JPS5829922A - Constructing method for underground outer wall - Google Patents

Constructing method for underground outer wall

Info

Publication number
JPS5829922A
JPS5829922A JP56127387A JP12738781A JPS5829922A JP S5829922 A JPS5829922 A JP S5829922A JP 56127387 A JP56127387 A JP 56127387A JP 12738781 A JP12738781 A JP 12738781A JP S5829922 A JPS5829922 A JP S5829922A
Authority
JP
Japan
Prior art keywords
wall
steel
underground
connectors
connector
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
Application number
JP56127387A
Other languages
Japanese (ja)
Inventor
Kazumi Ozeki
大関 一美
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.)
Takenaka Komuten Co Ltd
Original Assignee
Takenaka Komuten Co Ltd
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 Takenaka Komuten Co Ltd filed Critical Takenaka Komuten Co Ltd
Priority to JP56127387A priority Critical patent/JPS5829922A/en
Publication of JPS5829922A publication Critical patent/JPS5829922A/en
Pending legal-status Critical Current

Links

Classifications

    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00Excavations; Bordering of excavations; Making embankments
    • E02D17/02Foundation pits
    • E02D17/04Bordering surfacing or stiffening the sides of foundation pits

Abstract

PURPOSE:To provide a steady structure through organic coupling of an underground outer wall and a landslide protection wall, by a method wherein concreting is made as connectors, secured to an outer wall forming side of steel pillars, of which a landslide protection wall consists, are embedded in a part, of which an outer wall body consists. CONSTITUTION:A soil pillar row 1 is built as a temporary sheathing wall, and after a given excavatoon is performed, the inside of the concrete part 2 of the soil pillar row 1 is cut in a flat to the extent that a flange end surface 4 of a H- steel 3 is exposed, and connectors 5, i.e., share connectors, consisting of reinforcing rods, are secured by welding to given spots on the flange end surface 4 of each H-steel 3. Concreting is made at the inside of the soil pillar row 1 to form a concrete body which constitutes an underground outer wall 8 consisting of a main wall 6 and pillars 7. In which case, the outer surface of the main wall 6 is joined to the cut flat part of the soil pillar row 1, and the connectors 5 are embedded in the main wall 6.

Description

【発明の詳細な説明】 この発明は、施工能率を高めることができるなど幾多の
実益を得ることのできる、地下外壁の構築工法に関する
DETAILED DESCRIPTION OF THE INVENTION The present invention relates to a method for constructing underground external walls, which can provide many practical benefits such as increasing construction efficiency.

周知のように、地下構造物を構成する地下外壁は、地下
構造物の設置場所の周囲に予め、親杭横矢板、ソイル柱
列、鋼管柱列などの山留壁を打設して根切り側面の崩壊
防止対策をした後、その山留壁の内側を所定通りに掘削
してから、打設構築される。
As is well known, the underground external walls that make up an underground structure are constructed by driving retaining walls such as parent pile horizontal piles, soil column rows, and steel pipe column rows in advance around the installation location of the underground structure, and cutting the roots. After measures have been taken to prevent the walls from collapsing, the inside of the retaining wall will be excavated in accordance with the specifications, and the structure will be poured.

この地下外壁の構築をするに当って、地下構造物の階高
の大きいものなどにあっては、通常、第1図に例示する
ように、山留壁(例示のものはソイル柱列)a、a’の
腹起し材す、b’間に接続設置される切梁Cが階中央部
附近などに設けられているために、地下外壁dは前記切
梁Cの下部附近までの打設をし、切梁Cを撤去した後、
続けて想像線で示す上側部分の打設をするようにしてい
る。地下外壁dを構築後の、仮設用の山留壁IL、 a
’の処理は、通常、撤収されることが多いが、施工時間
を短縮する立場がら、そのまま残置することもある。
When constructing this underground outer wall, if the underground structure has a large floor height, it is usually necessary to construct a retaining wall (the example is a row of soil columns) as shown in Figure 1. , a', and b' are installed near the center of the floor, so the underground outer wall d is installed up to the bottom of the strut C. After removing strut C,
Next, I started pouring the upper part shown by the imaginary line. Temporary retaining wall IL after constructing underground outer wall d, a
' treatment is usually removed, but sometimes it is left in place to shorten construction time.

上記のように、従来、地下外壁dを構築するにおいては
、山留壁a、a’を安定させるための切梁Cが設けられ
ている関係上、一度で構築することはできず、数回に分
けて構築することになる。この場合、切梁Cを解除した
際に既に打設された地下外壁dには、切梁Cに加わって
いた圧力(土庄、水圧)が作用することになり、このた
め、片持状態にて設置されている地下外壁dはその圧力
に抵抗し得ぬことが多く、矢視方向の変形などが生じ、
不安定な設置状態を余儀なくされている。従って、この
ような状態を防ぐため1切梁Cを解除する前に斜め梁e
、1仮設梁等によって一時的に補強するか、又は切梁C
の位置を下方へずらす(−回目の外壁の打設高さを低く
する)等によって処理しており、何れも施工能率を低下
させる原因となっている。
As mentioned above, conventionally, when constructing the underground outer wall d, it was not possible to construct it at once, but several times due to the fact that struts C are provided to stabilize the retaining walls a and a'. It will be constructed separately. In this case, when the strut C is released, the pressure (tosho, water pressure) that was applied to the strut C will be applied to the underground outer wall d that has already been placed, and therefore it will be left in a cantilevered state. The installed underground outer wall d is often unable to resist the pressure, resulting in deformation in the direction of the arrow, etc.
They are forced into unstable installation conditions. Therefore, in order to prevent this situation, the diagonal beam e should be
, 1 Temporarily reinforced with temporary beams, etc., or strut C
This is done by shifting the position of the wall downward (lowering the height of pouring of the -th exterior wall), and both of these methods cause a decrease in construction efficiency.

そこでこの発明は、簡単にして上述の如き問題を一挙に
解決することのできる地下外壁の構築工法を提供するも
のである。
Therefore, the present invention provides a method for constructing an underground outer wall that is simple and can solve the above-mentioned problems all at once.

以下、この発明の実施態様を第2図及び第3図に基づき
説明する。
Hereinafter, embodiments of the present invention will be described based on FIGS. 2 and 3.

ココテハ、仮設用の山留壁としてソイル柱列1を打設し
ており、所定の掘削をした後、前記ソイル柱列1のコン
クリート部分2の内側を芯材のH形鋼乙の7ランジ端面
4が露出する程度に、平面切削をし、各H形鋼乙の7ラ
ンノ端面4の所定箇所に、鉄筋から成るシャー・コネク
タ5を溶接固゛定しておく。
Cocoteha, a soil column row 1 is being cast as a temporary retaining wall, and after the specified excavation, the inner side of the concrete part 2 of the soil column row 1 is placed on the 7-lung end face of the H-shaped steel core material. A shear connector 5 made of a reinforcing bar is welded and fixed at a predetermined location on the 7-run end face 4 of each H-shaped steel.

そして、次に前記ソイル柱列1の内側に、主体壁6と柱
7とから成る地下外壁8を形成するコンクリート躯体を
打設するのであるが、この際、主体壁6の外面はソイル
柱列1の切削平面部分と接合し、シャー・コネクタ5は
主体壁6内に埋設するようにし、−回目のコンクリート
を切梁9の下端まで打設した後、切梁9を撤去し、残り
の上側部分を打設構築する。
Next, a concrete frame forming the underground outer wall 8 consisting of the main wall 6 and columns 7 is poured inside the soil column row 1. At this time, the outer surface of the main wall 6 is covered with the soil column row. 1, the shear connector 5 is buried in the main wall 6, and after pouring the -th concrete to the lower end of the strut 9, the strut 9 is removed and the remaining upper Construct the part by pouring.

このような実施例の構築工法によると、シャー・コネク
タ5の作用によってコンクリート躯体はソイル柱列1の
各H形鋼3と有機的に結合されることから、安定した状
態にて構築され、かつ、ソイル柱列1との合成断面を得
ることができることから、構築後の強度、剛性が著しく
高められる。その結果斜め梁、仮設梁等の補強が不要と
なり、−回目の一地下外壁の打設高さの制限も無くなる
ので施工能率が高められる。
According to the construction method of this embodiment, the concrete frame is organically connected to each H-beam 3 of the soil column row 1 by the action of the shear connector 5, so that it is constructed in a stable state, and Since it is possible to obtain a composite cross section with the soil column row 1, the strength and rigidity after construction are significantly increased. As a result, reinforcement of diagonal beams, temporary beams, etc. is no longer necessary, and there is no restriction on the height of pouring of the first basement exterior wall, thereby increasing construction efficiency.

以ト要するに、この発明に係る地下外壁の構築工法は、
山留壁を構成している鋼柱の、外壁形成側に固設されて
いる連結Fを、外壁主体を構成する部分に埋設し乍ら打
設するものであるから、構築される地下外壁は一前記連
結子の作用で山留壁の鋼柱と有機的に結合されることに
なり、従って、片持状態になった地下外壁が切梁撤去に
よって作用する圧力(を圧、水圧)に対して、鋼柱とコ
ンクリート躯体の合成断面として抵抗することができる
ので、コンクリート躯体の補強が不要となり、地下外壁
の打設高さの制限もなくなり施工能率が高められる。加
えて、構築後は山留壁との合成断面が得られることによ
って、高い強度、剛性の地下外壁が形成されるもので、
従来、無益な状態のまま残置している仮設用の山留壁の
有効活用ができ、かつ構造が簡単であることと相俟って
地下外壁の構築工法として甚だ両皿の高いものである。
In summary, the method for constructing an underground outer wall according to the present invention is as follows:
Since the connection F, which is fixed on the outer wall formation side of the steel columns that make up the retaining wall, is buried and cast in the part that makes up the main part of the outer wall, the underground outer wall that will be constructed will be - Due to the action of the connector, it is organically connected to the steel column of the retaining wall, so that the underground outer wall, which is in a cantilevered state, is resistant to the pressure (pressure, water pressure) exerted by the removal of the strut. Since the composite cross section of the steel column and concrete frame can provide resistance, there is no need to reinforce the concrete frame, and there are no restrictions on the height of pouring the underground exterior wall, increasing construction efficiency. In addition, after construction, a composite cross section with the retaining wall will be obtained, creating a highly strong and rigid underground external wall.
This method makes effective use of temporary retaining walls that have been left in a useless state in the past, and has a simple structure, making it an extremely expensive construction method for underground external walls.

第4図は異なる実施態様を示し、ここではソイル柱列1
′の切削平面の所定箇所に、各H形鋼3′に連結する鉄
骨(例示のシのはH形鋼)5′を、溶接固定することで
横設し、この鉄骨51によって地下外壁8′を形成する
コンクリート躯体とソイル柱列1′を有機的に結合する
ようにしたものである。これによっては上記実施例のも
のと同様の効果を有する上、地下外壁の主体部分の厚み
を小さくすることができるメリットがある。
FIG. 4 shows a different embodiment, here soil column row 1
A steel frame 5' (the illustrated H-section steel) 5' connected to each H-section steel 3' is welded and fixed horizontally at a predetermined location on the cutting plane of . The concrete frame forming the soil column 1' is organically connected to the soil column row 1'. This has the advantage of not only providing the same effects as those of the above-mentioned embodiments but also being able to reduce the thickness of the main portion of the underground outer wall.

なお、この発明に係る地下外壁の構築工法は、例示のも
のに限らす、例えば親杭横矢板、鋼管柱列などの山留壁
であっても同様にして適用することができ、またζ山留
壁の鋼柱に固設する連結子も例示のシャー・コネクタや
鉄骨に代えてスタフPや鉄筋篭などとしてもよく、要は
特許請求の範囲に記載の技術思想を逸脱しない範囲内に
おいて種々設計的変更可能である。
The method for constructing an underground external wall according to the present invention is not limited to the illustrative examples, and can be similarly applied to mountain retaining walls such as main pile side piles and rows of steel pipe columns. The connector fixed to the steel column of the retaining wall may also be a stuff P or a reinforcing cage instead of the illustrated shear connector or steel frame, and in short, various types may be used without departing from the technical idea stated in the claims. Design changes are possible.

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

第1図は従来の地下外壁の構築工法を説明する縦断面図
、第2図はこの発明の実施態様奇示す横断面図、第6図
は同縦断面図、第4図は同異なる実施態様を示す横断面
図である。 1.1′・・・ソイル柱列(山留壁)、5.3’・・・
H形鋼(鋼柱)、5・・・シャー・フネクタ(連結子)
、5′・・・鉄骨(連結子)、6・・・主体壁、7・・
・柱、8.8’・・・地下外壁。 第1図 第2図 第3図 第4図
Fig. 1 is a vertical cross-sectional view illustrating a conventional underground external wall construction method, Fig. 2 is a cross-sectional view showing a different embodiment of the present invention, Fig. 6 is a longitudinal cross-sectional view of the same, and Fig. 4 is a different embodiment of the same. FIG. 1.1'...Soil column row (mountain retaining wall), 5.3'...
H-shaped steel (steel column), 5... shear funecta (connector)
, 5'... Steel frame (connector), 6... Main wall, 7...
・Column, 8.8'...Underground outer wall. Figure 1 Figure 2 Figure 3 Figure 4

Claims (1)

【特許請求の範囲】 (1)  山留壁を構成している鋼11.の、外壁形成
側に固設されている連結子を、外壁主体を構成する部分
に埋設し乍ら打設することを特徴とする地下外壁の構築
工法。 (2)連結子は、各鋼柱の所定箇所に溶着される、シャ
ー・コネクタ又はスタッドである特許請求の範囲第1項
記載の地下外壁の構築工法。 (8)連結子は、各鋼柱を連結するように横設固定され
る、鉄骨又は鉄筋篭である特許請求の範囲第1項記載の
地下外壁の構築工法。
[Claims] (1) Steel 11 constituting the mountain retaining wall. A construction method for an underground external wall, characterized in that a connector fixed on the external wall forming side is buried in a part that constitutes the main part of the external wall and then poured. (2) The method for constructing an underground exterior wall according to claim 1, wherein the connector is a shear connector or a stud welded to a predetermined location of each steel column. (8) The method for constructing an underground outer wall according to claim 1, wherein the connector is a steel frame or a reinforced cage horizontally fixed so as to connect each steel column.
JP56127387A 1981-08-14 1981-08-14 Constructing method for underground outer wall Pending JPS5829922A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP56127387A JPS5829922A (en) 1981-08-14 1981-08-14 Constructing method for underground outer wall

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP56127387A JPS5829922A (en) 1981-08-14 1981-08-14 Constructing method for underground outer wall

Publications (1)

Publication Number Publication Date
JPS5829922A true JPS5829922A (en) 1983-02-22

Family

ID=14958728

Family Applications (1)

Application Number Title Priority Date Filing Date
JP56127387A Pending JPS5829922A (en) 1981-08-14 1981-08-14 Constructing method for underground outer wall

Country Status (1)

Country Link
JP (1) JPS5829922A (en)

Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS6187015A (en) * 1984-10-03 1986-05-02 Takenaka Komuten Co Ltd Method of building steel pipe sheet pile underground outer wall
JPS6294617A (en) * 1985-10-18 1987-05-01 Fujita Corp Reinforcing of outer wall of body using sheathing wall
JPH04161617A (en) * 1990-10-26 1992-06-05 Ohbayashi Corp Underground external wall
JP2002061170A (en) * 2000-06-05 2002-02-28 Penta Ocean Constr Co Ltd Underground outer wall of structure and its construction method
JP2003171928A (en) * 2001-12-04 2003-06-20 Kawasaki Steel Corp Compound underground wall body and its construction method
KR100444838B1 (en) * 2001-07-27 2004-08-25 정란 A fiber reinforced earth retaining wall, a constructing method thereof, and a composite underground wall structure using thereof
JP2018062744A (en) * 2016-10-11 2018-04-19 清水建設株式会社 Structure with composite underground wall and construction method for constructing structure with composite underground wall

Cited By (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS6187015A (en) * 1984-10-03 1986-05-02 Takenaka Komuten Co Ltd Method of building steel pipe sheet pile underground outer wall
JPH025203B2 (en) * 1984-10-03 1990-02-01 Takenaka Komuten Co
JPS6294617A (en) * 1985-10-18 1987-05-01 Fujita Corp Reinforcing of outer wall of body using sheathing wall
JPH04161617A (en) * 1990-10-26 1992-06-05 Ohbayashi Corp Underground external wall
JP2002061170A (en) * 2000-06-05 2002-02-28 Penta Ocean Constr Co Ltd Underground outer wall of structure and its construction method
KR100444838B1 (en) * 2001-07-27 2004-08-25 정란 A fiber reinforced earth retaining wall, a constructing method thereof, and a composite underground wall structure using thereof
JP2003171928A (en) * 2001-12-04 2003-06-20 Kawasaki Steel Corp Compound underground wall body and its construction method
JP2018062744A (en) * 2016-10-11 2018-04-19 清水建設株式会社 Structure with composite underground wall and construction method for constructing structure with composite underground wall

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