JP3072065B2 - Earth retaining wall - Google Patents
Earth retaining wallInfo
- Publication number
- JP3072065B2 JP3072065B2 JP8015997A JP8015997A JP3072065B2 JP 3072065 B2 JP3072065 B2 JP 3072065B2 JP 8015997 A JP8015997 A JP 8015997A JP 8015997 A JP8015997 A JP 8015997A JP 3072065 B2 JP3072065 B2 JP 3072065B2
- Authority
- JP
- Japan
- Prior art keywords
- retaining wall
- wall
- main body
- retaining
- sheet pile
- 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.)
- Expired - Lifetime
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Description
【０００１】[0001]
【発明の属する技術分野】本発明は、土留壁に関するも
のである。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a retaining wall.
【０００２】[0002]
【従来の技術】従来、地中に構造物を構築する場合や、
二次製品を埋設する場合には、地盤を掘削して、地中に
凹状空間を形成している。2. Description of the Related Art Conventionally, when constructing a structure underground,
When burying a secondary product, the ground is excavated to form a concave space in the ground.
【０００３】そして、かかる凹状空間は、敷地の制約条
件等がある場合には、掘削面を垂直に形成する必要があ
り、この場合には、掘削面の崩壊を防止すべ鋼矢板等を
建込んで土留壁を形成している。In such a concave space, it is necessary to form an excavated surface vertically when there are site restrictions or the like. In this case, a steel sheet pile or the like is installed to prevent collapse of the excavated surface. Forms a retaining wall.
【０００４】しかも、上記土留壁は、背面から土圧を受
けて、撓み変形を起こすために、かかる撓み変形を軽減
すべく、例えば、切ばり式工法、アンカー式工法、
自立式工法が採用されている。In addition, the earth retaining wall receives the earth pressure from the back surface and undergoes bending deformation. For example, in order to reduce such bending deformation, for example, a cutting method, an anchor method,
The self-supporting construction method is adopted.
【０００５】ここで、 切ばり式工法は、掘削工事の進行にともない、対向
する土留壁間に切梁材（つっぱり材）を深さ方向及び左
右若しくは前後方向に間隔を開けて介在させることによ
り、土留壁の撓み変形を抑制する工法である。[0005] Here, the cutting type construction method is a method in which a cutting beam (tension member) is interposed between facing retaining walls at intervals in the depth direction and in the left-right or front-rear direction with the progress of excavation work. This is a method for suppressing the bending deformation of the retaining wall.
【０００６】 アンカー式工法は、土留壁の背後にア
ンカー体を固設し、同アンカー体に土留壁を連結材を介
して連結することにより、土留壁の撓み変形を抑制する
工法である。The anchor type construction method is a construction method in which an anchor body is fixed behind a retaining wall, and the retaining wall is connected to the anchor body via a connecting member, thereby suppressing bending deformation of the retaining wall.
【０００７】 自立式工法は、土留壁を地中深く建込
んで土圧に抵抗する剛性の高い土留壁を形成することに
より、同土留壁の撓み変形を抑制する工法である。The self-supporting construction method is a construction method in which the earth retaining wall is buried deep underground to form a rigid earth retaining wall that resists earth pressure, thereby suppressing bending deformation of the earth retaining wall.
【０００８】[0008]
【発明が解決しようとする課題】ところが、上記した工
法は、未だ、次のような課題を有している。However, the above-mentioned method still has the following problems.
【０００９】 切ばり式工法では、対向する土留壁間
に切ばり材を介在させるために、建築物の構築作業が煩
雑になり、工費と工期が増大する。In the cut-out method, since a cut-out member is interposed between the facing retaining walls, the construction work of the building is complicated, and the construction cost and the construction period are increased.
【００１０】 アンカー式工法では、アンカー体を敷
地内に固設することができず、敷地境界を侵すことにな
って、敷地の制約が守れない。[0010] In the anchor type construction method, the anchor body cannot be fixed on the site, and the site boundary is violated, so that the restrictions on the site cannot be observed.
【００１１】しかも、アンカー削孔に工期を要し、工費
が他の工法より割高になる。Moreover, the drilling of the anchor requires a construction period, and the construction cost is higher than other construction methods.
【００１２】 自立式工法では、土留壁が土圧に対し
て片持ちばりとして抵抗するために、同土留壁の剛性を
確保するためには、掘削面から下の土留壁の必要根入れ
長さは、掘削深さが５ｍまでの場合には、同掘削深さの
３〜４倍の長さが必要となり、それ以上に掘削深さが大
きくなる場合には、同掘削深さに対して二次関数的に長
くする必要性が生じて、土留壁を建込むための機械や設
備が大型化し、工費と工期が大きくなっている。そのた
めに、掘削深さが５ｍ以上となる場合には、経済的な面
からほとんど採用されていない。In the self-supporting construction method, since the retaining wall resists against the earth pressure as a cantilever, in order to secure the rigidity of the retaining wall, the necessary embedding length of the retaining wall below the excavation surface is required. When the excavation depth is up to 5 m, the length is required to be 3 to 4 times the same excavation depth. The necessity of increasing the length in a quadratic function has arisen, and the machines and equipment for building the retaining wall have become larger, and the construction cost and construction period have increased. For this reason, when the excavation depth is 5 m or more, it is hardly adopted from the economical point of view.
【００１３】[0013]
【課題を解決するための手段】そこで、本発明では、土
留壁本体と、同土留壁本体の背面より後方へ突設した控
え壁と、同控え壁の後端縁より土留壁本体と略平行させ
て突設した支圧壁とを具備し 、 土留壁本体と控え壁と支
圧壁は 、 それぞれ両端縁に連結片を形成した通常矢板
と 、 平面視Ｔ型に形成して各端縁に連結片を形成したＴ
型矢板とを 、 伸延方向に連続させて地中に建込むことに
より形成することを特徴とする土留壁を提供せんとする
ものである。SUMMARY OF THE INVENTION Accordingly, the present invention provides
The retaining wall body and a retaining bar projecting rearward from the back of the same retaining wall body
And the wall, From the rear edge of the retaining wall to be approximately parallel to the retaining wall body
With the supporting wallEquipped withI , Earth retaining wall body, buttress wall and support
Pressure wall , Ordinary sheet piles with connecting pieces at both ends
When , T formed in a T-shape in plan view with connecting pieces formed at each edge
With a sheet pile , To build in the ground continuously in the extension direction
Form moreTo provide a retaining wall characterized by the fact that
Things.
【００１４】また、本発明は、次の構成にも特徴を有す
る。The present invention also has the following features.
【００１５】すなわち 、 控え壁は、土留壁本体の背面
に、同土留壁本体の伸延方向に間隔を開けて複数個突設
すると共に、隣接する控え壁同士の間隔を、予定掘削深
さの略２倍となすこと。 That is , the retaining wall is located on the back of the retaining wall body.
In the same direction, multiple protrusions are provided at intervals in the extension direction of the retaining wall body
And the distance between adjacent buttress walls should be
It is made approximately twice the.
【００１６】[0016]
【００１７】[0017]
【００１８】[0018]
【００１９】[0019]
【発明の実施の形態】以下に、本発明の実施の形態につ
いて説明する。Embodiments of the present invention will be described below.
【００２０】すなわち、本発明に係る土留壁は、自立式
工法により施工するものであり、土留壁本体と、同土留
壁本体の背面より後方へ突設した控え壁とを具備してい
る。That is, the retaining wall according to the present invention is constructed by an independent construction method, and includes a retaining wall main body and a retaining wall protruding rearward from a back surface of the retaining wall main body.
【００２１】このようにして、土留壁の曲げ剛性を大き
くして、土留壁の撓み変形を防止するのに必要な根入れ
長さを短くすることができるようにしている。[0021] In this way, the bending rigidity of the retaining wall is increased, and the burial length required to prevent the bending deformation of the retaining wall can be shortened.
【００２２】従って、土留壁を施工する際の工費と工期
を削減することができる。Accordingly, it is possible to reduce the construction cost and construction period when constructing the earth retaining wall.
【００２３】しかも、本発明に係る土留壁は、控え壁の
後端縁より土留壁本体と略平行させて突設した支圧壁も
具備している。Further, the retaining wall according to the present invention also has a supporting wall protruding from the rear end edge of the butting wall substantially parallel to the retaining wall main body.
【００２４】このようにして、土留壁の曲げ剛性をさら
に大きくして、土留壁の撓み変形を防止するのに必要な
根入れ長さをさらに短くすることができるようにしてい
る。In this way, the bending rigidity of the retaining wall is further increased, and the length of the burial necessary for preventing the deformation of the retaining wall can be further reduced.
【００２５】従って、土留壁の撓み変形の防止を確保し
たまま控え壁の後方への張出し幅を小さくすることがで
き、敷地境界との余裕幅を低減することができる。Therefore, it is possible to reduce the width of the retaining wall extending backward, while preventing the deformation of the retaining wall from being deformed, and to reduce the margin between the site boundary.
【００２６】また、控え壁は、土留壁本体の背面に左右
幅方向に間隔を開けて複数個突設すると共に、左右に隣
接する控え壁同士の間隔を、予定掘削深さの略２倍とな
している。In addition, a plurality of the retaining walls are provided on the rear surface of the retaining wall main body at intervals in the left-right width direction, and the interval between the right and left adjacent retaining walls is set to be approximately twice the planned excavation depth. No.
【００２７】このようにして、土留壁本体と左右に隣接
する一対の控え壁が三辺固定ばりとして土圧に抵抗する
構造となすことにより、構造力学上、土留壁の曲げ剛性
を略２倍に増大させることができるようにしている。In this way, the retaining wall main body and the pair of right and left adjacent retaining walls are formed as three-sided fixed beams to resist the earth pressure, so that the bending rigidity of the retaining wall is approximately doubled in structural mechanics. Can be increased.
【００２８】従って、この点からも土留壁の撓み変形を
防止するのに必要な根入れ長さを短くすることができ
て、土留壁を施工する際の工費と工期を削減することが
できる。Accordingly, also from this point, the length of the burial necessary for preventing the bending deformation of the retaining wall can be shortened, and the construction cost and the construction period for constructing the retaining wall can be reduced.
【００２９】また、土留壁本体と控え壁と支圧壁は、そ
れぞれ伸延方向に矢板を連続させて建込むことにより形
成している。Further, the retaining wall main body, the retaining wall and the supporting wall are formed by continuously laying sheet piles in the extending direction.
【００３０】すなわち、既存の矢板を所定の方向に連続
させて建込むことにより土留壁本体を形成することがで
き、掘削深さの略２倍の間隔で所定の矢板の背面より背
後方向へ連続させて既存の矢板を建込むことにより控え
壁を形成することができ、同控え壁の後端縁より土留壁
本体と略平行させて既存の矢板を建込むことにより支圧
壁を形成することができる。That is, the main body of the retaining wall can be formed by continuously laying the existing sheet piles in the predetermined direction, and continuously extending from the back of the predetermined sheet pile at an interval of approximately twice the excavation depth. A buttress can be formed by building an existing sheet pile, and a supporting wall can be formed by building the existing sheet pile substantially parallel to the main retaining wall from the rear edge of the same. Can be.
【００３１】このように、既存の矢板をそのまま利用す
ることができるために、従前の施工機械や施工装置をそ
のまま使用して、簡易にかつ低コストにて土留壁を構築
することができる。As described above, since the existing sheet pile can be used as it is, the retaining wall can be constructed simply and at low cost using the conventional construction machine or construction apparatus as it is.
【００３２】しかも、土留壁全体を形成する各矢板の根
入れ長さを短くすることができるために、従来の予定掘
削深さに対応する矢板よりも、小型の矢板を使用するこ
とができて、この点からも工費を削減することができ
る。Moreover, since the length of the piles forming the entire retaining wall can be shortened, the sheet piles smaller than the conventional sheet piles corresponding to the planned excavation depth can be used. From this point, the construction cost can be reduced.
【００３３】[0033]
【実施例】以下に、本発明の実施例を図面を参照しなが
ら説明する。Embodiments of the present invention will be described below with reference to the drawings.
【００３４】図１及び図２は、本発明に係る自立式の土
留壁Ａの使用形態を示しており、Ｓは、地盤を掘削して
形成した凹状空間、Ｋは、同凹状空間Ｓ内に構築する構
造物である。FIGS. 1 and 2 show a self-standing type retaining wall A according to the present invention, wherein S is a concave space formed by excavating the ground, and K is a concave space S in the concave space S. The structure to build.
【００３５】土留壁Ａは、図１〜図４に示すように、土
留壁本体１と、同土留壁本体１の背面より後方へ突設し
た控え壁２と、同控え壁２の後端縁より土留壁本体１と
略平行させて突設した支圧壁３とを具備している。As shown in FIGS. 1 to 4, the retaining wall A includes a retaining wall main body 1, a retaining wall 2 projecting rearward from the back of the retaining wall main body 1, and a rear end edge of the retaining wall 2. And a supporting wall 3 protruding substantially in parallel with the retaining wall main body 1.
【００３６】そして、これら土留壁本体１、控え壁２、
及び、支圧壁３は、図１〜図３に示すように、それぞれ
両端縁に連結片4a,4a を形成した通常矢板４と、平面視
Ｔ型に形成して各端縁に連結片5a,5a,5aを形成したＴ型
矢板５とを、所定の方向に連続させて地中に建込むこと
により形成している。The retaining wall main body 1, the retaining wall 2,
As shown in FIGS. 1 to 3, the bearing wall 3 includes a normal sheet pile 4 having connection pieces 4 a and 4 a formed at both end edges, and a connection piece 5 a formed at each end edge in a T-shape in plan view. , 5a, 5a, and the T-shaped sheet pile 5 are formed in the ground continuously in a predetermined direction.
【００３７】すなわち、通常矢板４を連結片4aを介して
所定の方向に連結状態に建込むことにより土留壁本体１
を形成すると共に、かかる土留壁本体１において、予定
掘削深さＨの略２倍の間隔Ｗの位置と、角部の位置とに
それぞれＴ型矢板５を建込み、同Ｔ型矢板５の背後の連
結片5aに通常矢板４の連結片4aを連結状態に建込み、同
通常矢板４の連結片4aに別個の通常矢板４の連結片4aを
連結状態に建込むことにより控え壁２を形成し、同控え
壁２の後端部に位置する通常矢板４の連結片4aにＴ型矢
板５の背後の連結片5aを連結状態に建込み、同Ｔ型矢板
５の両端の連結片5a,5a にそれぞれ通常矢板４，４の連
結片4a,4a を連結状態に建込むことにより支圧壁３を形
成している。That is, the sheet pile 4 is usually erected in a predetermined direction via the connecting piece 4a so as to be connected to the earth retaining wall main body 1.
In addition, the T-shaped sheet pile 5 is erected at the position of the interval W substantially twice the planned excavation depth H and the position of the corner in the earth retaining wall body 1, and behind the T-shaped sheet pile 5. The connecting piece 4a of the ordinary sheet pile 4 is erected in the connecting piece 5a of the normal sheet pile 4 in a connected state, and the connecting piece 4a of the normal sheet pile 4 is separately erected in the connecting state of the connecting piece 4a of the normal sheet pile 4 to form the retaining wall 2. Then, the connecting piece 5a behind the T-shaped sheet pile 5 is erected in a connecting state on the connecting piece 4a of the normal sheet pile 4 located at the rear end of the buttress wall 2, and the connecting pieces 5a, The supporting wall 3 is formed by laying the connecting pieces 4a, 4a of the normal sheet piles 4, 4 in the connected state in 5a.
【００３８】次に、図４及び図５を参照しながら、控え
壁２と支圧壁３とが土留壁Ａの自立性に与える影響を確
認するための室内実験結果を示す。Next, with reference to FIGS. 4 and 5, the results of laboratory experiments for confirming the effect of the retaining wall 2 and the bearing wall 3 on the self-sufficiency of the retaining wall A will be described.
【００３９】〔実験装置の概要〕 実験土層の大きさ：左右幅(W1=600mm)×前後幅(L1=
600m) ×高さ(H1=600mm) 使用材料：土留壁10（厚さ：0.7mm ，幅：8mm ，長
さ：180mm のプラスチック片11を接着テープにより連続
的に接着した。）W2は、土留壁10の左右幅である。[Outline of Experimental Apparatus] Size of experimental soil layer: left and right width (W1 = 600 mm) × front and rear width (L1 =
600m) × Height (H1 = 600mm) Material used: Retaining wall 10 (Plastic pieces 11 of thickness: 0.7mm, width: 8mm, length: 180mm were continuously bonded with adhesive tape.) The left and right width of the wall 10.
【００４０】 地盤材料：砂12 〔実験方法の概要〕 各タイプとも土留壁本体13の打込み長さH1は180mm と
し、天端からの変位を計測し、背面の砂12の状況（変
位、滑り線の有無）を観察した。Ground material: sand 12 [Summary of experimental method] For each type, the driving length H1 of the retaining wall body 13 was set to 180 mm, displacement from the top was measured, and the condition of the sand 12 on the back (displacement, sliding line) Was observed.
【００４１】タイプａ：控え壁14なしの自立モデル。Type a: self-standing model without buttress 14
【００４２】タイプｂ：控え壁14（打込み長さH2=180m
m，控え幅L2=48mm ）を土留壁本体13の背面に形成した
もの。Type b: buttress 14 (having length H2 = 180 m)
m, width L2 = 48mm) formed on the back of the retaining wall body 13.
【００４３】タイプｃ：控え壁14（打込み長さH2=180m
m，控え幅L2=48mm ）を土留壁本体13の背面の中央部に
連結し、端部に支圧壁15（打込み長さH2=180mm, 左右幅
W3=16mm ）を形成したもの。Type c: buttress 14 (having length H2 = 180 m)
m, width L2 = 48mm) is connected to the center of the back of the retaining wall body 13, and the supporting wall 15 (having length H2 = 180mm, right and left width)
W3 = 16mm).
【００４４】タイプｄ：二個の控え壁14（打込み長さH2
=180mm, 控え幅L2=40mm ）を、土留壁本体13の背面の中
途部にW4=200mmの間隔で連結し、端部に支圧壁15（打込
み長さH2=180mm, 左右幅W3=16mm ）を形成したもの。Type d: two buttresses 14 (having length H2
= 180mm, notch width L2 = 40mm) is connected to the middle part of the back of the retaining wall body 13 at an interval of W4 = 200mm, and at the end, the supporting wall 15 (having length H2 = 180mm, left and right width W3 = 16mm) ) Formed.
【００４５】タイプｅ：控え壁14（打込み長さH2=110m
m, 控え幅L2=64mm ）を、土留壁本体13の背面に連結
し、端部に支圧壁15（打込み長さH4=180mm，左右幅W3=1
6mm ）を形成したもの。なお、タイプｄの控え壁と同様
の面積とするように控え壁14の打込み長さH2は110mm と
した。Type e: buttress wall 14 (drive length H2 = 110 m)
m, notch width L2 = 64 mm) is connected to the back of the retaining wall body 13, and the supporting wall 15 (having length H4 = 180 mm, right and left width W3 = 1) is connected to the end.
6mm). The driving length H2 of the stay wall 14 was set to 110 mm so as to have the same area as that of the type d stay wall.
【００４６】〔実験結果〕 各タイプごとの掘削深さと天端変位の関係は、図７
のグラフに示す通りである。[Experimental Results] The relationship between the excavation depth and the top displacement for each type is shown in FIG.
Is as shown in the graph of FIG.
【００４７】 塑性破壊を生じたと推定される深さ
（以下「限界掘削深さ」という）はタイプｄがもっとも
深く、次いでタイプｃ，ｂ，ｅ，ａの順となった。The depth (hereinafter referred to as “critical excavation depth”) estimated to have caused plastic fracture was deepest for type d, followed by types c, b, e, and a.
【００４８】 天端の最終変位量はタイプｄがもっと
も小さく、次いでタイプｃ，ｂ，ａ，ｅの順に大きくな
った。The final displacement at the top was smallest in type d, and then increased in the order of types c, b, a, and e.
【００４９】〔考察〕 控え壁14の控え幅L2が４８mmのタイプｂよりも、控
え幅L2は４０mmと短いが支圧壁15のあるタイプｃ，ｄの
方が最終変位量が小さく、限界掘削深さH3も深くなって
いる。このことから、控え壁14の控え幅L2を長くするよ
りも支圧壁15を設置する方が効果的であることが分っ
た。これは、支圧壁15が土留壁本体13の背面の土を拘束
することで、土留壁本体13と背面土が疑似構造体として
土圧に抵抗するためと考えられる。[Consideration] The type C and d with the supporting wall 15 have a smaller final displacement than the type b with the retaining wall 15 which is as short as 40 mm but the retaining width L2 is smaller than the type b where the retaining width L2 of the retaining wall 14 is 48 mm. The depth H3 is also deeper. From this, it was found that it is more effective to install the support wall 15 than to increase the width L2 of the buttress wall 14. It is considered that this is because the retaining wall 15 restrains the soil on the back of the retaining wall main body 13, and the retaining wall main body 13 and the rear soil resist the earth pressure as a pseudo structure.
【００５０】 タイプｃ，ｅは、控え壁14の面積を同
一として、控え幅L2、打込み長さH2を変えて比較したも
のであるが、控え壁14の面積が同一の場合は、打込み長
さH2を長くする方が有効であることが分った。土留壁本
体13の背面土が塑性変形をおこす限界に近づいたとき
に、控え壁14には上方に引抜き力が発生する。したがっ
て、打込み長さH2の長い控え壁14の方が大きな引抜き低
抗力を発揮し、効果をあらわしたものと考えられる。Types c and e are comparisons in which the area of the stay wall 14 is the same and the stay width L2 and the driving length H2 are changed. When the area of the stay wall 14 is the same, the driving length is We found that longer H2 was more effective. When the back soil of the retaining wall main body 13 approaches the limit at which the plastic deformation occurs, the pull-out force is generated in the butting wall 14 upward. Therefore, it is considered that the lower retaining wall 14 having the longer driving length H2 exerts a greater pulling-out lowering resistance, and has an effect.
【００５１】 タイプｃ，ｄでは、控え壁14の設置間
隔が天端変位や限界掘削深さH3に与える影響を比較した
ものであるが、限界掘削深さH3の２倍設置間隔のタイプ
ｄでは、限界掘削深さH3と、その際の天端変位量もほぼ
同一となった。ただし、最終天端変位量は、タイプｄが
タイプｃに比べて６割程度に低減されている。弾性範囲
内では両者とも変位量がほぼ等しいので、掘削深さの２
倍程度の控え壁14の設置を行うことにより、確実に高ま
るものと考えられる。[0051] The types c and d compare the effect of the installation interval of the retaining wall 14 on the top-end displacement and the critical excavation depth H3. In the type d with the installation interval twice the critical excavation depth H3, respectively. In addition, the critical excavation depth H3 and the top displacement at that time were almost the same. However, the final top end displacement amount is reduced to about 60% in type d compared to type c. Within the elastic range, the displacement amounts are almost the same, so the excavation depth of 2
It is considered that the installation of the buttress wall 14 about twice as much will surely increase the height.
【００５２】[0052]
【発明の効果】 請求項１記載の本発明では、土留壁
本体と、同土留壁本体の背面より後方へ突設した控え壁
と、同控え壁の後端縁より土留壁本体と略平行させて突
設した支圧壁とを具備し、 土留壁本体と控え壁と支圧壁
は、 それぞれ両端縁に連結片を形成した通常矢板と、 平
面視Ｔ型に形成して各端縁に連結片を形成したＴ型矢板
とを、 伸延方向に連続させて地中に建込むことにより形
成するようにしているため、土留壁の曲げ剛性を大きく
して、土留壁の撓み変形を防止するのに必要な根入れ長
さを短くすることができる。According to the first aspect of the present invention, the retaining wall main body, the retaining wall protruding rearward from the rear surface of the retaining wall main body, and the retaining wall main body being substantially parallel to the retaining wall main body from the rear end edge of the retaining wall main body. The retaining wall main body, the retaining wall, and the supporting wall are each provided with a normal sheet pile having connecting pieces formed at both end edges, and formed into a T-shape in plan view and connected to each end edge. Since the T-shaped sheet pile with the pieces is formed by being built in the ground continuously in the direction of extension, the bending rigidity of the retaining wall is increased, and the bending deformation of the retaining wall is prevented. The required burial length can be shortened.
【００５３】しかも、 本発明に係る土留壁は、 既存の矢
板をそのまま利用して土留壁本体と控え壁と支圧壁を形
成することができるために、従前の施工機械や施工装置
をそのまま利用して、簡易に、かつ低コストにて土留壁
を構築することができる。In addition, since the retaining wall according to the present invention can form the retaining wall main body, the retaining wall, and the supporting wall using the existing sheet pile as it is, the conventional construction machine or construction apparatus can be used as it is. Thus, the retaining wall can be constructed easily and at low cost.
【００５４】さらには、土留壁全体を形成する各矢板の
根入れ長さを短くすることができるために、従来の予定
掘削深さに対応する矢板よりも、小型の矢板を使用する
ことができて、土留壁を施工する際の工費と工期を削減
することができる。Furthermore, since the pile length of each sheet pile forming the entire retaining wall can be shortened, a sheet pile smaller than the conventional sheet pile corresponding to the planned excavation depth can be used. Therefore, the construction cost and construction period when constructing the earth retaining wall can be reduced.
【００５５】また、土留壁の撓み変形の防止を確保した
まま控え壁の後方への張出し幅を小さくすることができ
る。その結果、敷地境界との余裕幅を低減することがで
きる。Further, it is possible to reduce the width of the extension of the retaining wall to the rear while securing the prevention of the deformation of the retaining wall. As a result, the margin with the site boundary can be reduced.
【００５６】 請求項２記載の本発明では、控え壁
は、土留壁本体の背面に左右幅方向に間隔を開けて複数
個突設すると共に、左右に隣接する控え壁同士の間隔
を、予定掘削深さの略２倍となしているため、土留壁本
体と左右に隣接する一対の控え壁が三辺固定ばりとして
土圧に抵抗する構造となすことができて、構造力学上、
土留壁の曲げ剛性を略２倍に増大させることができる。According to the second aspect of the present invention, a plurality of butting walls are provided on the back surface of the retaining wall main body so as to protrude at intervals in the left and right width direction, and the gap between the butting walls adjacent to the left and right is scheduled excavation. Because the depth is approximately twice the depth, the retaining wall main body and a pair of adjacent retaining walls on the left and right can be configured as a three-sided fixed beam to resist earth pressure.
The bending rigidity of the retaining wall can be almost doubled.
【００５７】従って、この点からも土留壁の撓み変形を
防止するのに必要な根入れ長さを短くすることができ
て、土留壁を施工する際の工費と工期を削減することが
できる。Therefore, from this point as well, it is possible to shorten the embedding length necessary for preventing the bending deformation of the retaining wall, and it is possible to reduce the construction cost and the construction period when constructing the retaining wall.
【００５８】[0058]
【００５９】[0059]
【００６０】[0060]
【００６１】[0061]
【００６２】[0062]
【００６３】[0063]
【図１】本発明に係る土留壁の使用形態を示す平面図。FIG. 1 is a plan view showing a usage form of a retaining wall according to the present invention.
【図２】同斜視説明図。FIG. 2 is a perspective explanatory view of the same.
【図３】控え壁と支圧壁の側斜視図。FIG. 3 is a side perspective view of a retaining wall and a supporting wall.
【図４】実験土層の斜視説明図。FIG. 4 is a perspective explanatory view of an experimental soil layer.
【図５】実験を行なった土留壁タイプの説明図。FIG. 5 is an explanatory view of a retaining wall type in which an experiment was performed.
【図６】実験結果を示すグラフ。FIG. 6 is a graph showing experimental results.
Ａ 土留壁 １ 土留壁本体 ２ 控え壁 ３ 支圧壁 A Soil wall 1 Soil wall body 2 Butt wall 3 Supporting wall
───────────────────────────────────────────────────── フロントページの続き (56)参考文献 特開 平８−134913（ＪＰ，Ａ) 特開 平７−310316（ＪＰ，Ａ) 特開 平４−336117（ＪＰ，Ａ) (58)調査した分野(Int.Cl.7，ＤＢ名) E02D 17/04 E02D 5/02 - 5/20 ────────────────────────────────────────────────── ─── Continuation of the front page (56) References JP-A-8-134913 (JP, A) JP-A-7-310316 (JP, A) JP-A-4-336117 (JP, A) (58) Field (Int.Cl. 7 , DB name) E02D 17/04 E02D 5/02-5/20
Claims (2)
後方へ突設した控え壁と、同控え壁の後端縁より土留壁
本体と略平行させて突設した支圧壁とを具備し 、 土留壁本体と控え壁と支圧壁は 、 それぞれ両端縁に連結
片を形成した通常矢板と 、 平面視Ｔ型に形成して各端縁
に連結片を形成したＴ型矢板とを 、 伸延方向に連続させ
て地中に建込むことにより形成する ことを特徴とする土
止壁。1. A retaining wall main body and a rear surface of the retaining wall main body.
Butt wall projecting backward, The retaining wall from the trailing edge of the buttress
A support wall protruding substantially parallel to the main bodyEquipped withI , The retaining wall body, buttress wall and bearing wall , Connect to both edges
With a normal sheet pile that formed a piece , Each edge is formed in a T shape in plan view
And a T-shaped sheet pile with a connecting piece , Continuous in the distraction direction
Formed by building in the ground Soil characterized by that
Stop wall.
壁本体の伸延方向に間隔を開けて複数個突設すると共
に、隣接する控え壁同士の間隔を、予定掘削深さの略２
倍となすことを特徴とする請求項１記載の土留壁。2. The retaining wall is provided on the back of the retaining wall main body.
When multiple units are protruded at intervals in the extension direction of the wall body,
In addition, the distance between adjacent buttress walls is set to approximately 2
The retaining wall according to claim 1, wherein the retaining wall is doubled .
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP8015997A JP3072065B2 (en) | 1997-03-31 | 1997-03-31 | Earth retaining wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP8015997A JP3072065B2 (en) | 1997-03-31 | 1997-03-31 | Earth retaining wall |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH10273915A JPH10273915A (en) | 1998-10-13 |
| JP3072065B2 true JP3072065B2 (en) | 2000-07-31 |
Family
ID=13710535
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP8015997A Expired - Lifetime JP3072065B2 (en) | 1997-03-31 | 1997-03-31 | Earth retaining wall |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3072065B2 (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2010126991A (en) * | 2008-11-27 | 2010-06-10 | Hirose & Co Ltd | Earth retaining wall and method of reinforcing the same |
Families Citing this family (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP5187325B2 (en) * | 2010-02-03 | 2013-04-24 | 新日鐵住金株式会社 | Steel sheet pile retaining wall and design method thereof |
| KR20110095980A (en) * | 2010-02-20 | 2011-08-26 | 박강호 | Reinforced massive soil body making use of arching effect and method constructing by it |
| JP2013015015A (en) * | 2012-10-25 | 2013-01-24 | Tokyu Construction Co Ltd | Structure and construction method for earth retaining wall |
| JP6515290B2 (en) * | 2015-10-27 | 2019-05-22 | 日本製鉄株式会社 | Seismic quay structure |
| JP7148287B2 (en) * | 2018-06-11 | 2022-10-05 | 戸田建設株式会社 | earth retaining wall |
| CN108729452A (en) * | 2018-08-14 | 2018-11-02 | 江西基业科技有限公司 | Deep basal pit external supporting structure |
-
1997
- 1997-03-31 JP JP8015997A patent/JP3072065B2/en not_active Expired - Lifetime
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2010126991A (en) * | 2008-11-27 | 2010-06-10 | Hirose & Co Ltd | Earth retaining wall and method of reinforcing the same |
Also Published As
| Publication number | Publication date |
|---|---|
| JPH10273915A (en) | 1998-10-13 |
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