JP2005320693A - Structure for joining composite wall and foundation together - Google Patents

Structure for joining composite wall and foundation together Download PDF

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JP2005320693A
JP2005320693A JP2004137225A JP2004137225A JP2005320693A JP 2005320693 A JP2005320693 A JP 2005320693A JP 2004137225 A JP2004137225 A JP 2004137225A JP 2004137225 A JP2004137225 A JP 2004137225A JP 2005320693 A JP2005320693 A JP 2005320693A
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foundation
wall
core material
core
fixing
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Kazuhiko Isoda
和彦 磯田
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Shimizu Construction Co Ltd
Shimizu Corp
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Shimizu Construction Co Ltd
Shimizu Corp
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a rational structure for joining a composite wall and a foundation together, which reflects mechanical properties. <P>SOLUTION: The composite wall 6 is constituted in such a manner that a reinforced concrete wall 2, whose base section has a foundation 3 of reinforced concrete construction, is integrally provided along an earth retaining wall 7 composed of a soil mixing wall wherein H-shaped steel is used as a core material 1. A plurality of shear connectors 5, which are protruded by having base ends welded at vertical predetermined separation intervals, are arranged in the center of the width of the flange surface of the core material 1 on the side where the earth retaining wall 7 is brought into contact with the reinforced concrete wall 2. An anchoring reinforcement 4, which is protruded by having a base end welded to the center of the width of the flange surface of the core material 1, is embedded at the lower end of the foundation 3, and above the anchoring reinforcement 4, the plurality of shear connectors 5, which are protruded by having the base ends welded to the center of the width of the flange surface of the core material 1 at predetermined separation intervals, are embedded in the foundation 3. <P>COPYRIGHT: (C)2006,JPO&NCIPI

Description

本発明は、山留壁と鉄筋コンクリート壁とを一体化した合成壁と当該鉄筋コンクリート壁の脚部に形成された基礎との接合構造に関する。   The present invention relates to a joint structure of a composite wall obtained by integrating a mountain retaining wall and a reinforced concrete wall and a foundation formed on a leg portion of the reinforced concrete wall.

近年、ソイルミキシングウォール（ＳＭＷ）やＨ鋼横矢板工法等で使用される山留め芯材（以下、芯材と呼ぶ。）と建物の鉄筋コンクリート地下外壁（以下、鉄筋コンクリート壁と呼ぶ。）をスタッドにより一体化して合成壁とすることが行われている（例えば、特許文献１参照。）。このような合成壁によれば、従来仮設として扱われてきた芯材を本設構造の一部として活用することにより、地下外壁の厚さを縮小できるため、地下階の有効空間を拡大できるだけでなく、環境問題対策やコストダウンにも極めて有効である。
このような合成壁は、芯材の軸力によって合成壁の曲げ応力を負担するものであるが、合成壁一般部（基礎より上の部分）の設計手法については、日本建築学会の「各種合成構造設計指針」や日本トンネル技術協会の「Ｈ形鋼を芯材とする土留め壁本体利用の設計手引き」により提示されている。
特開２００２−３７１５４５号公報 （第２−３頁、第１図） In recent years, a retaining core material (hereinafter referred to as a core material) used in soil mixing walls (SMW), H-steel sheet pile method, and the like, and a reinforced concrete underground outer wall (hereinafter referred to as a reinforced concrete wall) of a building are integrated with a stud. It is performed to make a composite wall (for example, see Patent Document 1). According to such a composite wall, since the thickness of the underground outer wall can be reduced by utilizing the core material that has been treated as a temporary structure as a part of the main structure, the effective space of the underground floor can only be expanded. It is also extremely effective for measures against environmental problems and cost reduction.
Such a composite wall bears the bending stress of the composite wall by the axial force of the core material, but the design method for the general part of the composite wall (above the foundation) is They are presented in the “Structural Design Guidelines” and the “Design Guide for Using the Earthen Wall with H-Shaped Steel as the Core” from the Japan Tunneling Technology Association.
JP 2002-371545 A (page 2-3, FIG. 1)

しかしながら、合成壁と基礎との接合部は、合成壁一般部より複雑な検討を要することから、接合部における応力伝達メカニズムはこれまで解明されておらず、特別な設計的配慮も十分行われているとはいえなかった。
本発明は、上述する問題点に鑑みてなされたもので、力学性状を反映した合理的な合成壁と基礎との接合構造を提供することを目的とする。 However, since the joint between the composite wall and the foundation requires more complicated examination than the general part of the composite wall, the stress transmission mechanism at the joint has not been elucidated so far, and special design considerations have also been made. I couldn't say.
The present invention has been made in view of the above-described problems, and an object of the present invention is to provide a rational joint wall-foundation structure reflecting the mechanical properties.

上記目的を達成するため、本発明に係る合成壁と基礎との接合構造では、鉄骨を芯材とする山留壁に沿って鉄筋コンクリート壁を形成して一体化した合成壁と前記鉄筋コンクリート壁の脚部に形成された基礎との接合構造において、前記芯材に基端部を固着されて突出する定着筋が前記基礎の下端部に埋設され、前記定着筋の上方には所定の離間間隔をおいて前記芯材に基端部を固着されて突出するシアコネクタが前記基礎に埋設されてなることを特徴とする。   In order to achieve the above object, in the joint structure of a composite wall and a foundation according to the present invention, a composite wall formed by integrating a reinforced concrete wall along a mountain retaining wall having a steel frame as a core and the legs of the reinforced concrete wall In the joint structure with the foundation formed on the base, a fixing bar protruding with the base end fixed to the core is embedded in the lower end of the base, and a predetermined separation interval is provided above the fixing bar. And a shear connector having a base end fixed to the core member and projecting is embedded in the foundation.

図７に示すように、芯材１の軸力Ｎから基礎３以深における引抜き抵抗力Ｎｆを控除した力Ｆが、芯材１の表面に設置したシアコネクタ５…を介して基礎３に伝達される。この際、力Ｆの作用方向と芯材１の材軸との間に偏芯量ｅ＝Ｈ／２が存在するため、芯材１にはＦ・Ｈ／２の大きさを有する曲げモーメントが生じる。この曲げモーメントにより、芯材１は基礎３と離間するように変形する（図８参照）。しかし、芯材１に基端部を固着されて突出する定着筋４を基礎３の下端部に配することにより、定着筋４に引張力Ｔが作用し、芯材１と基礎３の離間を防止することができるものである。 As shown in FIG. 7, a force F obtained by subtracting the drawing resistance force N f deeper than the foundation 3 from the axial force N of the core material 1 is transmitted to the foundation 3 through the shear connectors 5 installed on the surface of the core material 1. Is done. At this time, since there is an eccentricity amount e = H / 2 between the acting direction of the force F and the material axis of the core material 1, the core material 1 has a bending moment having a size of F · H / 2. Arise. Due to this bending moment, the core material 1 is deformed so as to be separated from the foundation 3 (see FIG. 8). However, by arranging the fixing reinforcement 4 that protrudes with the proximal end fixed to the core material 1 at the lower end of the foundation 3, a tensile force T acts on the fixing reinforcement 4, and the core material 1 and the foundation 3 are separated from each other. It can be prevented.

また、本発明に係る合成壁と基礎との接合構造では、前記定着筋は、棒状の異形鉄筋または拡径部を有するスタッドであることが好ましい。
必要とされる定着筋量（断面積）が大きい場合には、定着筋に棒状の異形鉄筋を使用し、定着筋量が小さい場合（例えば、軸径１６ｍｍ程度の頭付きスタッドで対応できる場合）には、頭付きスタッドなどの拡径部を有するスタッドを使用する。
本発明では、定着筋について適材適所の使い分けをすることで、費用対効果の大きい接合部とすることができる。
なお、必要とされる定着筋量は、後述するように、合成壁に作用する応力、基礎に作用する土圧応力、およびシアコネクタによる偏芯曲げ応力を考慮して求めることができる。 In the joint structure between the composite wall and the foundation according to the present invention, it is preferable that the fixing bars are rod-shaped deformed bars or studs having an enlarged diameter portion.
When the required amount of fixing muscle (cross-sectional area) is large, a rod-shaped deformed reinforcing bar is used as the fixing muscle, and when the amount of fixing muscle is small (for example, a headed stud with a shaft diameter of about 16 mm can be used) For this, a stud having an enlarged diameter portion such as a headed stud is used.
In the present invention, by appropriately using the appropriate material for the fixing muscle, it is possible to obtain a cost-effective joint.
As will be described later, the required amount of fixing muscle can be determined in consideration of stress acting on the composite wall, earth pressure stress acting on the foundation, and eccentric bending stress due to the shear connector.

また、本発明に係る合成壁と基礎との接合構造では、前記シアコネクタは、拡径部を有するスタッドであることが好ましい。
ここで、拡径部を有するスタッドには、頭付きスタッドやＴヘッドバースタッドなどを使用することができる。
本発明では、シアコネクタに拡径部を有するスタッドを使用して定着面積を増大することにより、定着強度を大きくすることができる。 In the joint structure of the composite wall and the foundation according to the present invention, the shear connector is preferably a stud having an enlarged diameter portion.
Here, a stud with a head, a T head bar stud, or the like can be used as the stud having the enlarged diameter portion.
In the present invention, the fixing strength can be increased by increasing the fixing area by using a stud having an enlarged diameter portion in the shear connector.

また、本発明に係る合成壁と基礎との接合構造では、前記定着筋が水平方向に並列して前記芯材に固着されるとともに、前記芯材は前記定着筋の近傍に補強リブを備えていてもよい。
定着筋の効果は、基礎の下方にあるほど大きくなる。しかし、芯材に定着筋を複数設置する必要がある場合、鉛直方向には定着筋径の７．５倍以上の離間間隔を確保する必要があるため、芯材に定着筋を１列配置したのでは基礎下端部に設置できなくなることがある。
本発明では、複数の定着筋を水平方向に並列して芯材に固着することにより、定着筋の効果が大きくなる基礎の下端部に定着筋を集中設置することができる。そして、この際、芯材には定着筋の近傍に補強リブを設けることで、定着筋の引張力を補強リブで処理することができる。 Further, in the joint structure of the composite wall and the foundation according to the present invention, the fixing bars are fixed to the core member in parallel in the horizontal direction, and the core member includes a reinforcing rib in the vicinity of the fixing bars. May be.
The effect of the anchor muscle is greater as it is below the foundation. However, when it is necessary to install a plurality of fixing bars in the core material, it is necessary to secure a spacing of 7.5 times or more the fixing bar diameter in the vertical direction. In this case, it may become impossible to install at the lower end of the foundation.
In the present invention, by fixing a plurality of fixing bars in parallel in the horizontal direction to the core material, the fixing bars can be centrally installed at the lower end portion of the foundation where the effect of the fixing bars is increased. At this time, by providing a reinforcing rib in the vicinity of the fixing bar in the core material, the tensile force of the fixing bar can be processed by the reinforcing rib.

また、本発明に係る合成壁と基礎との接合構造では、前記定着筋は、Ｈ形鋼からなる前記芯材の一方のフランジに固着され、前記補強リブは、前記芯材の材軸方向から見て前記芯材のウェブ面と傾きを有するように、一方の端部が前記フランジに固着されていてもよい。
複数の定着筋をＨ形鋼からなる芯材の一方のフランジに固着すると、図９（ａ）に示すように、定着筋の引張力によりフランジに点線のような曲げが生じる。一方、定着筋の引張力を処理するために補強リブを芯材のウェブに平行に配置すると、図９（ｂ）に示すように、両フランジに曲げが生じてしまう。
そこで、本発明では、複数の定着筋をＨ形鋼からなる芯材の一方のフランジに固着する場合、芯材の材軸方向から見て芯材のウェブ面と傾きを有するように芯材に補強リブを配置することで、フランジの変形を防止することができる。
なお、定着筋を芯材に１列配置する場合は、フランジの幅中央に配置すれば、定着筋の引張力を芯材のウェブで処することができるので、フランジに曲げが生じることはない。 Further, in the joint structure of the composite wall and the foundation according to the present invention, the fixing bar is fixed to one flange of the core material made of H-shaped steel, and the reinforcing rib is from the material axial direction of the core material. One end may be fixed to the flange so as to have an inclination with respect to the web surface of the core material.
When a plurality of fixing bars are fixed to one flange of the core made of H-shaped steel, as shown in FIG. 9 (a), the flange is bent as indicated by a dotted line due to the tensile force of the fixing bars. On the other hand, if the reinforcing ribs are arranged in parallel to the core web in order to process the tensile force of the fixing muscles, the two flanges are bent as shown in FIG. 9B.
Therefore, in the present invention, when fixing a plurality of fixing bars to one flange of the core material made of H-shaped steel, the core material has an inclination with respect to the web surface of the core material when viewed from the material axial direction of the core material. By disposing the reinforcing rib, deformation of the flange can be prevented.
In the case where the fixing bars are arranged in one row on the core material, if the fixing bars are arranged in the center of the width of the flange, the tension of the fixing bars can be processed by the web of the core material, so that the flange is not bent.

本発明によれば、芯材に基端部を固着されて突出する定着筋を基礎の下端部に配するとともに、芯材に基端部を固着されて突出するシアコネクタを定着筋の上方に設置することにより、力学性状に基づく合理的な合成壁と基礎との接合構造を実現することができる。   According to the present invention, the fixing bar that protrudes with the base end portion fixed to the core material is disposed at the lower end portion of the foundation, and the shear connector that protrudes with the base end portion fixed to the core material is disposed above the fixing bar. By installing it, it is possible to realize a rational composite wall-foundation joint structure based on mechanical properties.

以下、本発明に係る合成壁と基礎との接合構造の実施形態について図面に基いて説明する。
図１は、本発明に係る合成壁と基礎との接合構造の第一の実施形態を示す立断面図と平断面図である。また、図２は、芯材の部分拡大斜視図である。
本実施形態では、Ｈ形鋼を芯材１とするソイルミキシングウォールからなる山留壁７に沿って鉄筋コンクリート造の基礎３を脚部に有する鉄筋コンクリート壁２が一体的に設けられて本設の合成壁６を構成している。 Hereinafter, an embodiment of a joint structure between a composite wall and a foundation according to the present invention will be described with reference to the drawings.
FIG. 1 is an elevational sectional view and a plan sectional view showing a first embodiment of a joint structure of a composite wall and a foundation according to the present invention. FIG. 2 is a partially enlarged perspective view of the core material.
In the present embodiment, a reinforced concrete wall 2 having a reinforced concrete foundation 3 at a leg portion is integrally provided along a mountain retaining wall 7 made of a soil mixing wall having an H-shaped steel as a core material 1, and is combined with the main composition. A wall 6 is formed.

山留壁７が鉄筋コンクリート壁２と接する側の芯材１のフランジ１ｆ面の幅中央には、鉛直方向に所定の離間間隔をおいて基端部を溶接されて突出する複数のシアコネクタ５…が配設されており、シアコネクタ５…を介して芯材１と鉄筋コンクリート壁２間の応力伝達が行われる。
また、基礎３の下端部には、芯材１のフランジ１ｆ面の幅中央に基端部を溶接されて突出する定着筋４が埋設され、定着筋４の上方には、所定の離間間隔をおいて芯材１のフランジ１ｆ面の幅中央に基端部を溶接されて突出する複数のシアコネクタ５…が基礎３に埋設されている。芯材１の軸力は、芯材１のフランジ１ｆ面に設置した複数のシアコネクタ５…を介して基礎３に伝達されるが、その際、芯材１には、芯材１と基礎３とを離間させるような曲げモーメントが作用する。そのため、基礎３の下端部に定着筋４を配すことにより、定着筋４に引張力が作用し、芯材１と基礎３の離間を防止するものである。 At the center of the width of the flange 1f surface of the core member 1 on the side where the mountain retaining wall 7 is in contact with the reinforced concrete wall 2, a plurality of shear connectors 5 are protruded by welding a base end portion at a predetermined spacing in the vertical direction. The stress transmission between the core material 1 and the reinforced concrete wall 2 is performed via the shear connectors 5.
In addition, a fixing bar 4 is embedded in the lower end of the foundation 3 so that the base end is welded and protruded in the center of the width of the flange 1 f surface of the core 1, and a predetermined separation interval is provided above the fixing bar 4. A plurality of shear connectors 5 are protruded by welding the base end portion at the center of the width of the flange 1 f surface of the core material 1. The axial force of the core material 1 is transmitted to the foundation 3 via a plurality of shear connectors 5 installed on the flange 1 f surface of the core material 1, and at this time, the core material 1 includes the core material 1 and the foundation 3. A bending moment acts to separate the two. Therefore, by arranging the fixing bar 4 at the lower end portion of the foundation 3, a tensile force acts on the fixing bar 4 to prevent the core material 1 and the base 3 from being separated.

シアコネクタ５には、頭付きスタッドまたはＴヘッドバースタッドなどの頭部に拡径部を有するスタッドを使用する。また、定着筋４には、必要とされる定着筋量に応じて、棒状の異形鉄筋または拡径部を有するスタッドを使用する。
ここで、Ｔヘッドバースタッドなどによる拡径部とは、熱間据込加工によってスタッドに頭部を形成したり、あるいは、スタッドの端部に平板を溶接等により固着したものである。 For the shear connector 5, a stud having an enlarged diameter portion at the head, such as a headed stud or a T head bar stud, is used. Further, as the fixing bar 4, a rod-shaped deformed bar or a stud having an enlarged diameter portion is used according to the required amount of the fixing bar.
Here, the diameter-increased portion by the T head bar stud or the like is a portion in which the head is formed on the stud by hot upsetting, or a flat plate is fixed to the end of the stud by welding or the like.

なお、施工に当たっては、基礎３の下端まで掘削して芯材１を露出させた後、基礎３の配筋（図示省略）と干渉しないように定着筋４を設置する必要がある。   In the construction, after excavating the lower end of the foundation 3 to expose the core material 1, it is necessary to install the fixing reinforcement 4 so as not to interfere with the reinforcement of the foundation 3 (not shown).

図３は、本発明に係る合成壁と基礎との接合構造の第二の実施形態を示す立断面図と平断面図である。また、図４は、芯材の部分拡大斜視図である。
本実施形態では、定着筋４およびシアコネクタ５を芯材１のフランジ１ｆ面のフランジ１ｆ幅方向両端部にそれぞれ設置するものである。これに伴い、フランジ１ｆが定着筋４の引張力によって曲げ変形しないように、芯材１には、定着筋４の近傍に平板状の補強リブ８を取り付ける。この際、定着筋４の断面積より大きな鉛直方向断面積を有する補強リブ８を芯材１に取り付けることで、施工精度により定着筋４の取り付け高さがずれても容易に対応することができる。しかも、補強リブ８は、鉛直面内に設置されるので、芯材１を掘削孔内に円滑に挿入することができる。 FIG. 3 is an elevational sectional view and a plan sectional view showing a second embodiment of the joint structure of the composite wall and the foundation according to the present invention. FIG. 4 is a partially enlarged perspective view of the core material.
In the present embodiment, the fixing bar 4 and the shear connector 5 are respectively installed at both ends of the flange 1 f surface of the core material 1 in the flange 1 f width direction. Accordingly, a flat reinforcing rib 8 is attached to the core material 1 in the vicinity of the fixing bar 4 so that the flange 1 f is not bent and deformed by the tensile force of the fixing bar 4. At this time, by attaching the reinforcing rib 8 having a vertical cross-sectional area larger than the cross-sectional area of the fixing bar 4 to the core material 1, even if the fixing height of the fixing bar 4 is shifted due to construction accuracy, it can be easily handled. . Moreover, since the reinforcing rib 8 is installed in the vertical plane, the core material 1 can be smoothly inserted into the excavation hole.

また、補強リブ８を芯材１のウェブ１ｗに平行に配置すると、両フランジ１ｆ，１ｆに曲げが生じてしまうため、補強リブ８は、芯材１の材軸方向から見て芯材１のウェブ１ｗ面と傾きを有するように、一方の端部８ａが定着筋４側のフランジ１ｆに溶接されている。図５は、補強リブの取り付け詳細を示したものであり、（ａ）、（ｂ）いずれの方法でもよい。   Further, if the reinforcing rib 8 is disposed in parallel to the web 1w of the core material 1, the flanges 1f and 1f are bent, and therefore the reinforcing rib 8 is formed on the core material 1 as viewed from the material axis direction of the core material 1. One end 8a is welded to the flange 1f on the fixing muscle 4 side so as to have an inclination with respect to the web 1w surface. FIG. 5 shows details of attaching the reinforcing ribs, and either method (a) or (b) may be used.

次に、定着筋４の断面量の算定方法について図６に基づき説明する。
図６は、幅Ｈの芯材１に作用する力の釣合状態を示したものであり、Ｎは合成壁６脚部の芯材１の軸力、Ｎｆは自重と引抜き摩擦抵抗の合力、Ｍ１は合成壁６脚部における芯材１の曲げモーメント、Ｔは定着筋４の引張力、Ｃは芯材１に作用する基礎コンクリートからの圧縮力である。また、Ｄは基礎３成であり、ｊは基礎３の応力中心間距離である。
芯材１の材軸線上の基礎３の上端における芯材１に作用する曲げモーメントの釣合式は（１）式のようになる。ここで、ｌｙは芯材１の間隔である。
なお、合成壁６や基礎３に作用する土圧のため、ＣはＴより大きくなるが、安全側なので無視している。 Next, a method for calculating the cross-sectional amount of the fixing muscle 4 will be described with reference to FIG.
Figure 6 is shows a balanced condition of the force acting on the core material 1 width H, N is the axial force of the core 1 of the synthetic wall 6 leg, N f is the own weight and withdrawal friction force , M 1 is the bending moment of the core material 1 at the six legs of the composite wall, T is the tensile force of the fixing muscle 4, and C is the compressive force from the foundation concrete acting on the core material 1. Further, D is the foundation 3 component, and j is the distance between the stress centers of the foundation 3.
The balance formula of the bending moment acting on the core material 1 at the upper end of the foundation 3 on the material axis of the core material 1 is expressed by the following equation (1). Here, ly is the interval of the core material 1.
Although C is larger than T due to earth pressure acting on the composite wall 6 and the foundation 3, it is ignored because it is a safe side.

Figure 2005320693
Figure 2005320693

上式を定着筋４の引張力Ｔについて解くと（２）式のようになる。なお、（２）式中、基礎３の応力中心間距離ｊの算定において、定着筋４が多段にわたる場合は１０ｃｍを見直すものとする。   When the above equation is solved for the tensile force T of the fixing muscle 4, the equation (2) is obtained. In the formula (2), in the calculation of the stress center distance j of the foundation 3, when the fixing muscle 4 has multiple stages, 10 cm is reviewed.

Figure 2005320693
Figure 2005320693

ここで、芯材１の一本当たりについて必要な定着筋４の断面積をａｔとし、許容引張応力度をｆｔとすると、引張力Ｔを用いて、断面積ａｔは（３）式により得ることができる。 Here, the cross-sectional area of the fixing muscle 4 required for one per core 1 and a t, if the allowable tensile stress of the f t, tensile using a force T, the cross-sectional area a t (3) formula Can be obtained.

Figure 2005320693
Figure 2005320693

このように、芯材１に作用する応力から定着筋４の必要量が求まるので、合理的な定着筋４の断面を設計することができる。   In this way, since the necessary amount of the fixing muscle 4 is obtained from the stress acting on the core material 1, a reasonable cross section of the fixing muscle 4 can be designed.

本実施形態によれば、芯材１に基端部を固着されて突出する定着筋４を基礎３の下端部に配するとともに、芯材１に基端部を固着されて突出する複数のシアコネクタ５…を定着筋４の上方に設置することにより、力学性状を反映した合理的な合成壁６と基礎３との接合構造を実現することができる。   According to the present embodiment, the fixing bars 4 that protrude with the base end portion fixed to the core material 1 are arranged at the lower end portion of the foundation 3, and the plurality of shears that protrude with the base end portion fixed to the core material 1 are projected. By installing the connectors 5... Above the fixing muscle 4, it is possible to realize a rational joint structure between the composite wall 6 and the foundation 3 reflecting the mechanical properties.

以上、本発明に係る合成壁と基礎との接合構造の実施形態について説明したが、本発明は上記の実施形態に限定されるものではなく、その趣旨を逸脱しない範囲で適宜変更可能である。例えば、上記の実施形態では、定着筋４を１列あるいは２列配した例を示したが、芯材１のフランジ１ｆ幅によっては３列以上でもよい。また、上記の実施形態では、山留壁６としてソイルミキシングウォールを用いたが、芯材１を有するものであれば、例えばＨ鋼横矢板工法等による他の構造の山留壁でもよい。   As mentioned above, although embodiment of the joining structure of the composite wall and foundation which concerns on this invention was described, this invention is not limited to said embodiment, In the range which does not deviate from the meaning, it can change suitably. For example, in the above-described embodiment, an example in which the fixing bars 4 are arranged in one or two rows is shown, but depending on the flange 1f width of the core material 1, three or more rows may be used. In the above embodiment, a soil mixing wall is used as the mountain retaining wall 6. However, as long as it has the core material 1, a mountain retaining wall having another structure by, for example, an H steel sheet pile method may be used.

本発明に係る合成壁と基礎との接合構造の第一の実施形態を示し、（ａ）はその立断面図、（ｂ）はａ−ａ断面図、（ｃ）はｂ−ｂ断面図である。1A and 1B show a first embodiment of a joint structure of a composite wall and a foundation according to the present invention, in which FIG. 1A is a vertical sectional view, FIG. is there. 同、芯材の部分拡大斜視図である。It is a partial expansion perspective view of a core material same as the above. 本発明に係る合成壁と基礎との接合構造の第二の実施形態を示し、（ａ）はその立断面図、（ｂ）はｃ−ｃ断面図である。2nd embodiment of the joining structure of the composite wall and foundation which concerns on this invention is shown, (a) is the standing sectional view, (b) is cc sectional drawing. 同、芯材の部分拡大斜視図である。It is a partial expansion perspective view of a core material same as the above. 同、補強リブの取り付け詳細を示す部分拡大平断面図である。FIG. 4 is a partially enlarged plan sectional view showing details of attachment of reinforcing ribs. 芯材に作用する力の釣合状態を示す概略立断面図である。It is a schematic elevation sectional view which shows the balance state of the force which acts on a core material. 本発明に係る合成壁と基礎の応力状態を示す概略立断面図である。It is a general | schematic elevation sectional view which shows the synthetic | combination wall based on this invention, and the stress state of a foundation. 芯材の変形状態を示す概略立断面図である。It is a general | schematic elevational sectional view which shows the deformation | transformation state of a core material. 芯材の変形状態を示す概略平断面図である。It is a schematic plane sectional view which shows the deformation | transformation state of a core material.

符号の説明Explanation of symbols

１ 芯材
２ 鉄筋コンクリート壁
３ 基礎
４ 定着筋
５ シアコネクタ
６ 合成壁
７ 山留壁
８ 補強リブ 1 Core Material 2 Reinforced Concrete Wall 3 Foundation 4 Anchorage Bar 5 Shear Connector 6 Composite Wall 7 Yamadome Wall 8 Reinforcement Rib

Claims (5)

鉄骨を芯材とする山留壁に沿って鉄筋コンクリート壁を形成して一体化した合成壁と前記鉄筋コンクリート壁の脚部に形成された基礎との接合構造において、
前記芯材に基端部を固着されて突出する定着筋が前記基礎の下端部に埋設され、前記定着筋の上方には所定の離間間隔をおいて前記芯材に基端部を固着されて突出するシアコネクタが前記基礎に埋設されてなることを特徴とする合成壁と基礎との接合構造。 In the joint structure of the composite wall formed by integrating the reinforced concrete wall along the mountain retaining wall with the steel core as the core and the foundation formed on the leg portion of the reinforced concrete wall,
A fixing bar that protrudes with a base end fixed to the core is embedded in the lower end of the foundation, and a base end is fixed to the core with a predetermined spacing above the fixing bar. A joint structure of a composite wall and a foundation, wherein a protruding shear connector is embedded in the foundation. 前記定着筋は、棒状の異形鉄筋または拡径部を有するスタッドであることを特徴とする請求項１に記載の合成壁と基礎との接合構造。   The joint structure of a composite wall and a foundation according to claim 1, wherein the fixing bar is a rod-shaped deformed bar or a stud having an enlarged diameter portion. 前記シアコネクタは、拡径部を有するスタッドであることを特徴とする請求項１または２に記載の合成壁と基礎との接合構造。   The joint structure of a synthetic wall and a foundation according to claim 1 or 2, wherein the shear connector is a stud having an enlarged diameter portion. 前記定着筋が水平方向に並列して前記芯材に固着されるとともに、前記芯材は前記定着筋の近傍に補強リブを備えることを特徴とする請求項１乃至３のいずれかに記載の合成壁と基礎との接合構造。   4. The composite according to claim 1, wherein the fixing bars are fixed to the core member in parallel in a horizontal direction, and the core member includes a reinforcing rib in the vicinity of the fixing bars. Bonding structure between wall and foundation. 前記定着筋は、Ｈ形鋼からなる前記芯材の一方のフランジに固着され、
前記補強リブは、前記芯材の材軸方向から見て前記芯材のウェブ面と傾きを有するように、一方の端部が前記フランジに固着されてなることを特徴とする請求項４に記載の合成壁と基礎との接合構造。 The anchoring bar is fixed to one flange of the core made of H-section steel,
The end portion of the reinforcing rib is fixed to the flange so as to have an inclination with respect to the web surface of the core material when viewed from the axial direction of the core material. Joint structure of composite wall and foundation.
JP2004137225A 2004-05-06 2004-05-06 Structure for joining composite wall and foundation together Pending JP2005320693A (en)

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JP2012046979A (en) * 2010-08-27 2012-03-08 Kumagai Gumi Co Ltd Building foundation using earth retaining wall
JP2013036272A (en) * 2011-08-10 2013-02-21 Kumagai Gumi Co Ltd Method of evaluating bending moment borne by coupling means which couples earth retaining wall and foundation slab
JP2021076000A (en) * 2019-11-05 2021-05-20 Ｊｆｅスチール株式会社 Joining structure of steel wall body and reinforced-concrete floor plate

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JPH05331836A (en) * 1992-06-03 1993-12-14 Shimizu Corp Joining part structure of underground continuous wall and floor plate for underground structure
JPH07317087A (en) * 1994-05-23 1995-12-05 Nippon Steel Corp Connecting structure of wall made of steel and reinforced concrete floor slab
JP2001254353A (en) * 2000-03-08 2001-09-21 Hanshin Expressway Public Corp Earth retaining wall/rc composite structure and its construction method
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Publication number Priority date Publication date Assignee Title
JP2012046979A (en) * 2010-08-27 2012-03-08 Kumagai Gumi Co Ltd Building foundation using earth retaining wall
JP2013036272A (en) * 2011-08-10 2013-02-21 Kumagai Gumi Co Ltd Method of evaluating bending moment borne by coupling means which couples earth retaining wall and foundation slab
JP2021076000A (en) * 2019-11-05 2021-05-20 Ｊｆｅスチール株式会社 Joining structure of steel wall body and reinforced-concrete floor plate
JP7156347B2 (en) 2019-11-05 2022-10-19 Ｊｆｅスチール株式会社 Joint structure of steel wall and reinforced concrete floor slab

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