JPH01203513A - Composite wall consisting of underground wall and post-constructed wall - Google Patents
Composite wall consisting of underground wall and post-constructed wallInfo
- Publication number
- JPH01203513A JPH01203513A JP63026598A JP2659888A JPH01203513A JP H01203513 A JPH01203513 A JP H01203513A JP 63026598 A JP63026598 A JP 63026598A JP 2659888 A JP2659888 A JP 2659888A JP H01203513 A JPH01203513 A JP H01203513A
- Authority
- JP
- Japan
- Prior art keywords
- wall
- underground
- composite
- post
- 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.)
- Granted
Links
- 239000002131 composite material Substances 0.000 title claims abstract description 27
- 238000005520 cutting process Methods 0.000 claims description 4
- 238000010276 construction Methods 0.000 abstract description 16
- 230000003014 reinforcing effect Effects 0.000 abstract description 9
- 238000000034 method Methods 0.000 abstract description 7
- 239000007787 solid Substances 0.000 description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 238000009412 basement excavation Methods 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005304 joining Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000010297 mechanical methods and process Methods 0.000 description 1
- 210000003205 muscle Anatomy 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
Landscapes
- Bulkheads Adapted To Foundation Construction (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
Description
【発明の詳細な説明】
（産業上の利用分野）
本発明は地中壁と後打ち壁とからなる合成壁に関するも
のである。DETAILED DESCRIPTION OF THE INVENTION (Field of Industrial Application) The present invention relates to a composite wall consisting of an underground wall and a cast wall.
（従来の技術）
周知のように、地下の本体架構の外周に設けられる地中
連続壁（以下地中壁という。）は、本体架構スペースの
ための地下掘削時における仮設山留め壁として利用され
ている。ところで、前記地中壁はそのまま本体壁として
利用することも考えられるが、壁厚２ｍ前後の地中壁を
地下数十メートルにわたって精度よく構築し、かつ地中
壁相互の鉛直接合部における止水性を確保することはき
わめて困難である。このため第３図に示す如く池中壁１
の内側に後打ち璧２を打継いで合成壁３とする工法が一
般的に行なわれている。この工法では打継面４に接合鉄
筋などのコネクタ５が埋設されて打継面４でのすべりが
起こらないようにされている。なお第３図で６は本体架
構、７はその梁である。(Prior Art) As is well known, an underground continuous wall (hereinafter referred to as an underground wall) provided around the outer periphery of an underground main frame is used as a temporary retaining wall during underground excavation for the main frame space. There is. By the way, it is possible to use the underground wall as it is as the main body wall, but it is possible to construct an underground wall with a wall thickness of around 2 m with precision over several tens of meters underground, and to ensure water-tightness at the vertical joints between the underground walls. It is extremely difficult to ensure that Therefore, as shown in Figure 3, the inner pond wall 1
A commonly used construction method is to connect a post-cast wall 2 to the inside of the wall to form a composite wall 3. In this construction method, a connector 5 such as a joining reinforcing bar is buried in the joint surface 4 to prevent slipping on the joint surface 4. In FIG. 3, 6 is the main body frame, and 7 is its beam.
（発明が解決しようとする課題）
しかし、従来の合成壁３では打継面４のほぼ全面にわた
ってコネクタ５を配設しており、これにより合成壁３の
一体性を高めて耐震架構としての機能を高めていたが、
多数のコネクタ５を配設することは施工能率の点で不利
である。(Problem to be solved by the invention) However, in the conventional composite wall 3, the connector 5 is arranged over almost the entire surface of the joint surface 4, which increases the integrity of the composite wall 3 and functions as an earthquake-resistant frame. was increasing, but
Providing a large number of connectors 5 is disadvantageous in terms of construction efficiency.
本発明は前記課題を有効に解決すべく創案するに至った
ものであって、その目的は耐震架構としての機能を維持
しつつコネクタの配設数を可及的に少なくした合成壁を
実現することにある。The present invention has been devised to effectively solve the above-mentioned problems, and its purpose is to realize a composite wall with as few connectors as possible while maintaining its function as an earthquake-resistant frame. There is a particular thing.
（課題を解決するための手段）
前記課題を解決するため本発明は、梁、柱などからなる
地下の本体架構の壁を成す、地中壁と後打ち壁からなる
合成壁において、前記本体架構の梁部分の前記後打ち壁
と地中壁との打継面にコネクタを埋設するとともに、前
記梁部分以外の前記打継面はコネクタなしの単純打継面
とし、かつ前記地中壁をカッティングジヨイントにて相
互に連結したものである。(Means for Solving the Problems) In order to solve the above-mentioned problems, the present invention provides a composite wall consisting of an underground wall and a cast-back wall that forms the wall of an underground main frame consisting of beams, columns, etc. A connector is buried in the joint surface between the post-cast wall and the underground wall of the beam part, and the joint surface other than the beam part is a simple joint surface without a connector, and the underground wall is cut. They are interconnected at joints.
（作 用）
前記の如く構成した合成壁では、合成壁の両端支持部に
相当する本体架構の梁部分の打継面にコネクタを配設し
ているので打継面のすべりが効果的に防止され、また地
中壁をカッティングジヨイントにて連結したことにより
一体璧と同等の強度が得られ、これにより耐震架構とし
ての機能が発揮される。(Function) In the composite wall configured as described above, since the connectors are provided on the joint surfaces of the beams of the main frame corresponding to the support parts at both ends of the composite wall, slipping of the joint surfaces is effectively prevented. In addition, by connecting the underground walls with cutting joints, it has the same strength as a solid wall, which allows it to function as an earthquake-resistant structure.
（実 施 例）
以下に本発明の一実施例を図面に基いて説明する。第１
図（Ａ）〜（Ｃ）は本発明に係る合成壁１１の施工を順
を追って示したものであって、合成壁１１の完成した状
態は第１図（Ｃ）に示される。すなわち、この合成壁１
１は池中壁１２と、その内側に打設された後打ち壁１３
で構成され、この合成壁１１が本体架構１４の壁面を成
している。本体架構１４の梁１５部分の後打ち壁１３に
対しては、地中壁１に埋設された鉄筋篭１６から延びた
コネクタ１７が挿入されている。このコネクタ１７の本
数や太さは、打継面１８でのすべりが生じないように設
計されている。一方、梁１５部分以外の打継面１８はコ
ネクタがないいわゆる単純打継面とされ、この部分では
コンクリート相互の付着力により剪断力が負担される。(Example) An example of the present invention will be described below based on the drawings. 1st
Figures (A) to (C) show the construction of a composite wall 11 according to the present invention in order, and the completed state of the composite wall 11 is shown in Figure 1 (C). In other words, this composite wall 1
1 is a pond wall 12 and a cast wall 13 installed inside it.
This composite wall 11 constitutes the wall surface of the main body frame 14. A connector 17 extending from a reinforcing bar cage 16 buried in the underground wall 1 is inserted into the post-cast wall 13 of the beam 15 portion of the main body frame 14. The number and thickness of the connectors 17 are designed to prevent slipping on the joint surface 18. On the other hand, the joint surface 18 other than the beam 15 portion is a so-called simple joint surface without a connector, and shearing force is borne by the mutual adhesion of concrete in this portion.
次に合成壁１１の施工を順を追って説明する。Next, construction of the composite wall 11 will be explained step by step.
まず第１図（Ａ）および第２図（Ａ）に示す如く所定の
幅および厚みの施工エレメント２１を垂直掘削機によっ
て地盤２２に形成する。そしてこの施工エレメント２１
に鉄筋篭１６を挿入する。鉄筋篭１６は縦筋１６ａと横
筋１６ｂを格子状に組んだもので、その数個所にはコネ
クタ１７が設けられている。このコネクタ１７は鉄筋篭
１６を施工エレメント２１に挿入するとき邪魔にならな
いように上方に向けて折曲げておく。First, as shown in FIG. 1(A) and FIG. 2(A), a construction element 21 having a predetermined width and thickness is formed on the ground 22 using a vertical excavator. And this construction element 21
Insert the reinforcing bar cage 16 into. The reinforcing bar cage 16 is made up of vertical bars 16a and horizontal bars 16b arranged in a lattice shape, and connectors 17 are provided at several locations. This connector 17 is bent upward so that it does not get in the way when inserting the reinforcing bar cage 16 into the construction element 21.
鉄筋篭１６を挿入した後に、第１図（Ｂ）および第２図
（Ａ）に示す如く施工エレメント２１内にコンクリート
を打設して単位地中壁１２ａを形成する。継ぎに第２図
（Ｂ）に示す如くこの単位地中壁１２ａからやや離れた
位置に別の単位地中壁１２ｂを同様の方法で形成する。After inserting the reinforcing bar cage 16, as shown in FIG. 1(B) and FIG. 2(A), concrete is poured into the construction element 21 to form a unit underground wall 12a. As a joint, as shown in FIG. 2(B), another unit underground wall 12b is formed in a similar manner at a position slightly apart from this unit underground wall 12a.
そして単位地中！！１２ａ、１２ａ相互の打継部２２の
脆弱なコンクリートを機械的な方法で鉛直方向にカッテ
ィングして第２図（Ｃ）に示す如く処理面２３を形成す
る。その後この部分に鉄筋篭を挿入しコンクリートを打
設して第２図（Ｄ）に示す如く接続地中壁１２ ｃを形
成する（カッティングジヨイント）このようにして連続
した地中壁１２を構築して、土圧、水圧を支持させ次に
第１図（Ｂ）に示す如く地中壁１２の内側を掘削する。And unit underground! ! The fragile concrete at the joint 22 between the concrete 12a and 12a is vertically cut by a mechanical method to form a treated surface 23 as shown in FIG. 2(C). After that, a reinforcing bar cage is inserted into this part and concrete is poured to form a connecting underground wall 12c (cutting joint) as shown in Fig. 2 (D).In this way, a continuous underground wall 12 is constructed. Then, while supporting earth pressure and water pressure, the inside of the underground wall 12 is excavated as shown in FIG. 1(B).
そしてコネクタ１７をはつり出して水平方向に引起こす
。また、このとき望ましくは地中壁１２の内側に付着し
た泥などをノズル２４から吹出すウォータジェット２５
によって除去してお・く。これにより地中壁１２と後打
ち璧１３との接合力が高まり、実験によれば一体璧と同
等の面外方向（土圧、水圧作用方向）構造性能が発揮さ
れることが確認された。後打ち！！１３は第１図（Ｃ）
に示す如く地中壁１２の内側に本体架構１４を構築した
後に打設する。Then, the connector 17 is pushed out and pulled up horizontally. At this time, it is preferable that a water jet 25 is used to blow out mud and the like adhering to the inside of the underground wall 12 from a nozzle 24.
Remove it by This increases the bonding force between the underground wall 12 and the post-cast wall 13, and experiments have confirmed that it exhibits structural performance in the out-of-plane direction (earth pressure, water pressure acting direction) equivalent to that of an integral wall. Hit later! ! 13 is Figure 1 (C)
After constructing the main body frame 14 inside the underground wall 12 as shown in FIG.
上述の如く構成された合成壁１１は、打継面１８のうち
梁１５部分にだけコネクタ１７を配設しているが、この
梁１５部分は合成壁１１の上下両端を支持する部分であ
るから、この部分での打継面１８のすべりを防止すれば
打継面全面をコネクタ１７で接合（本実施例では他の部
分は単純接合としている。）したのと同等の構造性能が
発揮されることが予測され、これは実験でも確認された
。In the composite wall 11 configured as described above, the connector 17 is provided only on the beam 15 portion of the joint surface 18, but this beam 15 portion is the portion that supports both the upper and lower ends of the composite wall 11. If the sliding of the joint surface 18 in this part is prevented, the same structural performance as when the entire surface of the joint surface is joined with the connector 17 (in this example, the other parts are simply joined) can be achieved. This was predicted and was confirmed experimentally.
また地中壁１２をカッティングジヨイントで相互に連結
したことにより合成壁１１が通常の一体壁とほぼ同等の
強度性状、変位性状を有することが実験でも確認され、
これにより少なくとも面内力（地震力）に対しては一体
壁と同等の耐力が得られるので本発明に係る合成壁１１
は耐震架構としての機能を十分に発揮できることが証明
された。It has also been confirmed through experiments that by interconnecting the underground walls 12 with cutting joints, the composite wall 11 has almost the same strength and displacement characteristics as a normal solid wall.
As a result, the composite wall 11 according to the present invention can have a strength equivalent to that of a monolithic wall at least against in-plane force (earthquake force).
It has been proven that the structure can fully function as an earthquake-resistant structure.
［本発明に係る合成壁の性能実験の結果］以下に本発明
に係る合成壁の性能を一体壁との比較において確認する
ために行った実験の結果を説明する。[Results of performance experiment of composite wall according to the present invention] The results of an experiment conducted to confirm the performance of the composite wall according to the present invention in comparison with a monolithic wall will be explained below.
ｉ）実験に用いた試験体
実験に用いた試験体の一覧を表−１に示す。試験体は、
板厚１２０＋１１．板長さ２．１ｍの地中壁を想定した
プレキャスト板３枚又は７枚が連続した壁体に、壁厚１
２（Ｊｌｌの本体内壁（一体壁）を打継いだ合成壁体が
試験部分となる尺縮（実物の約１／１０）模型の構面試
験体４体、比較のための一体壁１体合計５体である。i) Test specimens used in the experiment Table 1 shows a list of the test specimens used in the experiment. The test specimen is
Plate thickness 120+11. A wall made of 3 or 7 precast boards, assuming an underground wall with a board length of 2.1 m, has a wall thickness of 1 m.
2 (4 scale (approximately 1/10 of the actual) model structural test specimens, in which the test part is a composite wall that joins the internal wall (integral wall) of the main body of JLL, and 1 integral wall for comparison) There are 5 bodies.
試験パラメータは、■はり接合筋比Ｐｓ （２種類；
Ｐｓ＝０．１１と０．２０％）、■単位地中壁の深さ方
向の長さしと幅Ｂとの比率Ｌ／Ｂ （以下、長さ幅比と
呼ぶ。２種類；Ｌ／Ｂ−１，８と４．２）および■地中
壁と脚部っなぎばりとの接合法（２種類、ＪＯＦ工法と
鉄筋埋込み工法。ＪＯＦ工法とは地中壁とつなぎ梁との
間にコネクタがある工法をいう。）である。The test parameters are ■beam joint muscle ratio Ps (2 types;
Ps = 0.11 and 0.20%), ■Ratio L/B of the length in the depth direction of the unit underground wall and width B (hereinafter referred to as length-width ratio. 2 types; L/B -1, 8 and 4.2) and ■ Connection method between underground wall and foot beam (2 types, JOF method and reinforcing bar embedding method. JOF method is a connector between underground wall and connecting beam. ).
Ｉｌ）実験結果
面内方向の水平加力による実験の結果、せん断ひび割れ
強度（実Ｑ ｓｃ）と終局強度（実Ｑｕ）をまとめて表
−２に示す。同表より明らかなように、合成壁の終局強
度は、実Ｑｕ （実τｕ）−３１２〜３３２ｔｏｎ
（３７，１〜３９．７ｋｇ／ｃｊ）で、試験パラメー
タの終局強度への影響は認められず、比較的近似した値
を示した。これらの一体壁Ｎに対する比率は、０．９３
〜０．９９倍（平均０゜９６倍）で一体壁とほぼ同等の
強度であった。Il) Experimental Results Table 2 summarizes the shear cracking strength (actual Q sc) and ultimate strength (actual Qu) as a result of experiments using horizontal force applied in the in-plane direction. As is clear from the table, the ultimate strength of the composite wall is actual Qu (actual τu) -312 to 332 tons.
(37.1 to 39.7 kg/cj), no influence of test parameters on ultimate strength was observed, and values were relatively similar. The ratio of these to the integral wall N is 0.93
The strength was ~0.99 times (average 0°96 times) and almost the same as that of a solid wall.
なお、面外方向の耐力については、地中壁が圧縮側で内
壁が引張側であれば、一体打ちと同等の構造性能である
ことが確認されている。Regarding the out-of-plane strength, it has been confirmed that if the underground wall is on the compression side and the inner wall is on the tension side, the structural performance is equivalent to that of one-piece construction.
（発明の効果）
本発明は上述の如く、地中壁と後打ち壁との接合面のう
ち本体架構の梁部分にだけコネクタを配設し、しかも耐
震架構としての機能は十分に維持しているので、コネク
タの数を減少させた分だけその施工の手間とコネクタ・
の材料並びに組立が省略されて施工能率の向上とコスト
ダウンを図れる。(Effects of the Invention) As described above, the present invention disposes connectors only on the beams of the main frame of the joint surface between the underground wall and the post-casting wall, and moreover, the function as an earthquake-resistant frame is sufficiently maintained. Since the number of connectors is reduced, the construction time and connectors are reduced.
Materials and assembly are omitted, improving construction efficiency and reducing costs.
第１図（Ａ）〜（Ｃ）は本発明に係る合成壁の施工工程
を示す縦断面図、第２図（Ａ）〜（Ｄ）は地中壁の施工
工程を示す平面図である。また第３図は従来の合成壁の
縦断面図である。
１１・・・・・・合感壁 １２・・・・・・池中壁
１３・・・・・・後打ち壁 １４・・・・・・本体架
構１５・・・・・・梁 １７・・・・・・コネ
クタ１８・・・・・・打継面 ２２・・・・・・打
継部２３・・・・・・処理面
第１図
一■−FIGS. 1(A) to (C) are longitudinal sectional views showing the construction process of a composite wall according to the present invention, and FIGS. 2(A) to (D) are plan views showing the construction process of an underground wall. Further, FIG. 3 is a longitudinal sectional view of a conventional composite wall. 11... Combined wall 12... Inner pond wall 13... Back wall 14... Main frame 15... Beam 17... ... Connector 18 ... Connection surface 22 ... Connection section 23 ... Processed surface Fig. 1 -
Claims (1)
と後打ち壁からなる合成壁において、前記本体架構の梁
部分の前記後打ち壁と地中壁との打継面にコネクタを埋
設するとともに、前記梁部分以外の前記打継面はコネク
タなしの単純打継面とし、かつ前記地中壁をカッティン
グジョイントにて相互に連結した、地中壁と後打ち壁か
らなる合成壁。In a composite wall consisting of an underground wall and an after-cast wall that forms the wall of an underground main frame consisting of beams, columns, etc., a connector is provided at the joint surface between the after-cast wall and the underground wall of the beam part of the main body frame. A composite wall consisting of an underground wall and a post-cast wall, in which the joint surface other than the beam portion is a simple joint surface without a connector, and the underground wall is interconnected by a cutting joint. .
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP63026598A JPH01203513A (en) | 1988-02-09 | 1988-02-09 | Composite wall consisting of underground wall and post-constructed wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP63026598A JPH01203513A (en) | 1988-02-09 | 1988-02-09 | Composite wall consisting of underground wall and post-constructed wall |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH01203513A true JPH01203513A (en) | 1989-08-16 |
| JPH0548813B2 JPH0548813B2 (en) | 1993-07-22 |
Family
ID=12197963
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP63026598A Granted JPH01203513A (en) | 1988-02-09 | 1988-02-09 | Composite wall consisting of underground wall and post-constructed wall |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH01203513A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH04265310A (en) * | 1991-02-21 | 1992-09-21 | Ohbayashi Corp | Constructing method of underground structure |
| JP2012140826A (en) * | 2011-01-05 | 2012-07-26 | Takenaka Komuten Co Ltd | Bracing wall and building |
-
1988
- 1988-02-09 JP JP63026598A patent/JPH01203513A/en active Granted
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH04265310A (en) * | 1991-02-21 | 1992-09-21 | Ohbayashi Corp | Constructing method of underground structure |
| JP2012140826A (en) * | 2011-01-05 | 2012-07-26 | Takenaka Komuten Co Ltd | Bracing wall and building |
Also Published As
| Publication number | Publication date |
|---|---|
| JPH0548813B2 (en) | 1993-07-22 |
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