JPS6015770B2 - Shaft retaining wall for inclined foundation - Google Patents
Shaft retaining wall for inclined foundationInfo
- Publication number
- JPS6015770B2 JPS6015770B2 JP19230581A JP19230581A JPS6015770B2 JP S6015770 B2 JPS6015770 B2 JP S6015770B2 JP 19230581 A JP19230581 A JP 19230581A JP 19230581 A JP19230581 A JP 19230581A JP S6015770 B2 JPS6015770 B2 JP S6015770B2
- Authority
- JP
- Japan
- Prior art keywords
- retaining wall
- wall
- foundation
- cross
- section
- 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
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/06—Foundation trenches ditches or narrow shafts
- E02D17/08—Bordering or stiffening the sides of ditches trenches or narrow shafts for foundations
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Description
【発明の詳細な説明】
本発明は傾斜基礎用立坑士留壁の構造に関し、特に、互
いに偏心した同一または異形断面形状を有する上側士留
壁と下側士留壁とを接続用土留壁で接合する構造の傾斜
基礎用立坑土蟹壁に関する。DETAILED DESCRIPTION OF THE INVENTION The present invention relates to the structure of a shaft retaining wall for a sloped foundation, and in particular, to a structure in which an earth retaining wall for connecting an upper retaining wall and a lower retaining wall having the same or irregular cross-sectional shape and eccentric to each other is used. This invention relates to a vertical earth crab wall for a sloped foundation in a structure to be joined.
一般に、コンクリート基礎などの基礎用の立坑を掘削す
る際には、掘削作業と併合して周囲士砂崩壊防止の目的
で土留壁が構築される。Generally, when excavating a shaft for a foundation such as a concrete foundation, an earth retaining wall is constructed in conjunction with the excavation work for the purpose of preventing landslides around the site.
この土蟹壁としては、通常、轡曲した波付鋼板製のライ
ナープレートを組立て)構成したもの、押込み式の筒状
コンクリートで構成したもの、あるいは型鋼と波付鋼板
とを組合せたものなど種々のものが使用されている。し
かして、傾斜した基礎を設置する場合、従釆技術では、
深さ方向全ての位置における基礎の断面すなわち地表面
と最深部における両端面を包括する円形断面などの一定
断面の孔を鉛直に掘削していたが、か)る施行法では立
坑の断面形状が異常に大きくなり、基礎の大きさもこ比
べ掘削量が多く施行費用および工事期間の両面で著しく
不利になるという欠点がある。There are various types of clay walls, such as those that are usually constructed by assembling liner plates made of curved corrugated steel sheets, those that are constructed of pushed-in cylindrical concrete, or those that are a combination of shaped steel and corrugated steel sheets. are used. However, when installing a sloped foundation, the follow-up technique
A hole with a constant cross-section, such as a circular cross-section that encompasses the cross-section of the foundation at all positions in the depth direction, that is, the ground surface and both ends at the deepest point, was excavated vertically. The drawback is that it is abnormally large and requires a large amount of excavation compared to the size of the foundation, which is a significant disadvantage in terms of both construction costs and construction period.
また、掘削量低減のため、地表面とある中間深さの両断
面を包括する円形断面の孔を掘削し、次いで掘削断面直
径を大きくして、深部の基礎断面をも包括するようにし
た施行方法もあるが、このような構造では断面変化部に
一定断面部に使用するライナープレート等の既存のセグ
メントを使用することができず、したがって従来技術で
はこの断面変化部を型鋼と波付鋼板との組合せにより±
蟹してし、た。In addition, in order to reduce the amount of excavation, a hole with a circular cross section that encompasses both the ground surface and a certain intermediate depth was drilled, and the diameter of the excavated cross section was then increased to encompass the foundation cross section at the deep part. There are other methods, but in such a structure, it is not possible to use existing segments such as liner plates that are used for constant cross-section parts in the cross-sectional change part. ± depending on the combination of
I made a crab.
しかし、このような従来の構造では、断面変化部の強度
が弱く、それより下側に位置する土留壁を最上部(地表
面近く)で吊り下げ保持することがきわめて困難であり
、また、断面変化部に型鋼等で構成される吊下げ支持用
の保持枠を別に設置して下側土蟹壁を独立して保持する
方法を採用するにしても地下設置工事できわめて困難で
施行性がわるいという欠点がある。また、前述の従来の
型鋼と波付鋼板とを組合せた断面変化部の土蟹壁は、現
場での間に合せ的な工事に頼らねばならないため、強度
が弱い上に土砂侵入防止も完全でなく、安全性に欠ける
という問題もあった。However, in such conventional structures, the strength of the section where the cross section changes is weak, and it is extremely difficult to suspend and hold the earth retaining wall located below it at the top (near the ground surface). Even if a method is adopted in which a hanging support frame made of shaped steel or the like is separately installed at the transition part to hold the lower earth crab wall independently, the underground installation work is extremely difficult and difficult to implement. There is a drawback. In addition, the above-mentioned earthen wall in the cross-sectional area that combines the conventional shaped steel and corrugated steel plate must be constructed on-site on a makeshift basis, so it is not only weak in strength, but also cannot completely prevent the intrusion of earth and sand. There was also the problem of lack of safety.
本発明の目的は、このような従来技術の欠点を解消し、
1個所または2個所以上で上下偏心した同一または異形
断面の上下土蟹壁を後続する場合でもこの断面変化する
接続部の強度を一定断面部と同等にすることができ、し
かも施行性および土砂侵入防止の面でも一定断面部と同
じ性能を発輝しうる傾斜基礎用立坑士留壁を提供するこ
とである。The purpose of the present invention is to eliminate such drawbacks of the prior art,
Even when the upper and lower earth crab walls of the same or irregular cross-section are connected vertically eccentrically at one or more places, the strength of the connecting part where the cross-section changes can be made the same as that of the constant-cross-section part, and it is easy to construct and prevents soil intrusion. It is an object of the present invention to provide a shaft retaining wall for an inclined foundation that can exhibit the same performance as a constant cross-section section in terms of prevention.
本発明の特徴は、下側士蟹壁の上端周緑に接続される瓶
緑金具と、該周緑金具に固定されかつ上側土留壁の下端
周縁に接続されるとともに上側土留壁の下端閉口に対応
する開□が形成された覆板とを有する接続用士蟹壁を使
用し、該接続用士蟹壁で断面変化部を構成する点にある
。The features of the present invention include a bottle green fitting that is connected to the upper edge of the lower retaining wall, and a bottle green fitting that is fixed to the surrounding green fitting and connected to the lower edge of the upper earth retaining wall and connected to the lower end of the upper earth retaining wall. The present invention is characterized in that a connecting wall having a cover plate with a corresponding opening □ is used, and the connecting wall is used to constitute a section changing portion.
すなわち、本発明によれば、傾斜基礎の上部用の上側士
留壁と、傾斜基礎の下部に用いられるとともに前記上側
士蟹壁に対し偏Dして構萎される下側士留壁と、前記上
側土蟹壁および前記下側士留壁を接続する接続用士留壁
とを備え、該接続用±留壁は、下側士解壁の上端周縁に
接続される筒緑金具と、該筒縁金具に固定されかつ前記
上側土留壁の下端に接線されるとともに該上側土留壁の
下端関口に対応する関口または切欠が形成された覆板と
を有する構造体であり、該構造体を前記上側および下側
士蟹壁の双方にボルト等で接続して絹立てることを特徴
とする傾斜基礎用立坑土留壁が提供される。That is, according to the present invention, an upper retaining wall for the upper part of the sloping foundation, a lower retaining wall used at the lower part of the sloping foundation and retracted with an offset D with respect to the upper retaining wall, A connecting retaining wall connects the upper retaining wall and the lower retaining wall. A structure having a cover plate fixed to the cylindrical edge metal fitting, tangential to the lower end of the upper earth retaining wall, and having a cutout or cutout corresponding to the lower end cutout of the upper earth retaining wall, A shaft retaining wall for a sloped foundation is provided, which is characterized in that it is connected to both the upper and lower side walls with bolts or the like and is erected.
こ)で、基礎の上部および下部は相対的位置を意味し、
偏心による断面変化部が2個所以上ある場合にはその中
間部はその上部に対しては下部に当りその下部に対して
は上部に当る。In this), the upper and lower parts of the foundation refer to their relative positions;
When there are two or more cross-sectional changes due to eccentricity, the intermediate portion corresponds to the lower part with respect to the upper part, and corresponds to the upper part with respect to the lower part.
同様に上側士蟹壁および下側土留壁は、偏心した土留壁
が3個以上ある場合には、その中間部は上側および下側
士蟹壁のいずれにもなりうる。さらに、前記接続用士留
壁は続けて複数段にわたって接続することもでき、この
ような場合には上側±留壁または下側土留壁が接続用土
留壁で構成されることになる。以下、図面を参照して本
発明を具体的に説明する。Similarly, when there are three or more eccentric earth-retaining walls, the middle part of the upper and lower earth-retaining walls can be either the upper or lower earth-retaining wall. Furthermore, the connecting retaining walls can be connected in a plurality of stages, and in such a case, the upper retaining walls or the lower retaining walls are constituted by the connecting retaining walls. Hereinafter, the present invention will be specifically described with reference to the drawings.
まず、第1図〜第6図を参照してライナープレートを使
用して立坑用士留壁を施行する方法を説明する。First, a method for constructing a shaft retaining wall using a liner plate will be described with reference to FIGS. 1 to 6.
第1図はライナープレートを示す図であり、これは波付
鋼板1を図示の如く縦方向に所定の曲率で円弧状に轡曲
するとともに、その上下側部に上側フランジ2および下
側フランジ3が折曲げまたは溶接で一体的に形成されて
いる。FIG. 1 is a diagram showing a liner plate, in which a corrugated steel plate 1 is bent vertically into an arc shape with a predetermined curvature as shown in the figure, and an upper flange 2 and a lower flange 3 are attached to the upper and lower sides of the liner plate. are integrally formed by bending or welding.
また、両端には側方フランジ4,5が溶接等により一体
的に形成されている。各フランジにはボルト等で接続す
るための孔が形成されている。このようなライナープレ
ートは複数個(例えば4枚〜lq女)を側方フランジ4
,5でボルト等で接続することにより環状の土蟹壁体を
構成するようになっている。土蟹壁施行に際しては、先
ず、第2図の如くラ0イナープレ−トの中W程度の深さ
(例えば0.5の)の円弧を掘削する。施行場所は、通
常、地表面からある深さまでの任意の深さにおける基礎
断面を全て包括するように定められる。次いで、第3図
に示すごとく、複数個(図示のタ場所5個)のライナー
プレートを順次接続して最上部の−リングを構築し、ラ
イナープレートとまわりの地山との間を埋戻しして地層
の締め固めを行なう。Furthermore, side flanges 4 and 5 are integrally formed at both ends by welding or the like. Each flange has a hole formed therein for connection with a bolt or the like. A plurality of such liner plates (for example, 4 to 1q women) are attached to the side flange 4.
, 5 are connected with bolts or the like to form an annular clay wall. When constructing a clay wall, first, as shown in FIG. 2, an arc is excavated to a depth of about the middle depth (for example, 0.5 mm) of the liner plate. The enforcement location is usually determined to encompass the entire foundation cross section at a given depth from the ground surface to a certain depth. Next, as shown in Figure 3, a plurality of liner plates (5 locations shown) are connected in sequence to construct the uppermost ring, and the space between the liner plate and the surrounding ground is backfilled. to compact the strata.
次に、最上部のーリングを、第4図に示すごとひく、型
鋼6等で形成され地表面7に設置された保持枠により吊
下げ保持される。Next, the uppermost ring is suspended and held by a holding frame formed of shaped steel 6 or the like and installed on the ground surface 7, as shown in FIG.
この吊下げ保持は通常士蟹壁体が鉛直姿勢になるように
して行なつ。続いて、第5図に示す如く、2段目のりン
グを構成する各ライナープレートを組立てできるよう更
に所定深さ(例えば0.5m)掘削し、各ライナープレ
ートを組立てて2段目までの±蟹壁を構築する。This suspension is usually carried out so that the wall body is in a vertical position. Next, as shown in Fig. 5, excavation is further carried out to a predetermined depth (for example, 0.5 m) so that each liner plate constituting the second stage ring can be assembled. Build a crab wall.
以下同様の作業を繰返して立坑用士留壁を構築して行く
。The same work is then repeated to construct the shaft retaining wall.
第6図は、各ライナープレートの組立手順を例示する図
であり、■,■・・・・■,■,■の順で締結組立し所
定深さの立坑用土蟹壁が構築されることを示す。一定断
面の±留壁を構築する場合には以上説明した施行法で安
全に作業することができるが、途中で上下の土蟹壁が偏
心して断面変化する場合には従来の方法では問題があっ
た。Fig. 6 is a diagram illustrating the assembly procedure of each liner plate, and shows that the earth crab wall for a shaft of a predetermined depth is constructed by fastening and assembling in the order of ■, ■...■, ■, ■. show. When constructing a retaining wall with a constant cross section, the construction method explained above can be used safely, but if the upper and lower mud walls become eccentric and the cross section changes during the construction process, there are problems with the conventional method. Ta.
すなわち、従来の方法では断面変化部は型鋼と波付鋼板
とを紺合せた間に合せ的な構造で接続用士蟹壁を構築し
ていたので、強度が不足し、断面が異なる下側土留壁を
地表面で吊下げ支持することが困難であった。In other words, in the conventional method, the connecting wall was constructed with a makeshift structure of shaped steel and corrugated steel plate at the section where the cross section changed, which resulted in insufficient strength and the lower earth retaining wall having a different cross section. It was difficult to suspend and support the wall at ground level.
また、断面変化部に別の型鋼等の部材を固定して下側士
留壁のみ別に保持する方法もあるが、これは地層内設置
物のため作業性がきわめてわるし、。本発明は、断面一
定部と同様の作業で組立てることができ、最上部を地表
面に固定するだけで徳心した下側士蟹壁を最深部までの
全てをも保持しうる傾斜基礎用立坑士蟹壁を提供するも
のである。There is also a method of fixing another member such as shaped steel to the section where the cross section changes and holding the lower retaining wall separately, but this is extremely difficult to work with because it is installed within the strata. The present invention is a vertical shaft for inclined foundations that can be assembled by the same work as a constant cross-section part, and can hold a solid lower wall all the way to the deepest part by simply fixing the top part to the ground surface. This is what provides Shikani walls.
第7図は傾斜基礎を施行するに好適な鷹巣物の一例であ
る鉄塔を示す図である。FIG. 7 is a diagram showing a steel tower, which is an example of a takasumono structure suitable for constructing a sloped foundation.
第7図のような鉄塔8を構築する場合、その4隅の脚部
は鉄塔の中心に向うため、それぞれに煩斜基礎9を施行
することが望まれる。When constructing a steel tower 8 as shown in FIG. 7, the legs at the four corners face toward the center of the tower, so it is desirable to construct a sloped foundation 9 at each corner.
傾斜基礎を施行するためには傾斜した一様断面の立坑を
掘削しその中に基礎を形成するのが理想であるが、立坑
掘削を狂いなく行なうことがきわめて困難であり、土蟹
壁の保持および固定にも難点があるため、事実上そのよ
うな方法は採用されていない。本発明は第7図に示した
ような傾斜基礎を安全かつ正確に施行しうるとともに立
坑の余分の掘削を省くことができて経済的にもすぐれた
傾斜基礎用立坑土解壁を提供するものである。第8図〜
第14図を参照して本発明の立坑士蟹壁の実施例を説明
する。In order to construct a sloped foundation, it is ideal to excavate a sloped shaft with a uniform cross section and form the foundation therein. Since there are also difficulties in fixing and fixing, such methods have not been adopted in practice. The present invention provides a vertical earth demolished wall for a sloped foundation that can safely and accurately construct a sloped foundation as shown in FIG. 7, eliminates unnecessary excavation of the shaft, and is economically superior. It is. Figure 8~
An embodiment of the shaft-crab wall of the present invention will be described with reference to FIG. 14.
第8図および第9図は本発明による接続用土蟹壁40を
例示する図である。FIGS. 8 and 9 are diagrams illustrating a connecting clay wall 40 according to the present invention.
この接続用士留壁は、下側士蟹壁30の上端面の周緑フ
ランジ31と同断面形状の周縁金具41と、この周縁金
具の上面に溶接またはボルト等で固定された覆板42と
を有する構造体である。This connection retaining wall includes a peripheral metal fitting 41 having the same cross-sectional shape as the peripheral green flange 31 on the upper end surface of the lower side wall 30, and a cover plate 42 fixed to the upper surface of this peripheral metal fitting by welding or bolts. It is a structure with .
図示の例では、前記間縁金具41として溝型鋼を誉曲成
形したものを使用しているが、これはH型鋼その他の断
面形状の枠材を使用することもできる。覆板42には上
側士蟹壁20の下端開ロに対応した関口43または切欠
が形成され、この関口周緑部で上側士留壁201こボル
ト等で接続しうるようになっている。前記周緑金具41
の下面は下側士留壁30の上端面にボルト等で接続され
る。In the illustrated example, groove-shaped steel formed into a curved shape is used as the edge fitting 41, but it is also possible to use a frame material having an H-shaped steel or other cross-sectional shape. The cover plate 42 is formed with a gate 43 or a notch corresponding to the opening of the lower end of the upper wall 20, and the upper wall 201 can be connected with a bolt or the like at the green part around the gate. Said surrounding green fittings 41
The lower surface of the lower retaining wall 30 is connected to the upper end surface of the lower retaining wall 30 with bolts or the like.
上側および下側土解壁20,30は互いに偏心している
ので、関口43も筒緑金具41に対し偏心した位置に形
成される。しかして、前記接続用士留壁40は分割構造
体であり立坑内で組立作業ができる大きさの複数個のセ
グメントの組立体になっている。Since the upper and lower earthen walls 20 and 30 are eccentric to each other, the entrance 43 is also formed at a position eccentric to the tube green fitting 41. Thus, the connecting retaining wall 40 is a divided structure, and is an assembly of a plurality of segments large enough to be assembled within a shaft.
例えば第8図の場合のごとく7個のセグメントに分割さ
れ、これらはボルト等で接続されている。第11図は第
8図中の1つのセグメント40−1を示す図であり、周
縁金具41一1に覆板42一1を固定するとともに、両
側には各セグメント間をボルト等で接続するための側方
フランジ44一1および45−1が溶接等により一体的
に形成されている。For example, as shown in FIG. 8, it is divided into seven segments, and these are connected with bolts or the like. FIG. 11 is a diagram showing one segment 40-1 in FIG. 8, in which a cover plate 42-1 is fixed to the peripheral metal fitting 41-1, and each segment is connected with bolts or the like on both sides. Side flanges 44-1 and 45-1 are integrally formed by welding or the like.
覆板42−1の内周緑43−1は前記関口43の一部を
形成する。第10図は接続用土蟹壁の他の実施例を示す
図であり、覆板42が外周から内周に行くに従い高くな
る方向に鏡斜している。The inner circumferential green 43-1 of the cover plate 42-1 forms a part of the Sekiguchi 43. FIG. 10 is a diagram showing another embodiment of the connection clay wall, in which the cover plate 42 is mirror-slanted in a direction that increases in height from the outer circumference to the inner circumference.
これは上側および下側士留壁間の断面変化部の掘削作業
を容易化するためである。その他の構成は第8図および
第9図の場合と実質上同じであり、対応部分をそれぞれ
同一符号で示した。第12図は接続用士留壁40を構成
するセグメント40一1の他の実施例を示す図であり、
このセグメントには覆板42−1の裏側に補強リブ46
一1を設けるとともに、該覆板の内周緑にも内側フラン
ジ47一1が設けられ、強度アップが図られる。This is to facilitate the excavation work at the section where the cross section changes between the upper and lower shoring walls. The other configurations are substantially the same as those in FIGS. 8 and 9, and corresponding parts are designated by the same reference numerals. FIG. 12 is a diagram showing another embodiment of the segment 40-1 constituting the connection retaining wall 40,
This segment has a reinforcing rib 46 on the back side of the cover plate 42-1.
47-1 is provided, and an inner flange 47-1 is also provided on the inner periphery of the cover plate to increase strength.
その他は第11図のセグメントと実質上同じ構造であり
、対応部分をそれぞれ同一符号で表示した。第13図お
よび第14図は本発明による傾斜基礎用立坑士留壁の一
実施例すなわち第8図〜第12図について説明した接続
用士蟹壁40を使用し偏′0した上側および下側士蟹壁
20,30を組立てた状態を示す図である。The rest of the structure is substantially the same as that of the segment shown in FIG. 11, and corresponding parts are designated by the same reference numerals. FIGS. 13 and 14 show an embodiment of the shaft retaining wall for inclined foundations according to the present invention, that is, the upper and lower sides of the vertical shaft retaining wall 40 are used for connection as explained in FIGS. 8 to 12. It is a figure which shows the state where the wall 20, 30 was assembled.
第13図および第14図中符号50は傾斜基礎の一例を
示し、上側土留壁20は傾斜基礎50の上部を包括する
一定断面形状を有し、下側士蟹壁30は傾斜基礎の下部
を包括する一定断面形状を有し、両者は偏心して設置さ
れている。以上説明した各実施例によれば、先ず上側士
留壁20を第1図〜第6図について説明した方法で所定
深さまで施行し、次いでその下側に接続用士留壁40の
外形に対応した孔を掘削して同様の方法で第11図およ
び第12図に示したような各セグメント40−1を順次
組立て)いくことができる。Reference numeral 50 in FIGS. 13 and 14 indicates an example of an inclined foundation, the upper earth retaining wall 20 has a constant cross-sectional shape encompassing the upper part of the inclined foundation 50, and the lower retaining wall 30 covers the lower part of the inclined foundation. It has a constant cross-sectional shape that encompasses both, and both are eccentrically installed. According to each of the embodiments described above, the upper retaining wall 20 is first constructed to a predetermined depth by the method described in FIGS. 11 and 12 can be sequentially assembled in the same manner.
すなわち、各セグメントを1枚づつ上側士留壁下端面に
接続するとともに隣接するセグメント間を接続して一周
すると接続用士轡壁40の施行が完了する。これに続い
て、下側士留壁30を第1図〜第6図で説明した方法と
同じ方法で組立て)いく。以上の作業を繰返して最深部
まで施行していけば傾斜基礎用立坑士留壁が完成する。
接続用土蟹壁40は上側および下側士蟹蟹と同等の強度
を有するように設計できるので、士留壁全体の安全性を
確保するとともに地表面(土蟹壁最上部)で土留壁最深
部まで吊下げ保持することができる。すなわち、全体の
一定断面の±蟹壁の場合と同じ方法で施行することがで
きる。こうして、偏心により断面が変化する部分を有す
る土留壁を自由に構築できるので、従来のような深さ方
向の全ての位置における基礎断面を全て包括するような
大きな孔を掘削する必要がなくなり、余分な掘削作業を
なくすことができる。That is, when each segment is connected one by one to the lower end surface of the upper shoring wall and adjacent segments are connected and made one circuit, the construction of the connecting shingle wall 40 is completed. Following this, the lower retaining wall 30 is assembled in the same manner as described in FIGS. 1-6. By repeating the above work until it reaches the deepest part, the shaft retaining wall for the inclined foundation will be completed.
Since the connecting earth wall 40 can be designed to have the same strength as the upper and lower earth walls, it is possible to ensure the safety of the entire earth retaining wall, and also to ensure that the earth surface (the top of the earth wall) has the same strength as the earth retaining wall at the deepest part of the earth retaining wall. It can be kept hanging up to. That is, it can be carried out in the same manner as in the case of a ±crab wall of constant cross section throughout. In this way, it is possible to freely construct an earth retaining wall whose cross section changes due to eccentricity, eliminating the need to excavate large holes that encompass the entire foundation cross section at all positions in the depth direction, which was the case in the past. This eliminates extensive excavation work.
接続用±留壁40は周縁金具41および覆板42で完全
に覆われているので、土砂の侵入も確実に防止される。
また、各セグメント40一1は組立て用の側方フランジ
44ーー,45ーー並びに周緑金具41−1を一体的に
結合した構造を有するので、接続の目的と同時に接続用
士留壁40の強度向上にも役立っている。Since the connection retaining wall 40 is completely covered with the peripheral metal fittings 41 and the cover plate 42, the intrusion of earth and sand is reliably prevented.
In addition, since each segment 40-1 has a structure in which side flanges 44--, 45-- for assembly and surrounding green metal fittings 41-1 are integrally connected, the purpose of connection and the strength of the retaining wall 40 for connection are It also helps improve.
なお、以上の実施例では、上側±蟹壁20が円形断面で
下側土蟹壁30が円形または長円形(小判形)断面であ
り、しかも下側の断面形状が大きく上側断面を含む場合
を説明したが、本発明は角形断面など任意の断面形状の
土蟹壁に対しても適用可能であり、さらに、下側士留壁
の断面形状の方が小さい場合にも適用可能である。In the above embodiments, the upper ± crab wall 20 has a circular cross section, the lower earth crab wall 30 has a circular or oval (oval) cross section, and the lower cross-sectional shape is large and includes the upper cross section. Although described above, the present invention is applicable to clay walls having any cross-sectional shape such as a rectangular cross-section, and is also applicable to cases where the lower retaining wall has a smaller cross-sectional shape.
また、接続用土蟹壁40の数あるし、は組付け位置も種
々選定することができ、例えば、第15図に示すように
2段あるいは3段以上の複数段にわたって連続組立てす
ることもでき、第16図に示すごとく接続用士留壁間に
一定断面の土留壁(20あるいは30)を介在させて複
数の断面変化部を設けることもできる。In addition, there are a number of connecting mud crab walls 40, and various assembly positions can be selected. For example, as shown in FIG. 15, they can be assembled continuously over two or three or more stages. As shown in FIG. 16, earth retaining walls (20 or 30) having a constant cross section may be interposed between the connection retaining walls to provide a plurality of cross-sectional changes.
第17図および第18図は本発明により立坑掘削量の低
減が達成される状態を例示する図であり、第17図は円
形断面の上側士蟹壁と長円形(小判形)断面の下側士留
壁とを有する例を示し、第18図は上側および下側士蟹
壁とも円形断面の場合を示す。FIG. 17 and FIG. 18 are diagrams illustrating the state in which a reduction in the amount of shaft excavation is achieved according to the present invention. FIG. 18 shows a case where both the upper and lower walls have a circular cross section.
これらの図から明らかな如く、従来の一様断面の土蟹壁
では傾斜基礎50を設置するためには二点鎖線のような
大きな直径の穴が必要で余分の掘削作業が必要であった
が、本発明によれば実線で示す穴を掘削すれば充分であ
り、掘削量を大中に低減することができる。以上の説明
から明らかなごとく、本発明によれば、施行性および強
度にすぐれしかも余分な掘削をなくしうる鏡斜基礎用立
坑士留壁が得られる。As is clear from these figures, in order to install the sloping foundation 50 with the conventional clay wall with a uniform cross section, a hole with a large diameter as shown by the two-dot chain line is required, and extra excavation work is required. According to the present invention, it is sufficient to excavate the hole indicated by the solid line, and the amount of excavation can be significantly reduced. As is clear from the above description, according to the present invention, it is possible to obtain a shaft retaining wall for mirror inclined foundations that is excellent in workability and strength and can eliminate unnecessary excavation.
第1図は土留壁の断面一様部を構築するのに使用される
ライナープレートを例示する斜視図、第2図〜第6図は
第1図のライナープレートを使用して立坑土留壁を構築
する施行手順を例示する説明図、第7図は本発明を適用
する好適な傾斜基礎を有する鉄塔を例示する説明図、第
8図は本発明による接続用士蟹壁の斜視図、第9図は第
8図中の線K−Kに沿う断面図、第10図は本発明の他
の実施例の第9図に相当する断面図、第11図は第8図
の接続用士留壁を構成するセグメントの斜視図、第12
図はセグメントの他の実施例の斜視図、第13図は本発
明の傾斜基礎用立抗土蟹壁の一実施例の縦断面図、第1
4図は第13図の平面図、第15図および第16図は本
発明による接続用士留壁の配置例を示す説明図、第17
図および第18図は本発明の土蟹壁を実施した場合の掘
削量低減の状態を例示する説明図である。
1・・・・・・波付鋼板(ライナープレート)、20・
・・・・・上側士蟹壁、30・・・・・・下側土留壁、
40・・・・・・接続用士蟹壁、41・…・・周縁金具
、42・・・・・・覆板、43…・・・閉口、40−1
…・・・セグメント、44−1・45ーー・・…・側方
フランジ(セグメント)、50・・・・・・傾斜基礎。
第1図第2図
第3図
第4図
第5図
第6図
第7図
第8図
第9図
第lo図
第11図
第12図
第13図
第14図
第15図
第16図
第17図
第18図Figure 1 is a perspective view illustrating a liner plate used to construct a uniform cross-section section of an earth retaining wall, and Figures 2 to 6 are used to construct a shaft retaining wall using the liner plate shown in Figure 1. FIG. 7 is an explanatory diagram illustrating a steel tower having a suitable inclined foundation to which the present invention is applied; FIG. 8 is a perspective view of a connection wall according to the present invention; FIG. 9 is a sectional view taken along the line KK in FIG. 8, FIG. 10 is a sectional view corresponding to FIG. 9 of another embodiment of the present invention, and FIG. Perspective view of constituent segments, 12th
FIG. 13 is a perspective view of another embodiment of the segment, FIG.
4 is a plan view of FIG. 13, FIGS. 15 and 16 are explanatory diagrams showing an example of the arrangement of connection retaining walls according to the present invention, and FIG. 17 is a plan view of FIG.
18 are explanatory diagrams illustrating the state in which the amount of excavation is reduced when the earth crab wall of the present invention is implemented. 1... Corrugated steel plate (liner plate), 20.
...Upper side wall, 30...Lower earth retaining wall,
40... Connecting wall, 41... Peripheral metal fittings, 42... Covering plate, 43... Closing, 40-1
...Segment, 44-1, 45...Side flange (segment), 50... Slanted foundation. Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7 Figure 8 Figure 9 Figure 1 Figure 11 Figure 12 Figure 13 Figure 14 Figure 15 Figure 16 Figure 17 Figure 18
Claims (1)
に用いられ前記上側土留壁に対し偏心して構築される下
側土留壁と、前記上側土留壁および前記下側土留壁を接
続する接続用土留壁とを備え、該接続用土留壁は、下側
土留壁の上端周縁に接続される周縁金具と、この周縁金
具に固定されかつ前記上側土留壁の下端に接続されると
ともに該上側土留壁の下端開口に対応する開口または切
欠を設けた覆板とを有する構造体であり、該構造体を前
記上側および下側土留壁の双方にボルト等で接続して組
立てることを特徴とする傾斜基礎用立坑土留壁。1. A connection connecting the upper earth retaining wall for the upper part of the inclined foundation, the lower earth retaining wall used at the lower part of the inclined foundation and constructed eccentrically with respect to the upper earth retaining wall, and the upper earth retaining wall and the lower earth retaining wall. The connecting earth retaining wall includes a peripheral metal fitting connected to the upper edge of the lower earth retaining wall, and a peripheral metal fitting that is fixed to the peripheral metal fitting and connected to the lower end of the upper earth retaining wall. A structure having a cover plate provided with an opening or notch corresponding to the opening at the lower end of the wall, and the structure is assembled by connecting the structure to both the upper and lower retaining walls with bolts or the like. Foundation shaft retaining wall.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP19230581A JPS6015770B2 (en) | 1981-11-30 | 1981-11-30 | Shaft retaining wall for inclined foundation |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP19230581A JPS6015770B2 (en) | 1981-11-30 | 1981-11-30 | Shaft retaining wall for inclined foundation |
Publications (2)
Publication Number | Publication Date |
---|---|
JPS5894526A JPS5894526A (en) | 1983-06-04 |
JPS6015770B2 true JPS6015770B2 (en) | 1985-04-22 |
Family
ID=16289056
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP19230581A Expired JPS6015770B2 (en) | 1981-11-30 | 1981-11-30 | Shaft retaining wall for inclined foundation |
Country Status (1)
Country | Link |
---|---|
JP (1) | JPS6015770B2 (en) |
Families Citing this family (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JP4889993B2 (en) * | 2005-10-13 | 2012-03-07 | 日鐵住金建材株式会社 | Construction method of widening shaft |
JP4741926B2 (en) * | 2005-10-13 | 2011-08-10 | 日鐵住金建材株式会社 | Connection structure of earth retaining panels of shafts |
-
1981
- 1981-11-30 JP JP19230581A patent/JPS6015770B2/en not_active Expired
Also Published As
Publication number | Publication date |
---|---|
JPS5894526A (en) | 1983-06-04 |
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