed of a column of reinforced concrete structure, a head portion of the pile portion is embedded in a lower portion of the column, the column and the pile portion are aligned so as to form an integral column, and the wall The retaining wall according to claim 1, wherein the body is integrated with the pillar.
前記支柱は、下端部を閉塞した中空の鋼管からなり、該鋼管の上部は、前記柱の下部に
埋め込まれ、該鋼管の内部中空域には、コンクリートが充填されることを特徴とする請求
項3に記載の擁壁。
The column is composed of a hollow steel pipe whose lower end is closed, an upper part of the steel pipe is embedded in a lower part of the pillar, and an internal hollow region of the steel pipe is filled with concrete. 3. Retaining wall according to 3.
前記壁体の下部は、布基礎又は地中梁を構成し、該布基礎又は地中梁は、前記壁体に沿
って連続し、前記支柱は、前記布基礎又は地中梁を貫通することを特徴とする請求項1乃
至4のいずれか1項に記載の擁壁。
The lower part of the wall body constitutes a fabric foundation or underground beam, the fabric foundation or underground beam is continuous along the wall body, and the strut penetrates the fabric foundation or underground beam. The retaining wall according to any one of claims 1 to 4, wherein:
前記立柱部分は、横架材又はトラス構造によって相互連結されることを特徴とする請求
項1乃至5のいずれか1項に記載の擁壁。
The retaining wall according to any one of claims 1 to 5, wherein the upright column portions are interconnected by a horizontal member or a truss structure.
高地盤の土圧を支持し、高地盤の崩壊を阻止する擁壁の施工方法において、
下部を地中に埋込み、上部を低地盤から上方に突出させた鋼管を壁芯方向に間隔を隔て
て低地盤に施工し、前記鋼管によって複数の中空支柱を形成する支柱施工工程と、
前記支柱が壁体内に埋設されるように壁体の配筋・型枠を施工する配筋・型枠工程と、
前記型枠の上部から型枠内にコンクリートを流し込み、型枠内と、前記支柱の内部中空
域とに同時にコンクリートを充填するコンクリート打設工程とを有することを特徴とする
擁壁の施工方法。
In the construction method of the retaining wall that supports the earth pressure of the high ground and prevents the collapse of the high ground,
A strut construction process in which a steel pipe having a lower portion embedded in the ground and an upper portion projecting upward from the low ground is constructed on the low ground with an interval in the wall core direction, and a plurality of hollow struts are formed by the steel pipe,
Reinforcement and formwork process for constructing wall reinforcement and formwork so that the struts are embedded in the wall,
A method for constructing a retaining wall, comprising: pouring concrete from an upper part of the formwork into the formwork, and a concrete placing step of simultaneously filling the inside of the formwork and the internal hollow region of the support column.
前記鋼管の下端部を予め閉塞し、地中埋込み時に前記鋼管内に土砂が進入するのを防止
することを特徴とする請求項7に記載された擁壁の施工方法。
The method for constructing a retaining wall according to claim 7, wherein a lower end portion of the steel pipe is closed in advance to prevent earth and sand from entering the steel pipe when buried in the ground.
高地盤の土圧を支持し、高地盤の崩壊を阻止する擁壁の施工方法において、
下部を地中に埋込み、上部を低地盤から上方に突出させた杭体を壁芯方向に間隔を隔て
て低地盤に施工する杭施工工程と、
前記杭体の上部が鉄筋コンクリート構造の柱の下部に埋設されるように柱及び壁体の配
筋・型枠を施工する配筋・型枠工程と、
前記型枠の上部から型枠内にコンクリートを流し込み、型枠内にコンクリートを充填し
、前記柱及び壁体を施工するコンクリート打設工程とを有することを特徴とする擁壁の施
工方法。
In the construction method of the retaining wall that supports the earth pressure of the high ground and prevents the collapse of the high ground,
A pile construction process in which a pile body with a lower part embedded in the ground and an upper part projecting upward from the low ground is constructed on the low ground with an interval in the direction of the wall core,
Reinforcement and formwork process for constructing reinforcement and formwork of columns and walls so that the upper part of the pile body is embedded in the lower part of the columns of the reinforced concrete structure;
A method for constructing a retaining wall, comprising: pouring concrete into the formwork from the upper part of the formwork, filling the formwork with concrete, and constructing the pillar and the wall.
下端部を予め閉塞した鋼管を前記杭体として使用し、地中埋込み時に前記鋼管内に土砂
が進入するのを防止するようにしたことを特徴とする請求項9に記載された擁壁の施工方
法。
The construction of the retaining wall according to claim 9, wherein a steel pipe whose lower end portion is closed in advance is used as the pile body, and earth and sand are prevented from entering the steel pipe when embedded in the ground. Method.
前記鋼管又は杭体上部を横架材又はトラス構造によって相互連結することを特徴とする
請求項7乃至10のいずれか1項に記載された擁壁の施工方法。
The method for constructing a retaining wall according to any one of claims 7 to 10, wherein the upper part of the steel pipe or the pile body is interconnected by a horizontal member or a truss structure.
JP2007129930A 2005-07-19 2007-05-16 Retaining wall and its supporting method Expired - Fee Related JP5046742B2 (en)

Priority Applications (3)

Application Number Priority Date Filing Date Title
JP2005209320 2005-07-19
JP2005209320 2005-07-19
JP2007129930A JP5046742B2 (en) 2005-07-19 2007-05-16 Retaining wall and its supporting method

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP2007129930A JP5046742B2 (en) 2005-07-19 2007-05-16 Retaining wall and its supporting method

Related Parent Applications (1)

Application Number Title Priority Date Filing Date
JP2006197480A Division JP4079975B2 (en) 2005-07-19 2006-07-19 Retaining wall construction method

Publications (3)

Publication Number Publication Date
JP2007205161A true JP2007205161A (en) 2007-08-16
JP2007205161A5 JP2007205161A5 (en) 2010-06-17
JP5046742B2 JP5046742B2 (en) 2012-10-10

Family

ID=38484851

Family Applications (1)

Application Number Title Priority Date Filing Date
JP2007129930A Expired - Fee Related JP5046742B2 (en) 2005-07-19 2007-05-16 Retaining wall and its supporting method

Country Status (1)

Country Link
JP (1) JP5046742B2 (en)

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2009133099A (en) * 2007-11-30 2009-06-18 Ikuo Suzuki Self-supporting earth retaining wall
JP2010001599A (en) * 2008-06-18 2010-01-07 Asahi Chubu Shizai Kk Pile for exterior and foundation structure of exterior structure
JP2010168808A (en) * 2009-01-23 2010-08-05 Asahi Kasei Homes Co Protective wall and protective wall formation method
JP6343727B1 (en) * 2018-01-16 2018-06-13 株式会社トラバース Self-supporting retaining wall and connecting block
JP6940709B1 (en) * 2021-02-24 2021-09-29 哲 牧野 Retaining wall and its construction method

Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN111172980A (en) * 2020-01-13 2020-05-19 四川盛唐建设工程有限公司 In-situ slurry making construction method for constructing retaining wall pile

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS59233028A (en) * 1983-06-14 1984-12-27 Hazama Gumi Ltd Residential land formation work on sloped ground
JPH0881953A (en) * 1994-09-12 1996-03-26 Chiyoda Koei Kk Square column steel pipe pile with helical vane
JPH0988080A (en) * 1995-09-22 1997-03-31 Kensetsu Kiso Eng Co Ltd Sheathing structure
JP2001311147A (en) * 2000-04-28 2001-11-09 Chiyoda Koei Kk Screwed steel pipe pile and execution method thereof

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS59233028A (en) * 1983-06-14 1984-12-27 Hazama Gumi Ltd Residential land formation work on sloped ground
JPH0881953A (en) * 1994-09-12 1996-03-26 Chiyoda Koei Kk Square column steel pipe pile with helical vane
JPH0988080A (en) * 1995-09-22 1997-03-31 Kensetsu Kiso Eng Co Ltd Sheathing structure
JP2001311147A (en) * 2000-04-28 2001-11-09 Chiyoda Koei Kk Screwed steel pipe pile and execution method thereof

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2009133099A (en) * 2007-11-30 2009-06-18 Ikuo Suzuki Self-supporting earth retaining wall
JP2010001599A (en) * 2008-06-18 2010-01-07 Asahi Chubu Shizai Kk Pile for exterior and foundation structure of exterior structure
JP2010168808A (en) * 2009-01-23 2010-08-05 Asahi Kasei Homes Co Protective wall and protective wall formation method
JP6343727B1 (en) * 2018-01-16 2018-06-13 株式会社トラバース Self-supporting retaining wall and connecting block
JP2019124036A (en) * 2018-01-16 2019-07-25 株式会社トラバース Self-supporting retaining wall and connection block
JP6940709B1 (en) * 2021-02-24 2021-09-29 哲 牧野 Retaining wall and its construction method

Also Published As

Publication number Publication date
JP5046742B2 (en) 2012-10-10

Similar Documents

Publication Publication Date Title
JP4079975B2 (en) Retaining wall construction method
KR101696916B1 (en) Construction method of permanent wall with retaining wall combined PHC pile and steel pipe
JP4812324B2 (en) Retaining wall and its construction method
JP5503822B2 (en) Retaining wall and its construction method
JP5046742B2 (en) Retaining wall and its supporting method
JP4532435B2 (en) Retaining wall and its construction method
JP2007154413A (en) Soldier pile type earth retaining anchor type retaining wall and its construction method
JP4663541B2 (en) Seismic reinforcement method for existing concrete pier
KR20140013497A (en) Method for constructing block type reinforced retaining wall in cut site
KR102195504B1 (en) Construction method for Eearth self-retaining wall using reinforcing member and CIP construction method
JP5259510B2 (en) Retaining wall and its construction method
JP2011157812A (en) Retaining wall and construction method therefor
KR100673475B1 (en) A pc girder member for frame of underground layer and assembling structure of frame of underground by using of it and the method therof
JP2006188862A (en) Construction method of structure, and foundation structure used for the same
JP2000352296A (en) Method o constructing passage just under underground structure
JP6860895B2 (en) Retaining wall and its construction method
KR102195496B1 (en) Pile for earth self-retaining wall using cast in place concrete pile with double I beam
JP5943202B2 (en) Composite retaining wall and its construction method
JP5280150B2 (en) Yamadome retaining wall and method of forming Yamadome retaining wall
KR20200029080A (en) Construction method for earth self-retaining wall using reinforcing member and PHC pile
JP5184393B2 (en) Protective wall and protective wall forming method
KR20080059951A (en) Underground outer wall construction method using temporary retaining wall and connecting member strengthening shearing force therefor
JP2004027727A (en) Foundation pile and construction method for foundation pile
KR102277470B1 (en) Basement Composite Wall Using Retaing Wall And Method for Constructing the Same
KR200194424Y1 (en) Precast retaining wall using high strength micro pile

Legal Events

Date Code Title Description
A621 Written request for application examination

Free format text: JAPANESE INTERMEDIATE CODE: A621

Effective date: 20090520

A521 Request for written amendment filed

Free format text: JAPANESE INTERMEDIATE CODE: A523

Effective date: 20090520

A521 Request for written amendment filed

Free format text: JAPANESE INTERMEDIATE CODE: A523

Effective date: 20100412

A521 Request for written amendment filed

Free format text: JAPANESE INTERMEDIATE CODE: A523

Effective date: 20100413

A521 Request for written amendment filed

Free format text: JAPANESE INTERMEDIATE CODE: A523

Effective date: 20100414

A977 Report on retrieval

Free format text: JAPANESE INTERMEDIATE CODE: A971007

Effective date: 20111125

A131 Notification of reasons for refusal

Free format text: JAPANESE INTERMEDIATE CODE: A131

Effective date: 20111216

A521 Request for written amendment filed

Free format text: JAPANESE INTERMEDIATE CODE: A523

Effective date: 20120130

TRDD Decision of grant or rejection written
A01 Written decision to grant a patent or to grant a registration (utility model)

Free format text: JAPANESE INTERMEDIATE CODE: A01

Effective date: 20120709

A01 Written decision to grant a patent or to grant a registration (utility model)

Free format text: JAPANESE INTERMEDIATE CODE: A01

A61 First payment of annual fees (during grant procedure)

Free format text: JAPANESE INTERMEDIATE CODE: A61

Effective date: 20120717

R150 Certificate of patent or registration of utility model

Ref document number: 5046742

Country of ref document: JP

Free format text: JAPANESE INTERMEDIATE CODE: R150

Free format text: JAPANESE INTERMEDIATE CODE: R150

FPAY Renewal fee payment (event date is renewal date of database)

Free format text: PAYMENT UNTIL: 20150727

Year of fee payment: 3

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

S533 Written request for registration of change of name

Free format text: JAPANESE INTERMEDIATE CODE: R313533

R350 Written notification of registration of transfer

Free format text: JAPANESE INTERMEDIATE CODE: R350

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

S531 Written request for registration of change of domicile

Free format text: JAPANESE INTERMEDIATE CODE: R313531

R350 Written notification of registration of transfer

Free format text: JAPANESE INTERMEDIATE CODE: R350

LAPS Cancellation because of no payment of annual fees