JPH1077630A - Earth retaining wall - Google Patents
Earth retaining wallInfo
- Publication number
- JPH1077630A JPH1077630A JP23452996A JP23452996A JPH1077630A JP H1077630 A JPH1077630 A JP H1077630A JP 23452996 A JP23452996 A JP 23452996A JP 23452996 A JP23452996 A JP 23452996A JP H1077630 A JPH1077630 A JP H1077630A
- Authority
- JP
- Japan
- Prior art keywords
- retaining wall
- elements
- wall
- semi
- vertical
- 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.)
- Pending
Links
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- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
Description
【0001】[0001]
【発明の属する技術分野】本発明は地盤掘削工事に際し
て設けられる土留め壁に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to an earth retaining wall provided at the time of excavating a ground.
【0002】[0002]
【従来の技術】周知のように、土留め壁は地盤掘削工事
において周辺地盤の崩壊を防止することを主たる目的と
する仮設構造物であり、矢板や鋼矢板あるいは鋼管矢板
等を地中に打ち込んだ構成の比較的簡略な構造のものが
従来一般的であったが、このような構造の土留め壁は自
立性が充分ではないので、自立性補強のためのアースア
ンカーを設けたり、土留め壁の内側にそれを支保するた
めの切梁を多段に設ける必要があった。2. Description of the Related Art As is well known, a retaining wall is a temporary structure whose main purpose is to prevent collapse of the surrounding ground during ground excavation work, and a sheet pile, a steel sheet pile, a steel pipe sheet pile, or the like is driven into the ground. Conventionally, a relatively simple structure having a simple structure is generally used.However, since the retaining wall having such a structure is not sufficiently self-supporting, an earth anchor for reinforcing the self-reliability is provided, or the retaining wall is provided. It was necessary to provide a plurality of cutting beams inside the wall to support it.
【0003】ところで、近年、大規模かつ大深度掘削を
行うような場合には、連続地中壁を本設の地下躯体とし
て地中に構築し、それを施工中においては土留め壁とし
て利用することも広く行われている。連続地中壁は地盤
を溝状に掘削し、その内部に鉄筋かごを配置してコンク
リートを打設することで構築されるものであり、その施
工に際しては、先行エレメントを間隔をおいて構築し、
それら先行エレメントの間に後行エレメントを構築して
それらの全体を連続させる、という手順が採用されるこ
とが最も一般的である。[0003] In recent years, when large-scale and deep excavation is performed, a continuous underground wall is constructed underground as a permanent underground frame, and is used as a retaining wall during construction. It is also widely practiced. The continuous underground wall is constructed by excavating the ground in a groove shape, placing a reinforced cage inside it and casting concrete, and at the time of construction, the preceding elements are constructed at intervals. ,
Most commonly, a procedure is adopted in which succeeding elements are constructed between the preceding elements to make them all continuous.
【0004】このような連続地中壁は自立性に優れるも
のであるので、これを土留め壁として用いれば切梁を大
幅に簡略化できるとともに、逆打ち工法を併用すること
とすれば本設の床版や梁を切梁として機能させることが
でき、したがって仮設工事を大幅に簡略化することがで
きるものである。[0004] Such a continuous underground wall is excellent in self-sustainability, so that if it is used as an earth retaining wall, the cutting beam can be greatly simplified, and if it is used together with the reverse striking method, it can be installed permanently. The floor slabs and beams can be made to function as cutting beams, so that temporary construction can be greatly simplified.
【0005】[0005]
【発明が解決しようとする課題】ところで、連続地中壁
による土留め壁は平面状に設けられることが通常である
が、ときには曲面状の土留め壁としたい場合もある。た
とえば、地下駐車場に自走式の進入退出路として螺旋状
の斜路を付設する場合においては、地盤を斜路の平面形
状に対応させて半円形状に掘削することがあるが、その
ような場合には車路の平面形状に対応させて連続地中壁
を半円形をなすように構築し、それを土留め壁とするこ
とが考えられる。Incidentally, the earth retaining wall formed by the continuous underground wall is usually provided in a flat shape, but sometimes it is desired to form a curved earth retaining wall. For example, when a spiral ramp is provided as a self-propelled approach / exit road in an underground parking lot, the ground may be excavated in a semi-circular shape corresponding to the planar shape of the ramp. It is conceivable to construct a continuous underground wall in a semicircular shape corresponding to the plane shape of the lane and use it as a retaining wall.
【0006】このような場合、土留め壁の内側に設けら
れる床版を切梁として機能させたいのであるが、その床
版は螺旋状の斜路となるからこれを逆打ち工法で施工し
て切梁とすることは施工が困難であって現実的でない。
したがってこのような半円形の土留め壁には従来一般の
土留め壁と同様にアースアンカーを設けたり、仮設の切
梁を多数設けざるを得ず、そのため仮設工事をさほど簡
略化できないものであった。In such a case, the floor slab provided inside the retaining wall is desired to function as a cutting beam. However, the floor slab becomes a spiral-shaped ramp, which is constructed by a reverse striking method. The use of beams is difficult and impractical.
Therefore, as in the case of conventional earth retaining walls, such semi-circular earth retaining walls have to be provided with earth anchors or a large number of temporary cutting beams, so that temporary construction cannot be simplified much. Was.
【0007】本発明は上記事情に鑑みてなされたもの
で、連続地中壁からなる土留め壁を平面視略半円形状に
設ける場合に適用して好適な構造を提供することを目的
とする。SUMMARY OF THE INVENTION The present invention has been made in view of the above circumstances, and has as its object to provide a structure suitable for application when a retaining wall comprising a continuous underground wall is provided in a substantially semicircular shape in plan view. .
【0008】[0008]
【課題を解決するための手段】本発明の土留め壁は、連
続地中壁を構成する各エレメントをそれぞれ鉛直方向お
よび水平方向の双方の荷重に抗し得る2方向版とし、そ
れらエレメントを平面視略半円形状をなすように並べか
つ各エレメントを水平方向の荷重および面内剪断力を伝
達可能な継手部を介して相互に連結した状態で構築して
なることを特徴とする。The earth retaining wall of the present invention is a two-way plate capable of withstanding both vertical and horizontal loads on each of the elements constituting the continuous underground wall. It is characterized in that it is constructed in such a manner that it is arranged in a substantially semicircular shape as viewed from the outside and the elements are connected to each other via a joint capable of transmitting a horizontal load and an in-plane shearing force.
【0009】本発明は連続地中壁を半円形状に設けて土
留め壁として用いるものであって、通常の平面状の連続
地中壁の場合と同様に複数のエレメントが連続する形態
で設けられるが、本発明における連続地中壁においては
各エレメントが2方向版とされているとともに、それら
エレメントどうしが継手部を介して水平方向に構造的に
連結されているため、通常の連続地中壁に比して鉛直方
向のみならず水平方向における剛性も充分に確保できる
とともに自立性に優れるものであり、このため切梁等の
支保工を省略することが可能であって仮設工事の簡略化
を充分に図り得る。According to the present invention, a continuous underground wall is provided in a semicircular shape and used as an earth retaining wall. A plurality of elements are provided in a continuous form as in the case of an ordinary planar continuous underground wall. However, in the continuous underground wall according to the present invention, each element is a two-way version, and since these elements are structurally connected in a horizontal direction via a joint portion, a normal continuous underground wall is used. Compared to the wall, it can secure sufficient rigidity not only in the vertical direction but also in the horizontal direction and is excellent in self-sustainability, so it is possible to omit the support work such as cutting beams and simplify temporary construction work Can be achieved sufficiently.
【0010】[0010]
【発明の実施の形態】図1および図2は本発明の一実施
形態である土留め壁1を示すものである。本実施形態の
土留め壁1は地下駐車場の進入退出路となる平面視半円
形の螺旋状の斜路の部分に適用されるもので、地下駐車
場の外壁となるとともに土留め壁としても利用される平
面状の連続地中壁2から外側に膨出する半円形状の連続
地中壁として設けられるものである。本実施形態の土留
め壁1は、複数のエレメント1aが斜路の外形輪郭に沿
うように略半円形状に並べられて構築されるものである
が、各エレメント1aはそれぞれ鉛直方向および水平方
向の双方の荷重に抗し得る2方向版とされており、か
つ、各エレメント1aは水平方向の荷重および面内剪断
力を伝達可能な構造の継手部3を介して相互に構造的に
連結されている。なお、その継手部3の構造は水平方向
に荷重を伝達できるものである限りにおいて任意であ
る。1 and 2 show a retaining wall 1 according to an embodiment of the present invention. The retaining wall 1 of the present embodiment is applied to a portion of a spiral inclined road having a semicircular shape in plan view, which is an entrance / exit path of an underground parking lot, and is used as an outer wall of the underground parking lot and also as a retaining wall. Is provided as a semicircular continuous underground wall bulging outward from the planar continuous underground wall 2 to be formed. The retaining wall 1 of the present embodiment is constructed by arranging a plurality of elements 1a in a substantially semicircular shape so as to follow the outer contour of a ramp, but each of the elements 1a is arranged in a vertical direction and a horizontal direction. Each of the elements 1a is structurally connected to each other via a joint 3 having a structure capable of transmitting a horizontal load and an in-plane shearing force. I have. The structure of the joint portion 3 is arbitrary as long as it can transmit a load in the horizontal direction.
【0011】上記の土留め壁1は次のような弾性解析に
より鉛直方向および水平方向の断面がそれぞれ決定され
るものである。なお、施工ステップ1は第1段階の掘削
(本例ではGL−6.3mまで)を行った状態を示し、
同様に施工ステップ2は第2段階の掘削(同、GL−1
0.6mまで)、施工ステップ3は第3段階の掘削
(同、GL−15.7m)、施工ステップ4は第4段階
の掘削(同、GL−26.1mまで)を行った状態を示
す。 (a)解析モデル(図3参照) 土留め壁1として構築すべき連続地中壁を3次元のシェ
ルモデルとしてモデル化する。地盤は弾性バネ、支保工
は点または線状のバネとして、各施工ステップごとにそ
のバネを配置を変える。 (b)荷重(図4参照) 施工ステップに応じた荷重の増分で断面を算出し、前ス
テップまでの断面力に加算して施工ステップごとの断面
力を求める。 (c)断面計算 上記(a)の解析モデルに対して上記(b)の荷重を与
え、3次元弾性逐次応力解析を実施して得られる断面力
に対し、鉛直方向および水平方向の断面計算を行う。す
なわち、鉛直方向の曲げモーメント、面外剪断力、軸力
から鉛直方向の断面を決定し、水平方向の曲げモーメン
ト、面外剪断力、軸力から水平方向の断面を決定する。
また、面内剪断力の照査を別途行う。The cross section of the earth retaining wall 1 in the vertical direction and the horizontal direction is determined by the following elasticity analysis. In addition, the construction step 1 shows a state where the first stage excavation (up to GL-6.3 m in this example) is performed,
Similarly, construction step 2 is the second stage excavation (GL-1
0.6m), construction step 3 shows the state of excavation at the third stage (GL-15.7m), construction step 4 shows the state of excavation at the fourth stage (GL-26.1m). . (A) Analytical model (see FIG. 3) A continuous underground wall to be constructed as the retaining wall 1 is modeled as a three-dimensional shell model. The ground is an elastic spring, and the shoring is a point or linear spring, and the arrangement of the spring is changed for each construction step. (B) Load (see FIG. 4) The cross section is calculated by the increment of the load according to the construction step, and is added to the sectional force up to the previous step to obtain the sectional force for each construction step. (C) Cross-sectional calculation The load in the above (b) is applied to the analytical model in the above (a), and the cross-sectional calculations in the vertical and horizontal directions are calculated with respect to the cross-sectional force obtained by performing the three-dimensional elastic sequential stress analysis. Do. That is, the vertical section is determined from the vertical bending moment, the out-of-plane shear force, and the axial force, and the horizontal section is determined from the horizontal bending moment, the out-of-plane shear force, and the axial force.
Inspection of in-plane shearing force is also performed separately.
【0012】上記構造の土留め壁1は、各エレメント1
aが2方向版とされかつ各エレメント1aどうしが継手
部3により水平方向にも構造的に連続するものとされて
いるため、通常の連続地中壁からなる土留め壁、すなわ
ち各エレメントが1方向版とされかつそれらが単に並べ
られているのみである従来一般の連続地中壁の場合と比
較すると土留め壁としての自立性が格段に向上したもの
となっており、このため従来の場合に比較して支保工を
大幅に簡略化できるとともに、その厚みを薄いものとす
ることが可能である。したがって本実施形態では、内部
を掘削するに際しては従来のように各階の床を切梁とし
て機能させる必要はなく、たとえば図2に示すようにB
3Fの床版4を切梁として利用する程度で充分であり、
その結果、施工の簡略化を実現でき工期短縮を図ること
ができる。The retaining wall 1 having the above-described structure includes
a is a two-way version and each element 1a is structurally continuous in the horizontal direction by the joint portion 3, so that the earth retaining wall composed of a normal continuous underground wall, ie, each element 1a Compared with the conventional general underground wall, which is a directional version and they are merely arranged, the independence as a retaining wall has been significantly improved, and for this reason, It is possible to greatly simplify the shoring work and to reduce the thickness thereof. Therefore, in the present embodiment, when excavating the inside, it is not necessary to make the floor of each floor function as a cutting beam as in the related art. For example, as shown in FIG.
It is enough to use the 3F floor slab 4 as a cutting beam,
As a result, simplification of the construction can be realized and the construction period can be shortened.
【0013】[0013]
【発明の効果】以上のように、本発明の土留め壁は、連
続地中壁を構成する各エレメントをそれぞれ鉛直方向お
よび水平方向の双方の荷重に抗し得る2方向版とし、そ
れらエレメントを平面視略半円形状をなすように並べか
つ各エレメントを水平方向の荷重および面内剪断力を伝
達可能な継手部を介して相互に連結した状態で構築して
なるものであるから、通常の連続地中壁に比して鉛直方
向のみならず水平方向における剛性も充分に確保できる
とともに自立性に優れるものであり、このため切梁等の
支保工を省略することが可能である。したがって本発明
はたとえば地下駐車場における斜路部分に適用して特に
好適なものであり、そのような場合における仮設工事の
簡略化を充分に図り得て工期短縮と工費削減に寄与でき
る。As described above, in the earth retaining wall of the present invention, each element constituting the continuous underground wall is a two-way version capable of withstanding both vertical and horizontal loads. It is constructed in such a manner that it is arranged in a substantially semicircular shape in plan view and each element is connected to each other via a joint capable of transmitting a horizontal load and an in-plane shear force. Compared to the continuous underground wall, the rigidity not only in the vertical direction but also in the horizontal direction can be sufficiently ensured, and the self-sustainability is excellent. Therefore, it is possible to omit the support work such as a cutting beam. Therefore, the present invention is particularly suitable for application to, for example, an inclined road portion in an underground parking lot. In such a case, temporary construction work can be sufficiently simplified, and the construction period can be reduced and the construction cost can be reduced.
【図1】本発明の実施形態である土留め壁の斜視図であ
る。FIG. 1 is a perspective view of an earth retaining wall according to an embodiment of the present invention.
【図2】同、断面図である。FIG. 2 is a sectional view of the same.
【図3】同土留め壁の断面を決定する際の解析モデルを
示す図である。FIG. 3 is a diagram showing an analysis model when determining a cross section of the earth retaining wall.
【図4】同、荷重を示す図である。FIG. 4 is a diagram showing the same load.
1 土留め壁 1a エレメント 3 継手部 DESCRIPTION OF SYMBOLS 1 Earth retaining wall 1a Element 3 Joint part
───────────────────────────────────────────────────── フロントページの続き (72)発明者 戸田 一直 東京都港区芝浦一丁目2番3号 清水建設 株式会社内 ──────────────────────────────────────────────────の Continued on the front page (72) Inventor Kazunori Toda 1-3-2 Shibaura, Minato-ku, Tokyo Shimizu Corporation
Claims (1)
れぞれ鉛直方向および水平方向の双方の荷重に抗し得る
2方向版とし、それらエレメントを平面視略半円形状を
なすように並べかつ各エレメントを水平方向の荷重およ
び面内剪断力を伝達可能な継手部を介して相互に連結し
た状態で構築してなることを特徴とする土留め壁。An element constituting a continuous underground wall is a two-way plate capable of withstanding loads in both a vertical direction and a horizontal direction, and the elements are arranged so as to form a substantially semicircular shape in plan view. A retaining wall, wherein the elements are constructed in a state where the elements are connected to each other via a joint capable of transmitting a horizontal load and an in-plane shear force.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP23452996A JPH1077630A (en) | 1996-09-04 | 1996-09-04 | Earth retaining wall |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP23452996A JPH1077630A (en) | 1996-09-04 | 1996-09-04 | Earth retaining wall |
Publications (1)
Publication Number | Publication Date |
---|---|
JPH1077630A true JPH1077630A (en) | 1998-03-24 |
Family
ID=16972463
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP23452996A Pending JPH1077630A (en) | 1996-09-04 | 1996-09-04 | Earth retaining wall |
Country Status (1)
Country | Link |
---|---|
JP (1) | JPH1077630A (en) |
Cited By (1)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
KR101111653B1 (en) | 2009-04-24 | 2012-02-14 | 한국건설기술연구원 | Earth Retaining Implement Using Static Soil Pressure |
-
1996
- 1996-09-04 JP JP23452996A patent/JPH1077630A/en active Pending
Cited By (1)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
KR101111653B1 (en) | 2009-04-24 | 2012-02-14 | 한국건설기술연구원 | Earth Retaining Implement Using Static Soil Pressure |
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