JP2523234B2 - Anchor retaining wall - Google Patents

Anchor retaining wall

Info

Publication number
JP2523234B2
JP2523234B2 JP3146318A JP14631891A JP2523234B2 JP 2523234 B2 JP2523234 B2 JP 2523234B2 JP 3146318 A JP3146318 A JP 3146318A JP 14631891 A JP14631891 A JP 14631891A JP 2523234 B2 JP2523234 B2 JP 2523234B2
Authority
JP
Japan
Prior art keywords
anchor
retaining wall
pillar
foundation pile
constructed
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 - Fee Related
Application number
JP3146318A
Other languages
Japanese (ja)
Other versions
JPH04368519A (en
Inventor
木 啓 三 鈴
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.)
ANDO CONSTR
Original Assignee
ANDO CONSTR
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
Application filed by ANDO CONSTR filed Critical ANDO CONSTR
Priority to JP3146318A priority Critical patent/JP2523234B2/en
Publication of JPH04368519A publication Critical patent/JPH04368519A/en
Application granted granted Critical
Publication of JP2523234B2 publication Critical patent/JP2523234B2/en
Anticipated expiration legal-status Critical
Expired - Fee Related legal-status Critical Current

Links

Description

【発明の詳細な説明】Detailed Description of the Invention

【0001】[0001]

【産業上の利用分野】本発明はアンカー擁壁に係り、特
にほぼ鉛直に打設された永久アンカーを備えた擁壁で背
面作用土圧を支持するようにしたアンカー擁壁に関す
る。
BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to an anchor retaining wall, and more particularly to an anchor retaining wall having a permanent anchor that is installed substantially vertically to support back-acting earth pressure.

【0002】[0002]

【従来の技術】一般に傾斜地を切土して建設用地等を確
保する場合には図5に示したように切土斜面Sの法面崩
壊防止のために擁壁50が施工されている。この種の擁
壁の構造形式は作用する土圧や用途により異なるが、通
常は逆T形鉄筋コンクリート擁壁やL形鉄筋コンクリー
ト擁壁が採用されている。また、この種の擁壁を施工す
る場合に隣地境界による制限を受けるときは擁壁の底版
かかと部が隣地に入らないように施工することが必要で
ある。一方、擁壁50は底版51を有するので、この底
版51を施工するために擁壁背面部分52を広い範囲で
掘削する必要がある。そして、隣地境界との兼合いによ
り後に除去可能な仮設アンカー53による山留工を行
い、鉄筋コンクリート擁壁50を施工し、その後仮設山
留工を撤去しながら、擁壁のたて壁54の背面を埋戻し
土により埋戻し、現状に復帰させ、擁壁の前面に建築物
等55を構築するようになっている。
2. Description of the Related Art Generally, when cutting a sloping ground to secure a construction site or the like, a retaining wall 50 is constructed to prevent the slope slope S of the cut slope S from collapsing as shown in FIG. Although the structural type of this type of retaining wall varies depending on the earth pressure acting and the application, an inverted T-shaped reinforced concrete retaining wall or an L-shaped reinforced concrete retaining wall is usually adopted. In addition, when constructing this type of retaining wall, it is necessary to construct it so that the bottom slab heel of the retaining wall does not enter the adjacent land if it is restricted by the boundary of the adjacent land. On the other hand, since the retaining wall 50 has the bottom slab 51, it is necessary to excavate the retaining wall rear surface portion 52 in a wide range in order to construct the bottom slab 51. Then, a mountain anchorage by a temporary anchor 53 that can be removed later in consideration of the boundary with the adjacent land is carried out, a reinforced concrete retaining wall 50 is constructed, and then the temporary mountain anchorage is removed, while the rear surface of the vertical wall 54 of the retaining wall. Is backfilled with backfill soil to restore the current state, and a building 55 or the like is constructed in front of the retaining wall.

【0003】[0003]

【発明が解決しようとする課題】しかしながら、上述の
擁壁では擁壁背面の埋戻し作業の占める作業時間の割合
が大きく、全体工程が遅延するという問題があるととも
に、適当な埋戻し土を相当量確保しなければならないと
いう問題もある。また、擁壁の底版を構築するために隣
地境界と擁壁たて壁とのクリアランスを大きくとらなけ
ればならず敷地を有効に利用できない。
However, the above-mentioned retaining wall has a problem that the backfilling work on the rear surface of the retaining wall occupies a large proportion of the work time, which delays the whole process, and a suitable backfilling soil is required. There is also the problem of having to secure the amount. Further, in order to construct the bottom plate of the retaining wall, the clearance between the adjacent land boundary and the retaining wall vertical wall must be taken large, and the site cannot be effectively used.

【0004】そこで、本発明の目的は上述した従来の技
術が有する問題点を解消し、擁壁背面の埋戻しを最小に
するとともに、敷地を最大限に利用できるようにしたア
ンカー擁壁を提供することにある。
Therefore, an object of the present invention is to solve the problems of the above-mentioned conventional techniques, to minimize backfilling of the back surface of the retaining wall, and to provide an anchor retaining wall that allows the site to be utilized to the maximum extent. To do.

【0005】[0005]

【課題を解決するための手段】上記目的を達成するため
に、本願発明に係るアンカー擁壁は、所定間隔で支持地
盤内に施工された基礎ぐいと、前記基礎ぐい上に立設さ
れた親柱と、前記基礎ぐいと前記親柱の結合状態を保持
するアンカーと、このアンカーの頭部を定着可能な台座
部を有するとともに各親柱の頂部を一体に連結する定着
フレームと、上記隣接する親柱の側部間に設けられた中
間壁と、を備えたことを特徴とするものである。
In order to achieve the above object, an anchor retaining wall according to the present invention comprises a foundation pile constructed in a supporting ground at a predetermined interval and a main pillar standing on the foundation pile. An anchor for holding the combined state of the foundation pillar and the main pillar, a fixing frame having a pedestal portion capable of fixing the head of the anchor and integrally connecting the tops of the respective main pillars, and the adjacent main pillar And an intermediate wall provided between the side portions of the.

【0006】[0006]

【作用】本発明によれば、所定間隔で支持地盤内に基礎
ぐいを打設し、この基礎ぐい上に基礎ぐいと一体となる
ように親柱を立設し、この親柱の掘削背面位置にほぼ鉛
直な角度をなして先端が支持地盤内に定着されたアンカ
ーを打設し、このアンカーの頭部を定着可能な台座部を
有する定着フレームで各親柱の頂部を一体的に連結し、
上記隣接する親柱の側部間に中間壁を設けたので、擁壁
背面の掘削をほとんど必要とせずに、擁壁を施工でき、
アンカーで支持された親柱と中間壁とから構成された擁
壁に作用する背面土圧を支持することができる。
According to the present invention, foundation piles are driven in the support ground at predetermined intervals, and a main pillar is erected on the foundation pile so as to be integrated with the foundation pile. An anchor whose tip is fixed in the supporting ground is formed at an almost vertical angle, and the top of each parent pillar is integrally connected by a fixing frame having a pedestal that can fix the head of this anchor,
Since the intermediate wall is provided between the side portions of the adjacent main pillars, the retaining wall can be constructed with almost no need to excavate the rear surface of the retaining wall,
It is possible to support the back surface earth pressure acting on the retaining wall composed of the main pillar supported by the anchor and the intermediate wall.

【0007】[0007]

【実施例】以下本発明によるアンカー擁壁の一実施例を
添付図面を参照して説明する。図1において、本発明に
よるアンカー擁壁1は斜面2を所定高さ面まで掘削した
位置に所定間隔で支持地盤3内に全体が構築されるよう
に施工された基礎ぐい4と、この基礎ぐい4上に構造的
に一体に立設された鉄筋コンクリート製の親柱5と、こ
の親柱5の掘削背面位置にほぼ鉛直に打設され、先端が
支持地盤内に定着された例えば鋼より線からなるアース
アンカーを一例とするアンカー6と、このアンカー6の
頭部を定着可能な台座部7を有し、各親柱5の頂部を一
体的に連結する鉄筋コンクリート製の定着フレームと、
上記隣接する鉄筋コンクリート製の親柱5の側部間に連
設されたプレキャストコンクリート製の中間壁とから構
成されている。上記基礎ぐい4は本実施例では深礎ぐい
が施工されている。この深礎ぐいは大きな鉛直方向支持
力を受けないので、施工可能な最小半径のくい寸法とす
れば良い。また、くい全体が地盤中の支持層に施工され
ることが好ましく、このくいを横切るように作用する側
方すべり剪断力に抵抗するように所定配筋量の鉄筋コン
クリートとされている。さらに、基礎ぐい4の頂部には
断面形がほぼ正方形をなす鉄筋コンクリート製の親柱5
が立設されている。この親柱5の補強鉄筋は基礎ぐい4
の補強鉄筋と接合され、親柱5と基礎ぐい4とが構造的
に一体に背面土圧に抵抗できるようになっている。この
親柱5の背面側には所定離隔をあけて鋼より線からなる
アースアンカーが打設されている。このアースアンカー
の引張り材としては高引張強度のPC鋼より線やPC鋼
棒が使用されている。このときアースアンカー6の先端
には所定長さにわたりアンカー体定着部6bが形成され
ており、このアンカー体定着部6bはモルタルやセメン
トペーストにより支持地盤に固着されている。このアン
カー6を定着するために上記親柱5の頂部を連結する梁
状の定着フレーム8が施工されている。この定着フレー
ム8は鉄筋コンクリート製で各親柱5を連結するための
断面形状が矩形の連結梁部8aとこの連結梁部8aの背
面に張り出すようにして台座部7を配置するためスラブ
状の定着梁8bとからなる。このときこの定着梁8bの
後端部は隣地境界を侵さないような寸法に設定されてい
る。この定着梁8bの上面にはアンカー6の頭部6aが
定着梁8bの貫通孔を介して突出しており、このアンカ
ー頭部6aを図示しない油圧ジャッキ等により所定の緊
張力で引張り、所定緊張力を保持し、締付け具で定着固
定するようになっている。このアンカー6の緊張定着作
業を確実に行うために、鋼製の台座部7が据え付けられ
ている。また、隣接する親柱5の側部を連結するように
プレキャストコンクリート製の中間壁9が施工されてい
る。この中間壁9により親柱5で負担される背面土圧の
一部を分担することができる。そしてこの擁壁の前面に
確保された敷地内に所定の建築物10を構築するように
なっている。
DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS An embodiment of an anchor retaining wall according to the present invention will be described below with reference to the accompanying drawings. In FIG. 1, an anchor retaining wall 1 according to the present invention is a foundation pile 4 constructed so as to be entirely constructed in a support ground 3 at predetermined intervals at a position where a slope 2 is excavated to a predetermined height surface, and this foundation pile. 4 and a parent pillar 5 made of reinforced concrete which is structurally and integrally erected on the top of the parent pillar 4, and a vertical stake is placed substantially vertically at the excavation rear surface position of the parent pillar 5, and the tip is anchored in the supporting ground. An anchor 6 exemplifying an earth anchor, and a pedestal 7 that can fix the head of the anchor 6, and a fixing frame made of reinforced concrete that integrally connects the tops of the respective main pillars 5,
It is composed of a precast concrete intermediate wall continuously provided between the side portions of the adjacent parent columns 5 made of reinforced concrete. The foundation pile 4 is a deep foundation pile constructed in this embodiment. Since this deep foundation pile does not receive a large vertical bearing force, the pile radius should be the minimum radius for construction. Further, it is preferable that the entire pile is applied to a support layer in the ground, and the pile is made of reinforced concrete having a predetermined amount of reinforcement so as to resist the lateral sliding shearing force acting across the pile. Furthermore, on the top of the foundation pile 4, there is a parent pillar 5 made of reinforced concrete whose cross section is almost square.
Is erected. The reinforcing bars of this main pillar 5 are foundation piles 4
The main pillar 5 and the foundation pile 4 are structurally integrated with each other so as to be able to resist rear surface earth pressure by being joined to the reinforcing reinforcing bars of the above. On the back side of the main pillar 5, a ground anchor made of steel stranded wire is placed at a predetermined distance. As a tensile material of this earth anchor, a PC stranded wire or a PC steel rod having high tensile strength is used. At this time, an anchor body fixing portion 6b is formed at a tip of the earth anchor 6 over a predetermined length, and the anchor body fixing portion 6b is fixed to the supporting ground by mortar or cement paste. In order to fix the anchor 6, a beam-shaped fixing frame 8 that connects the tops of the main pillars 5 is constructed. The fixing frame 8 is made of reinforced concrete and has a slab-like shape for arranging the connecting beam portion 8a having a rectangular cross-section for connecting the parent columns 5 and the pedestal portion 7 so as to project to the back surface of the connecting beam portion 8a. The fixing beam 8b. At this time, the size of the rear end of the fixing beam 8b is set so as not to invade the adjacent land boundary. A head 6a of the anchor 6 projects through the through hole of the fixing beam 8b on the upper surface of the fixing beam 8b, and the anchor head 6a is pulled with a predetermined tension force by a hydraulic jack or the like (not shown) to obtain a predetermined tension force. Is held and is fixed and fixed with a fastener. In order to securely perform the tension fixing work of the anchor 6, a pedestal portion 7 made of steel is installed. In addition, an intermediate wall 9 made of precast concrete is constructed so as to connect the side portions of the adjacent main pillars 5. The intermediate wall 9 can share a part of the back surface earth pressure applied to the main pillar 5. Then, the predetermined building 10 is constructed within the site secured in front of the retaining wall.

【0008】図2は図1に示したアンカー6擁壁の一部
を示しており、このアンカー擁壁は所定間隔で施工され
た基礎ぐい4と、その上に施工された親柱5とこの親柱
5の間を閉塞するように配置された中間壁9とからな
る。同図では擁壁の妻部が示されており、この妻部にも
鉄筋コンクリートの妻壁9aが形成されている。また、
定着フレーム8の上面には親柱5の間隔と等しい間隔で
打設されたアースアンカー6の頭部を定着するための鋼
製台座が配置され、各アースアンカー6は所定緊張力で
定着フレーム8に定着するようになっている。
FIG. 2 shows a part of the anchor 6 retaining wall shown in FIG. 1. This anchor retaining wall is a foundation pile 4 constructed at predetermined intervals, and a main pillar 5 constructed on this. The intermediate wall 9 is arranged so as to close the space between the main pillars 5. In the same figure, the end portion of the retaining wall is shown, and the end portion 9a made of reinforced concrete is also formed in this end portion. Also,
On the upper surface of the fixing frame 8, a steel pedestal for fixing the heads of the ground anchors 6 placed at the same intervals as the main pillars 5 is arranged, and each ground anchor 6 is fixed with a predetermined tension force. It has become established in.

【0009】次にこのアンカー6擁壁の施工手順を基礎
ぐいとして深礎ぐいを使用した場合について図3を参照
して説明する。まず、建築物の建設予定地の斜面を切土
する(ステップ100)。この切土作業は上記親柱5の
前面を溝状に掘削する。このとき原地盤の状況に応じて
所定の山留工を施工する(ステップ110)。傾斜地で
は切梁施工ができない場合が多いので、必要な仮設アン
カー段数等を仮設計算によりに求め、仮設アンカーによ
る山留工を行う。また、この盤下げに合わせて山留面の
背面位置に親柱と平行でほぼ鉛直となるように永久アン
カー6を打設し、支持地盤にアンカー体定着部6bを形
成する(ステップ120)。盤下げが完了し支持地盤付
近まで掘削したら、所定間隔で深礎ぐい4を施工する
(ステップ130)。そしてこの深礎ぐい4の頂部に鉄
筋コンクリート親柱5を打設する(ステップ140)。
さらにこの親柱5の頂部を連結するように定着フレーム
8を施工し、各アンカー頭部6aを定着保持する締付け
具とその支持部材である鋼製台座7を設置する(ステッ
プ150)。この定着フレーム8のコンクリート強度が
所定強度に達したらアンカー6を所定導入緊張力で緊張
し、アンカー頭部6aを締付け具により定着する(ステ
ップ160)。この状態から親柱5の前面を掘削盤下げ
して(ステップ170)、隣接する親柱5の間にプレキ
ャストコンクリートの中間壁9を施工する(ステップ1
80)。以上の作業を所定スパンにわたり繰り返し、ア
ンカー擁壁を施工すればよい。
Next, a case where a deep foundation pile is used as a foundation pile for the construction procedure of the anchor 6 retaining wall will be described with reference to FIG. First, the slope of the construction site of the building is cut (step 100). In this cutting work, the front surface of the main pillar 5 is excavated in a groove shape. At this time, a predetermined mountain retaining work is constructed according to the condition of the ground (step 110). In many cases, it is not possible to construct a crossbeam on a sloping ground, so the required number of temporary anchor steps, etc. should be determined by temporary calculation, and the mountain anchorage with temporary anchors shall be performed. Along with this lowering of the ground, a permanent anchor 6 is placed at the back of the mountain retaining surface so as to be substantially vertical and parallel to the main pillar, and an anchor body fixing portion 6b is formed on the supporting ground (step 120). After the bottoming is completed and the excavation is carried out to the vicinity of the supporting ground, deep foundation piles 4 are constructed at predetermined intervals (step 130). Then, the reinforced concrete main pillar 5 is placed on the top of the deep foundation pile 4 (step 140).
Further, a fixing frame 8 is installed so as to connect the tops of the main pillars 5, and a fastener for fixing and holding each anchor head 6a and a steel pedestal 7 which is a supporting member thereof are installed (step 150). When the concrete strength of the fixing frame 8 reaches a predetermined strength, the anchor 6 is tensioned by a predetermined introduction tension force, and the anchor head 6a is fixed by a fastener (step 160). From this state, the front surface of the main pillar 5 is lowered by the excavator (step 170), and the intermediate wall 9 of precast concrete is installed between the adjacent main pillars 5 (step 1).
80). The anchor retaining wall may be constructed by repeating the above work over a predetermined span.

【0010】次に本発明の他の実施例として親柱内にア
ンカーを施工するようにしたアンカー擁壁について図4
を参照して説明する。本実施例では擁壁に作用する背面
土圧がそれ程大きくなく、親柱15自体で作用土圧に抵
抗できるような地盤条件において実施することが好まし
い。このとき親柱15の側方抵抗力を増加させることに
より自立強度を大きくすることを目的としている。すな
わち親柱15の鉛直方向にプレストレスを導入し、親柱
15をプレストレストコンクリート柱とすれば良い。本
実施例ではまず、親柱15を施工する際にPC鋼線等の
アンカー16を挿入するための貫通孔15aを形成する
ために型枠組み立て時に筒状のボイド材を所定位置に配
置し、コンクリート打設して柱を施工する。そして、ア
ンカーのPC鋼材16を貫通孔15aに挿入して先端部
を基礎ぐい内に定着する。さらに柱のコンクリートが所
定強度に達したらPC鋼材16に所定緊張力で引張り緊
張し、プレストレスを導入する。このように親柱15に
導入された初期導入圧縮力により作用土圧に対して柱断
面に引張りを生じないようにすることができる。なお、
上述の実施例において、H型鋼等を親柱に使用すること
により横矢板による仮設山留工を併用することができ
る。
Next, as another embodiment of the present invention, an anchor retaining wall in which an anchor is constructed in a main pillar is shown in FIG.
Will be described with reference to. In the present embodiment, it is preferable to carry out under the ground condition that the back surface earth pressure acting on the retaining wall is not so large and the main pillar 15 itself can resist the acting earth pressure. At this time, the purpose is to increase the self-supporting strength by increasing the lateral resistance of the main pillar 15. That is, prestress may be introduced in the vertical direction of the main pillar 15 to make the main pillar 15 a prestressed concrete pillar. In the present embodiment, first, a cylindrical void member is arranged at a predetermined position during assembling of the form to form a through hole 15a for inserting the anchor 16 such as a PC steel wire when constructing the main pillar 15. The pillar is constructed by placing concrete. Then, the PC steel material 16 of the anchor is inserted into the through hole 15a and the tip portion is fixed in the foundation pile. Further, when the concrete of the pillar reaches a predetermined strength, the PC steel material 16 is tensioned and tensioned with a predetermined tension force to introduce prestress. In this way, the initial introduced compressive force introduced into the main pillar 15 can prevent the cross section of the pillar from being pulled against the applied earth pressure. In addition,
In the above-mentioned embodiment, by using H-shaped steel or the like for the main pillar, it is possible to use the temporary pile stay with the transverse sheet pile.

【0011】また、上述の実施例では基礎ぐいとして深
礎ぐいを施工したが、この深礎ぐいに代えて各種の場所
打ちぐいや鋼管ぐいを施工することも可能である。
Further, in the above-mentioned embodiment, the deep foundation pile was constructed as the foundation pile, but various place punches and steel pipe piles can be constructed instead of the deep foundation pile.

【0012】[0012]

【発明の効果】以上の説明から明らかなように、本発明
によれば所定間隔で支持地盤内に基礎ぐいを打設し、こ
の基礎ぐい上に基礎ぐいと一体となるように親柱を立設
し、この親柱の掘削背面位置にほぼ鉛直な角度をなして
先端が支持地盤内に定着されたアンカーを打設し、この
アンカーの頭部を定着可能な台座部を有する定着フレー
ムで各親柱の頂部を一体的に連結し、上記隣接する親柱
の側部間に中間壁を設けたので、擁壁の背面を掘削する
必要がほとんどなくなり、親柱と中間壁とから構成され
た小規模な擁壁を施工すれば良く、力学的において優れ
るとともに経済的な構造の擁壁を構築することができる
等の効果を奏する。
As is apparent from the above description, according to the present invention, foundation piles are driven in the support ground at predetermined intervals, and the main pillars are erected on the foundation piles so as to be integrated with the foundation piles. Then, an anchor whose tip is anchored in the support ground at an almost vertical angle is placed at the excavation rear surface position of this parent pillar, and each parent is attached by a anchoring frame having a pedestal part that can anchor the head of this anchor. Since the tops of the pillars are integrally connected and the intermediate wall is provided between the side parts of the adjacent parent pillars, there is almost no need to excavate the back surface of the retaining wall, and a small pillar composed of the parent pillar and the intermediate wall It is sufficient to construct a retaining wall in a large scale, and it is possible to construct an retaining wall having excellent mechanical properties and an economical structure.

【図面の簡単な説明】[Brief description of drawings]

【図1】本発明によるアンカー擁壁の一実施例を示した
横断面図。
FIG. 1 is a cross-sectional view showing an embodiment of an anchor retaining wall according to the present invention.

【図2】図1に示したアンカー擁壁を模式的に示した斜
視図
FIG. 2 is a perspective view schematically showing the anchor retaining wall shown in FIG.

【図3】本発明によるアンカー擁壁の施工手順の一例を
示した施工フローチャート。
FIG. 3 is a construction flowchart showing an example of a construction procedure of an anchor retaining wall according to the present invention.

【図4】本発明によるアンカー擁壁の他の実施例を示し
た横断面図。
FIG. 4 is a cross-sectional view showing another embodiment of the anchor retaining wall according to the present invention.

【図5】従来の擁壁の一例を示した横断面図。FIG. 5 is a cross-sectional view showing an example of a conventional retaining wall.

【符号の説明】[Explanation of symbols]

1 アンカー擁壁 3 支持地盤 4 基礎ぐい 5,15 親柱 6,16 アンカー 8 定着フレーム 9 中間壁 1 Anchor retaining wall 3 Supporting ground 4 Foundation pile 5,15 Main pillar 6,16 Anchor 8 Anchoring frame 9 Intermediate wall

Claims (1)

(57)【特許請求の範囲】(57) [Claims] 【請求項1】所定間隔で支持地盤内に施工された基礎ぐ
いと、前記基礎ぐい上に立設された親柱と、前記基礎ぐ
いと前記親柱の結合状態を保持するアンカーと、このア
ンカーの頭部を定着可能な台座部を有するとともに各親
柱の頂部を一体に連結する定着フレームと、上記隣接す
る親柱の側部間に設けられた中間壁と、を備えたことを
特徴とするアンカー擁壁。
1. A foundation pile installed in a supporting ground at predetermined intervals, a parent pillar standing on the foundation pile, an anchor for holding the combined state of the foundation pile and the parent pillar, and a head of this anchor. An anchor characterized by having a pedestal part capable of fixing the parts and having a fixing frame for integrally connecting the top parts of the respective parent pillars, and an intermediate wall provided between the side parts of the adjacent parent pillars. Retaining wall.
JP3146318A 1991-06-18 1991-06-18 Anchor retaining wall Expired - Fee Related JP2523234B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP3146318A JP2523234B2 (en) 1991-06-18 1991-06-18 Anchor retaining wall

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP3146318A JP2523234B2 (en) 1991-06-18 1991-06-18 Anchor retaining wall

Publications (2)

Publication Number Publication Date
JPH04368519A JPH04368519A (en) 1992-12-21
JP2523234B2 true JP2523234B2 (en) 1996-08-07

Family

ID=15404960

Family Applications (1)

Application Number Title Priority Date Filing Date
JP3146318A Expired - Fee Related JP2523234B2 (en) 1991-06-18 1991-06-18 Anchor retaining wall

Country Status (1)

Country Link
JP (1) JP2523234B2 (en)

Families Citing this family (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103590408B (en) * 2013-11-25 2016-06-15 中国建筑股份有限公司 The perpendicular anchor support system of a kind of double-row pile beam and constructional method thereof
JP6860895B2 (en) * 2019-03-26 2021-04-21 株式会社カヌカデザイン Retaining wall and its construction method
CN112681342B (en) * 2021-01-20 2022-04-01 浙江裕承建设有限公司 Deep foundation pit supporting structure and deep foundation pit construction method

Family Cites Families (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS4525076Y1 (en) * 1966-01-26 1970-10-01

Also Published As

Publication number Publication date
JPH04368519A (en) 1992-12-21

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