JPH05321257A - Method and structure for timbering of underground continuous wall - Google Patents
Method and structure for timbering of underground continuous wallInfo
- Publication number
- JPH05321257A JPH05321257A JP15015092A JP15015092A JPH05321257A JP H05321257 A JPH05321257 A JP H05321257A JP 15015092 A JP15015092 A JP 15015092A JP 15015092 A JP15015092 A JP 15015092A JP H05321257 A JPH05321257 A JP H05321257A
- Authority
- JP
- Japan
- Prior art keywords
- anchor
- continuous wall
- underground continuous
- hole
- underground
- 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
Links
Landscapes
- Bulkheads Adapted To Foundation Construction (AREA)
- Piles And Underground Anchors (AREA)
Abstract
Description
【０００１】[0001]
【産業上の利用分野】本発明は、土留めアンカ−を用い
た地下連続壁の支保工法及び支保構造に関するものであ
る。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a supporting method for a continuous underground wall and a supporting structure using earth retaining anchors.
【０００２】[0002]
【従来の技術】土留め用の地下連続壁工法において、鋼
製の連続壁体を用いてこれを行う場合がある。この鋼製
地下連続壁工法の支保工としてはアンカ−が多用されて
いるが、アンカ−の施工は従来以下のようになされてい
た。地盤を掘削して溝を形成し、この溝内に鋼製地下連
続壁（以下『連続壁』という）を建込む。建込んだ連続
壁の一方の側部を掘削して行き、ある程度掘削したとこ
ろで連続壁にアンカーを打設する。打設したアンカーを
緊張してアンカー頭部を定着する際に、アンカー頭部と
壁面との間に腹起しを設置し、連続壁背面の地盤の土圧
により生ずる押抜き剪断力を腹起しで分散させて、壁体
を支保する。そして、連続壁側方をさらに掘削して上記
作業を繰り返し、所定深度まで施工する。2. Description of the Related Art In an underground continuous wall construction method for retaining soil, a continuous wall body made of steel may be used. Although anchors are often used as support works for this steel underground continuous wall construction method, the anchors have been conventionally constructed as follows. The ground is excavated to form a groove, and a steel underground continuous wall (hereinafter referred to as "continuous wall") is built in this groove. One side of the built continuous wall is excavated, and after excavating to some extent, an anchor is placed on the continuous wall. When tensioning the placed anchor to fix the anchor head, install a bulge between the anchor head and the wall surface to pierce the punching shear force generated by the earth pressure of the ground behind the continuous wall. Disperse with a brush to support the wall. Then, the side wall of the continuous wall is further excavated, the above-mentioned work is repeated, and the work is carried out to a predetermined depth.
【０００３】[0003]
【発明が解決しようとする問題点】上記の従来技術に
は、次のような問題点が存在する。 ＜イ＞腹起し材として用いられるＨ鋼は重量があり、複
数のアンカーを同時に支保する様に横長状に設置する必
要があり、その設置作業は非常に困難である。Problems to be Solved by the Invention The above-mentioned conventional techniques have the following problems. <A> The H steel used as a waving material is heavy and needs to be installed in a horizontally long shape so as to simultaneously support a plurality of anchors, and the installation work is extremely difficult.
【０００４】＜ロ＞Ｈ鋼を設置するためには、余掘り量
を多くとる必要があり、設置作業の効率が損なわれる。<B> In order to install H steel, it is necessary to take a large amount of excess digging, which impairs the efficiency of installation work.
【０００５】[0005]
【本発明の目的】本発明は、以上のような問題点を解決
するために成されたもので、その目的は、アンカーの設
置作業性に優れ、作業効率が向上する地下連続壁の支保
工法及び支保構造を提供する事である。SUMMARY OF THE INVENTION The present invention has been made to solve the above problems, and an object thereof is a method of supporting a continuous underground wall, which has excellent workability for installing anchors and improves work efficiency. And to provide a support structure.
【０００６】[0006]
【問題点を解決するための手段】本発明は、地下連続壁
をアンカーにより支保する工法において、地下連続壁の
掘削側面から土留め側面に貫通する孔を設け、この貫通
孔を介して地下連続壁の背面地盤にアンカーを設置し、
貫通孔の掘削側面の周囲に支圧板を取り付け、さらに地
下連続壁面との間に支圧板を挟んで取り付けたアンカー
台座を取り付け、このアンカー台座にアンカー頭部を貫
通させて緊張した後、アンカー頭部を台座面に定着する
ことを特徴とする、地下連続壁の支保工法である。更に
本発明は、地下連続壁の掘削側面から土留め側面に貫通
する貫通孔内を介して、地下連続壁の背面地盤に打設す
るアンカーと、前記貫通孔の掘削側面の周囲に配置した
支圧板と、地下連続壁面との間に前記支圧板を挟んで取
り付けたアンカー台座と、緊張したアンカーの頭部を台
座面に定着する定着具とにより構成する、地下連続壁の
支保構造である。[Means for Solving the Problems] The present invention relates to a construction method for supporting an underground continuous wall by an anchor, in which a hole penetrating from the excavation side of the underground continuous wall to the earth retaining side is provided, and the underground continuation is performed through this through hole. Install an anchor on the back ground of the wall,
Attach a bearing plate around the excavated side surface of the through hole, and further attach an anchor pedestal with the bearing plate sandwiched between the underground wall and the anchor head after passing through the anchor head and tightening it. This is a method of supporting the continuous underground wall, characterized by fixing the part to the pedestal surface. Furthermore, the present invention provides an anchor that is placed on the back ground of the underground continuous wall through a through hole that penetrates from the excavation side surface of the underground continuous wall to the earth retaining side surface, and a support arranged around the excavation side surface of the through hole. A support structure for an underground continuous wall, which is composed of a pressure plate and an anchor pedestal attached between the pressure wall and an underground continuous wall by sandwiching the pressure bearing plate, and a fixing tool for fixing the tensioned head of the anchor to the pedestal surface.
【０００７】[0007]
【実施例】以下、図面を参照しながら、本発明について
説明する。 ＜イ＞地下連続壁の支保構造 地盤７に掘削して形成した溝内に地下連続壁４を建込
み、前記地下連続壁４の側方を掘削すると共に、地下連
続壁４に設置される貫通孔５を介してアンカー３を地下
連続壁４背面地盤に打設する。そして本発明は、図１及
び図２に示す様に地下連続壁４から突出した前記アンカ
ー３の頭部に支持板１、アンカー台座２及び定着具６を
挿入して装着し、緊張させたアンカー３を定着させて、
地下連続壁４を支保する支保構造である。以下詳述す
る。DESCRIPTION OF THE PREFERRED EMBODIMENTS The present invention will be described below with reference to the drawings. <B> Supporting structure of underground continuous wall The underground continuous wall 4 is built in the groove formed by excavating in the ground 7, the side of the underground continuous wall 4 is excavated, and the penetration is installed in the underground continuous wall 4. Anchor 3 is placed through the hole 5 on the back ground of the underground continuous wall 4. And the present invention, as shown in FIG. 1 and FIG. 2, is a tensioned anchor in which the support plate 1, the anchor pedestal 2 and the fixing tool 6 are inserted into the head of the anchor 3 protruding from the underground continuous wall 4 and attached. Fix 3
It is a support structure that supports the continuous underground wall 4. This will be described in detail below.
【０００８】＜ロ＞支圧板 支圧板１は、矩形の板体であり、その中央部に前記貫通
孔５とほぼ同じ大きさで円形のアンカー孔が開設されて
いる。支圧板１は、後述するアンカー台座２から受ける
押抜き剪断力を分散して地下連続壁４に伝達する部位で
ある。支圧板１の板面積及び板厚は、前記押抜き剪断力
に十分耐え得るように設定されている。本実施例の支圧
板１の形状は矩形であるが円形または多角形等であって
もよく、支圧板１に開設されるアンカー孔も円形以外の
形状でも採用できる。<B> Pressure Bearing Plate The pressure bearing plate 1 is a rectangular plate body, and a circular anchor hole having substantially the same size as the through hole 5 is formed in the center thereof. The pressure bearing plate 1 is a part that disperses a punching shearing force received from an anchor pedestal 2 to be described later and transmits it to the underground continuous wall 4. The plate area and plate thickness of the pressure bearing plate 1 are set so as to sufficiently withstand the punching shearing force. The bearing plate 1 of this embodiment has a rectangular shape, but may have a circular shape or a polygonal shape, and the anchor holes formed in the bearing plate 1 may have a shape other than a circular shape.
【０００９】＜ハ＞アンカー台座 アンカー台座２は、内部が中空で、背部に支圧板１の孔
に嵌合する円柱形の突起部２１を有し、前部上方に定着
面２２を有し、前記定着面２２に孔２３を開設した部材
である。アンカー台座２は、緊張したアンカー３の引張
り力を支圧板１に伝達する部位である。また、前記突起
部２１は支圧板１の孔及び地下連続壁４の貫通孔５に嵌
合する様に成されているので、アンカー台座２を設置す
る際支圧板１のアンカー孔及び地下連続壁４の貫通孔５
がソケットの役割を果たし、非常に作業性がよい。本実
施例のアンカー台座２は、内部が中空であるが、定着面
２２から突起部２１までアンカー３が貫通できるもので
あれば、内部が中空でないものでもよい。定着面２２
は、打設するアンカー３に直交するように設定される。
また、図３に示すように、定着面２２を湾曲形に形成
し、円錐状の可変支持具７をその定着面２２に摺動可能
に嵌合するよう構成する。このように構成することによ
って、アンカー３の打設角度を調整できる。<C> Anchor pedestal The anchor pedestal 2 has a hollow interior, a cylindrical projection 21 that fits into the hole of the pressure bearing plate 1 in the back, and a fixing surface 22 above the front, It is a member having holes 23 formed in the fixing surface 22. The anchor pedestal 2 is a part that transmits the tensile force of the tensioned anchor 3 to the bearing plate 1. Further, since the protrusion 21 is configured to fit into the hole of the bearing plate 1 and the through hole 5 of the underground continuous wall 4, when the anchor pedestal 2 is installed, the anchor hole of the bearing plate 1 and the underground continuous wall are installed. 4 through holes 5
Plays the role of a socket and has very good workability. Although the anchor pedestal 2 of the present embodiment has a hollow interior, the anchor pedestal 2 may not have a hollow interior as long as the anchor 3 can penetrate from the fixing surface 22 to the protrusion 21. Fixing surface 22
Is set to be orthogonal to the anchor 3 to be placed.
Further, as shown in FIG. 3, the fixing surface 22 is formed in a curved shape, and the variable support 7 having a conical shape is slidably fitted to the fixing surface 22. With this configuration, the driving angle of the anchor 3 can be adjusted.
【００１０】＜ニ＞定着具 定着具６は、アンカー３の頭部を定着面２２に定着する
部位であり、ネジ及びくさび等の公知の手段で採用でき
る。<D> Fixing Tool The fixing tool 6 is a portion for fixing the head of the anchor 3 to the fixing surface 22, and can be adopted by a known means such as a screw or a wedge.
【００１１】＜ホ＞地下連続壁 地下連続壁４は、連結継手を有する角型鋼管からなる鋼
製の連続壁体である。地下連続壁４には、掘削側面から
土留め側面に貫通する貫通孔５が一定間隔で設置されて
いる。前記貫通孔５は、地下連続壁４内に埋設され、中
空部を有する円筒形部材であり、例えばスリーブ管等が
採用される。貫通孔５は、地下連続壁４にアンカー３を
貫通させる為の部位であり、アンカー３の打設角度に合
わせ傾斜させて設置する。<E> Underground continuous wall The underground continuous wall 4 is a continuous wall made of steel made of a square steel pipe having a connecting joint. The underground continuous wall 4 is provided with through holes 5 penetrating from the excavation side surface to the earth retaining side surface at regular intervals. The through hole 5 is a cylindrical member that is embedded in the underground continuous wall 4 and has a hollow portion, and for example, a sleeve pipe or the like is adopted. The through hole 5 is a portion for penetrating the anchor 3 through the underground continuous wall 4, and is installed so as to be inclined according to the driving angle of the anchor 3.
【００１２】＜ヘ＞アンカー アンカー３は、貫通孔５に挿入し、グラウトにより地下
連続壁４の背面地盤７に定着された後、支圧板１、アン
カー台座２及び定着具６により頭部を定着され、地下連
続壁４を支保する部材である。本実施例のアンカー３は
公知のアンカーを採用できる。<F> Anchor The anchor 3 is inserted into the through hole 5 and fixed to the back ground 7 of the continuous underground wall 4 by the grout, and then the head is fixed by the bearing plate 1, the anchor pedestal 2 and the fixing tool 6. It is a member that supports the continuous underground wall 4. As the anchor 3 of this embodiment, a known anchor can be adopted.
【００１３】[0013]
【施工方法】次に本発明に係る地下連続壁の支保工法の
設置工程について説明する。 ＜イ＞地下連続壁の建込み 掘削した地盤７の溝内に地下連続壁４を建込む。建込ん
だ地下連続壁４の地盤７の側方を掘削する。また、地下
連続壁４の中空の内部にグラウトを注入すれば、地下連
続壁４の剛性を向上する事ができる。[Construction method] Next, the installation process of the method of supporting the continuous underground wall according to the present invention will be described. <A> Construction of underground continuous wall The underground continuous wall 4 is built in the trench of the excavated ground 7. The side of the ground 7 of the built underground continuous wall 4 is excavated. If the grout is injected into the hollow inside of the underground continuous wall 4, the rigidity of the underground continuous wall 4 can be improved.
【００１４】＜ロ＞アンカー打設 ある程度地盤７を掘削した後、アンカー３の打設を行
う。地下連続壁４には、予め貫通孔５が埋設されている
ので、アンカー３打設用の孔を別途に削孔する必要な
い。貫通孔５から掘削装置を挿入して地盤７にアンカー
３打設用の孔を削孔する。そして前記孔にアンカー３を
奥まで挿入し、グラウトを注入する。<B> Anchor placement After excavating the ground 7 to some extent, the anchor 3 is placed. Since the through hole 5 is embedded in the underground continuous wall 4 in advance, it is not necessary to separately drill a hole for placing the anchor 3. A drilling device is inserted from the through hole 5 to drill a hole for placing the anchor 3 in the ground 7. Then, the anchor 3 is inserted all the way into the hole, and grout is injected.
【００１５】＜ハ＞アンカー定着 グラウトが硬化した後、アンカー３頭部に支圧板１のア
ンカー孔を貫通させて、支圧板１を設置する。次にアン
カー台座２を突起部２１側からアンカー３頭部に貫通さ
せて装着する。 このとき、地下連続壁４の貫通孔５及
び支圧板１のアンカー孔がアンカー台座２の突起部２１
に調度嵌合するように形成しているので、地下連続壁４
の貫通孔５及び支圧板１のアンカー孔がアンカー台座２
のソケットの役割を果たし、設置作業性が非常によい。
また、支圧板１及びアンカー台座２は比較的軽量である
ので装着作業が容易に行える。アンカー３に緊張を与え
る。そして定着具６でアンカー３頭部を定着する。その
他のアンカー定着が終了したら、さらに地盤７を掘削
し、所定深度に達するまで上記工程を順次繰り返す。<C> Anchor fixing After the grout is hardened, the pressure bearing plate 1 is installed by penetrating the anchor holes of the pressure bearing plate 1 through the heads of the anchors 3. Next, the anchor pedestal 2 is attached by penetrating the head of the anchor 3 from the protrusion 21 side. At this time, the through hole 5 of the underground continuous wall 4 and the anchor hole of the bearing plate 1 are the protrusions 21 of the anchor base 2.
Since it is formed so as to be fitted to the
Through hole 5 and the anchor hole of bearing plate 1 are anchor pedestal 2
It plays the role of a socket and has very good installation workability.
Further, since the bearing plate 1 and the anchor pedestal 2 are relatively lightweight, the mounting work can be easily performed. Tension the anchor 3. Then, the fixing tool 6 fixes the head of the anchor 3. When other anchor fixing is completed, the ground 7 is further excavated, and the above steps are sequentially repeated until a predetermined depth is reached.
【００１６】[0016]
【本発明の効果】本発明は以上説明したようになるた
め、次のような効果を得ることができる。 ＜イ＞従来の様に重量のある腹起しを使用せず、支圧板
によりアンカー単位で土圧作用時の押抜き剪断力を分散
させることができる。また、支圧板は小型でありなが
ら、十分な面積により押抜き剪断力に耐える事ができ
る。Since the present invention is as described above, the following effects can be obtained. <B> Unlike the conventional method, it is possible to disperse the punching shearing force at the time of earth pressure action in anchor units by using the pressure bearing plate without using a heavy uprising. Further, the pressure bearing plate is small in size, but has a sufficient area to withstand the punching shearing force.
【００１７】＜ロ＞支圧板は小型、軽量であるので、ア
ンカー頭部の支圧板及びアンカー台座等の定着部設置作
業が容易に行える。<B> Since the pressure bearing plate is small and lightweight, the work of installing the fixing portion such as the pressure bearing plate of the anchor head and the anchor pedestal can be easily performed.
【００１８】＜ハ＞従来のＨ鋼に比べ支圧板は、あまり
設置場所を取らないので、使用できる空間が広がり、用
地を有効利用できる。<C> Compared with the conventional H steel, the bearing plate does not occupy much space, so the usable space is expanded and the site can be effectively used.
【図１】本発明による地下連続壁の支保状態を示す斜視
図FIG. 1 is a perspective view showing a supporting state of an underground continuous wall according to the present invention.
【図２】本発明の地下連続壁における支保構造を示す斜
視図FIG. 2 is a perspective view showing a support structure for an underground continuous wall of the present invention.
【図３】本発明の地下連続壁における支保構造を示す斜
視図FIG. 3 is a perspective view showing a support structure for an underground continuous wall of the present invention.
【図４】従来の地下連続壁の支保状態を示す斜視図FIG. 4 is a perspective view showing a conventional supporting state of an underground continuous wall.
Claims (2)
において、 地下連続壁の掘削側面から土留め側面に貫通する孔を設
け、 この貫通孔を介して地下連続壁の背面地盤にアンカーを
設置し、 貫通孔の掘削側面の周囲に支圧板を取り付け、 さらに地下連続壁面との間に支圧板を挟んで取り付けた
アンカー台座を取り付け、 このアンカー台座にアンカー頭部を貫通させて緊張した
後、 アンカー頭部を台座面に定着することを特徴とする、 地下連続壁の支保工法。1. A method of supporting an underground continuous wall with an anchor, wherein a hole is provided through the excavation side of the underground continuous wall to the earth retaining side, and the anchor is installed on the back ground of the underground continuous wall through this through hole. A pressure plate is attached around the excavated side surface of the through hole, and an anchor pedestal is attached with the pressure plate sandwiched between the underground wall and the anchor head. A method of supporting underground continuous walls, characterized by fixing the head to the pedestal surface.
通する貫通孔内を介して、地下連続壁の背面地盤に打設
するアンカーと、 前記貫通孔の掘削側面の周囲に配置した支圧板と、 地下連続壁面との間に前記支圧板を挟んで取り付けたア
ンカー台座と、 緊張したアンカーの頭部を台座面に定着する定着具とに
より構成する、 地下連続壁の支保構造。2. An anchor that is placed on the back ground of the underground continuous wall through a through hole that penetrates from the excavation side surface of the underground continuous wall to the earth retaining side surface, and a support arranged around the excavation side surface of the through hole. A support structure for an underground continuous wall, which is composed of a pressure plate and an anchor pedestal mounted with the pressure bearing plate sandwiched between the underground continuous wall surface and a fixing device for fixing the tensioned anchor head to the pedestal surface.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP4150150A JP2992914B2 (en) | 1992-05-19 | 1992-05-19 | Support method and support structure for steel underground continuous wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP4150150A JP2992914B2 (en) | 1992-05-19 | 1992-05-19 | Support method and support structure for steel underground continuous wall |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH05321257A true JPH05321257A (en) | 1993-12-07 |
| JP2992914B2 JP2992914B2 (en) | 1999-12-20 |
Family
ID=15490594
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP4150150A Expired - Lifetime JP2992914B2 (en) | 1992-05-19 | 1992-05-19 | Support method and support structure for steel underground continuous wall |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2992914B2 (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07166546A (en) * | 1993-12-15 | 1995-06-27 | Kajima Corp | Soldier beam lock anchor type earth retaining soldier beam |
| JP2008255615A (en) * | 2007-04-03 | 2008-10-23 | Ohbayashi Corp | Head anchoring structure of anchor, head anchoring method of anchor and injection method of grout material |
| KR100907904B1 (en) * | 2009-03-05 | 2009-07-16 | 이석용 | Movable Temporary Temper Structure |
| CN107882040A (en) * | 2017-11-23 | 2018-04-06 | 北京地矿工程建设有限责任公司 | A kind of construction method of foundation ditch prestress anchorage cable |
| CN113882389A (en) * | 2021-09-03 | 2022-01-04 | 武汉中科岩土工程有限责任公司 | Deep foundation pit supporting structure and construction method thereof |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108442427A (en) * | 2018-05-02 | 2018-08-24 | 中国十七冶集团有限公司 | A kind of bracing means for preventing diaphram wall from settling |
-
1992
- 1992-05-19 JP JP4150150A patent/JP2992914B2/en not_active Expired - Lifetime
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07166546A (en) * | 1993-12-15 | 1995-06-27 | Kajima Corp | Soldier beam lock anchor type earth retaining soldier beam |
| JP2008255615A (en) * | 2007-04-03 | 2008-10-23 | Ohbayashi Corp | Head anchoring structure of anchor, head anchoring method of anchor and injection method of grout material |
| KR100907904B1 (en) * | 2009-03-05 | 2009-07-16 | 이석용 | Movable Temporary Temper Structure |
| CN107882040A (en) * | 2017-11-23 | 2018-04-06 | 北京地矿工程建设有限责任公司 | A kind of construction method of foundation ditch prestress anchorage cable |
| CN113882389A (en) * | 2021-09-03 | 2022-01-04 | 武汉中科岩土工程有限责任公司 | Deep foundation pit supporting structure and construction method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| JP2992914B2 (en) | 1999-12-20 |
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