JP2013221334A - Column base pin structure - Google Patents

Column base pin structure Download PDF

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JP2013221334A
JP2013221334A JP2012093937A JP2012093937A JP2013221334A JP 2013221334 A JP2013221334 A JP 2013221334A JP 2012093937 A JP2012093937 A JP 2012093937A JP 2012093937 A JP2012093937 A JP 2012093937A JP 2013221334 A JP2013221334 A JP 2013221334A
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foundation
column
concrete
column base
shear
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JP5841887B2 (en
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Takayuki Sagawa
隆之 佐川
Daigo Ishii
大吾 石井
Shinichi Sakamoto
眞一 坂本
Satoshi Kitaoka
聡 北岡
Hiroshi Ito
浩資 伊藤
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Shimizu Construction Co Ltd
Nippon Steel Corp
Shimizu Corp
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Shimizu Construction Co Ltd
Nippon Steel and Sumitomo Metal Corp
Shimizu Corp
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Abstract

PROBLEM TO BE SOLVED: To provide a column base pin structure for actualizing rational pin joint of the column base of a SRC column to a foundation.SOLUTION: In the column base pin structure, the lower end of a core steelwork 2 of a SRC column 1 is fixed to a foundation 4 with anchor bolts 5, in the state that a covering concrete 3 of the column is isolated from the foundation, shearing bars 6 are arranged striding between the lower part of the covering concrete and the foundation, and elastic materials 7 are mounted therebetween so that the relative displacement in the horizontal direction of the column to the foundation is constrained by the shearing capacity of the shearing bars and the relative rotation in a vertical plane of the column to the foundation is permitted by the elastically deforming performance in the thickness directions of the elastic materials. The core steelwork is installed at the center position in the cross direction of the column used as a wall column, the shearing bars are arranged at positions on both sides of the core steelwork between the lower part of the covering concrete and the foundation, and hard rubber sheets as the elastic materials are mounted therebetween.

Description

本発明は建物の構造に関連し、特に鉄骨鉄筋コンクリート造（ＳＲＣ造）の柱の柱脚を基礎に対してピン接合するための柱脚用ピン構造に関する。   The present invention relates to a structure of a building, and more particularly to a column structure for a column base for pin-connecting a column base of a steel reinforced concrete structure (SRC structure) to a foundation.

建物の耐震性能を向上させる構造システムとして、特許文献１に示されるように１階の柱の柱脚を基礎に対してピン接合として建物全体で効率良くエネルギーを吸収するという制振構造（いわば全体崩壊形構造システム）が提案されている。   As a structural system that improves the seismic performance of a building, as shown in Patent Document 1, a vibration control structure that efficiently absorbs energy in the entire building by connecting the column base of the first floor to the foundation as a pin connection (so to speak Collapsed structural systems) have been proposed.

このような構造システムでは、柱脚を基礎に対して確実にピン接合することが前提であり、そのために重要なピン構造の具体的な構成としては、たとえば特許文献２〜４において提案されているものが適用可能であると考えられる。   In such a structural system, it is premised that the column base is securely pin-joined to the foundation, and as a specific configuration of an important pin structure for that purpose, for example, Patent Documents 2 to 4 have been proposed. Things are considered applicable.

特許第４１２４７７７号公報Japanese Patent No. 4124777 特開平１０−２８０５３２号公報Japanese Patent Laid-Open No. 10-280532 特開２０００−８６４６号公報JP 2000-8646 A 特開２００１−１１５４６４号公報JP 2001-115464 A

しかし、この種のピン構造に求められる性能としては、柱脚の良好な回転性能を確保しながらせん断力の伝達性能を十分に確保する必要があることから、現時点ではそのための有効適切なピン構造は確立していない。   However, as the performance required for this type of pin structure, it is necessary to ensure sufficient shearing force transmission performance while ensuring good rotation performance of the column base. Is not established.

特に、小規模な低層の建物の場合はともかくとしても、中層以上の規模の建物を対象として上記のような特殊な構造システムを適用することを検討した場合には、柱脚をピン接合とすべき柱が大断面の鉄骨鉄筋コンクリート造の柱（すなわちＳＲＣ柱）とされる場合もあるので、そのような柱の回転性能とせん断力伝達性能（中層以上の建物では2000kN以上のせん断力伝達性能が必要とされる）を両立させることは必ずしも容易ではない。   In particular, if it is considered to apply a special structural system as described above for buildings of medium-sized or larger, whether it is a small low-rise building or not, the column base is pinned. Since the power column may be a steel reinforced concrete column with a large cross section (ie, SRC column), the rotation performance and shear force transmission performance of such columns (shear force transmission performance of 2000kN or more in buildings of middle class or higher) It is not always easy to achieve both of them.

したがってそのような場合には、柱脚をピン接合とするための特殊な接合金物や複雑な接合治具を用いたり、あるいは柱脚部にオイルダンパーを設置する等の必要も生じるが、そのようなことでは柱脚部の構造が徒に複雑化してしまうし、施工性やコストの面においても好ましくなく、現実的ではない。   Therefore, in such a case, it may be necessary to use special joint hardware or complicated joining jigs for connecting the column base to the pin, or to install an oil damper on the column base. In other words, the structure of the column base is complicated, which is not preferable in terms of workability and cost, and is not realistic.

上記事情に鑑み、本発明は特に鉄骨鉄筋コンクリート造の柱を対象としてその柱脚を基礎に対して合理的にピン接合することが可能であり、しかも単純な構造であって容易にかつ安価に施工することも可能な有効適切な柱脚用ピン構造を提供することを目的とする。   In view of the above circumstances, the present invention can be reasonably pin-bonded to the foundation, particularly for steel reinforced concrete columns, and has a simple structure and can be constructed easily and inexpensively. It is an object of the present invention to provide an effective and appropriate column base pin structure that can be used.

請求項１記載の発明は、芯鉄骨の周囲に鉄筋コンクリートからなる被覆コンクリートを一体に形成してなる鉄骨鉄筋コンクリート造の柱を対象として、該柱の柱脚を基礎に対してピン接合するための柱脚用ピン構造であって、前記柱における前記芯鉄骨の下端を前記基礎に対してアンカーボルトにより固定し、前記柱における前記被覆コンクリートを前記基礎に対して絶縁して該被覆コンクリートの下部と前記基礎との間に跨るようにせん断筋を配筋するとともに、前記被覆コンクリートの下面と前記基礎との間に弾性材を介装してなり、前記基礎に対する前記柱の水平方向の相対変位を前記せん断筋のせん断耐力によって拘束するとともに、前記基礎に対する前記柱の鉛直面内における相対回転を前記弾性材の厚さ方向の弾性変形性能によって許容する構成としてなることを特徴とする。   The invention according to claim 1 is directed to a steel reinforced concrete column formed by integrally forming a reinforced concrete covering concrete around a core steel frame, and a column for pin-joining the column base of the column to the foundation. It is a pin structure for legs, the lower end of the core steel frame in the pillar is fixed to the foundation with an anchor bolt, the covering concrete in the pillar is insulated from the foundation, and the lower part of the covering concrete and the A reinforcing bar is arranged between the foundation and the lower surface of the covering concrete, and a horizontal relative displacement of the column with respect to the foundation is set. In addition to being restrained by the shear strength of the shear bars, the relative rotation in the vertical plane of the column with respect to the foundation is caused by the elastic deformation performance in the thickness direction of the elastic material. Characterized in that it comprises a configuration allowing Te.

請求項２記載の発明は、請求項１記載の柱脚用ピン構造であって、前記柱を断面形状が厚さ寸法に比べて幅方向の寸法が大きい壁柱として、該壁柱の幅方向中心位置に前記芯鉄骨を設置し、前記芯鉄骨の両側の位置において前記被覆コンクリートの下部と前記基礎との間に前記せん断筋を配筋し、かつ前記芯鉄骨の両側の位置において前記被覆コンクリートの下面と前記基礎の上面との間に前記弾性材としての硬質ゴムシートを介装してなることを特徴とする。   The invention according to claim 2 is the pin structure for a column base according to claim 1, wherein the pillar is a wall pillar whose cross-sectional shape is larger in the width direction than the thickness dimension, and the width direction of the wall pillar The core steel frame is installed at a central position, the shear bars are arranged between the lower portion of the coated concrete and the foundation at positions on both sides of the core steel frame, and the coated concrete is positioned at both sides of the core steel frame. A hard rubber sheet as the elastic material is interposed between the lower surface of the base and the upper surface of the foundation.

本発明によれば、せん断筋のせん断耐力によって柱と基礎との間のせん断力伝達性能を確保することが可能であり、かつ弾性材の弾性変形性能によって基礎に対する柱の相対回転を支障なく許容可能であり、したがって柱脚の回転性能とせん断力伝達性能を両立させることが可能であって、理想的な柱脚用ピン構造を合理的に実現できるものである。
しかも、本発明の構造は、柱と基礎との間に単にせん断筋と弾性材を介装するのみであるから、面倒な手間や格別の精度が要求されることはないし、さしたるコストアップを必要とせず、容易にかつ効率的に施工可能である。 According to the present invention, it is possible to ensure the shear force transmission performance between the column and the foundation by the shear strength of the shear reinforcement, and allow the relative rotation of the column with respect to the foundation without any trouble by the elastic deformation performance of the elastic material. Therefore, it is possible to achieve both the rotation performance of the column base and the shear force transmission performance, and an ideal column base pin structure can be realized rationally.
In addition, since the structure of the present invention simply interposes shear bars and elastic material between the pillar and the foundation, it does not require troublesome labor and exceptional accuracy, and requires a significant cost increase. However, it can be constructed easily and efficiently.

本発明の実施形態である柱脚用ピン構造の施工手順を示すもので、アンカーボルトおよびせん断筋を設置した状態を示す図である。It is a figure which shows the construction procedure of the pin structure for column bases which is embodiment of this invention, and shows the state which installed the anchor bolt and the shear reinforcement. 同、芯鉄骨および弾性材を設置した状態を示す図である。It is a figure which shows the state which installed the core steel frame and the elastic material. 同、完成状態を示す図である。It is a figure which shows a completion state similarly.

図１〜図３は本発明の実施形態である柱脚用ピン構造をその施工手順とともに示すものである。なお、図１〜図３において（ａ）は側断面図、（ｂ）は平面図である。
本実施形態の柱脚用ピン構造は、図３に完成状態を示しているように、芯鉄骨２の周囲に鉄筋コンクリートからなる被覆コンクリート３（鉄筋の図示は省略している）を一体に形成してなる鉄骨鉄筋コンクリート造（ＳＲＣ造）の柱１を対象として、その柱１の柱脚を鉄筋コンクリート造（ＲＣ造）の基礎４に対してピン接合するための構造であるが、本実施形態における柱１は図３（ｂ）に示すようにその断面形状が厚さ寸法に比べて幅寸法が数倍程度大きくされた壁柱とされている。
なお、本実施形態における柱１（本例ではＳＲＣ造の壁柱）の形状・寸法は任意であるが、本実施形態では柱１全体の断面形状をたとえば幅2500mm×厚さ550mm程度と想定しており、その柱１における芯鉄骨２はH−400mm×400mm程度のものとして柱１全体の幅方向中心位置に設置している。 1 to 3 show a column base pin structure according to an embodiment of the present invention together with its construction procedure. 1 to 3, (a) is a side sectional view and (b) is a plan view.
In the column base pin structure of the present embodiment, as shown in a completed state in FIG. 3, a covering concrete 3 (reinforcement is not shown) made of reinforced concrete is integrally formed around the core steel frame 2. This is a structure for pin-joining a pillar 1 of a steel reinforced concrete structure (SRC structure) to a foundation 4 of a reinforced concrete structure (RC structure). As shown in FIG. 3B, reference numeral 1 denotes a wall column whose cross-sectional shape has a width dimension that is several times larger than the thickness dimension.
The shape and dimensions of the pillar 1 in this embodiment (SRC wall pillar in this example) are arbitrary, but in this embodiment, the overall cross-sectional shape of the pillar 1 is assumed to be, for example, about 2500 mm wide × 550 mm thick. The core steel frame 2 in the column 1 is installed at the center in the width direction of the entire column 1 as having a size of about H-400 mm × 400 mm.

本実施形態の柱脚用ピン構造は、上記の柱１の柱脚を基礎４に対して軸力を伝達可能に接合することはもとより、水平せん断力も確実に伝達可能としたうえで、柱脚を支点とする鉛直面内における回転（基礎４に対する相対回転）は許容する状態で接合するものであり、これにより柱脚の基礎４に対する接合形式は構造的には曲げ力を伝達しない実質的なピン接合となっている。   The column base pin structure of the present embodiment not only joins the column base of the column 1 to the foundation 4 so as to be able to transmit the axial force but also allows the horizontal shearing force to be reliably transmitted. Rotation in the vertical plane (relative rotation with respect to the foundation 4) with the fulcrum as the fulcrum is allowed, and the joint type of the column base to the foundation 4 is structurally substantially free of transmitting bending force. It is a pin joint.

具体的には、柱１の幅方向の中心位置に設置されている芯鉄骨２は通常のようにその下端のベースプレート２ａを複数本（図示例では４本）のアンカーボルト５により定着することで基礎４に対して締結されて固定されており、これにより柱１全体と基礎４との間での所要の軸力伝達を支障なく確保し得るものとなっている。
なお、これらのアンカーボルト５は通常の鉄骨造の場合と同程度のせん断耐力を有するものであれば良く、したがってその所要本数は上記のように４本程度で良いし、各アンカーボルトもたとえば36mmφ程度のもので十分である。 Specifically, the core steel frame 2 installed at the center position in the width direction of the column 1 is fixed by fixing a plurality of (four in the illustrated example) anchor bolts 5 at the lower end of the base plate 2a. It is fastened and fixed with respect to the foundation 4, whereby the required axial force transmission between the entire column 1 and the foundation 4 can be ensured without hindrance.
These anchor bolts 5 only need to have the same shear strength as that of a normal steel structure. Therefore, the required number of anchor bolts may be about four as described above, and each anchor bolt may be, for example, 36 mmφ. A degree is sufficient.

一方、芯鉄骨２の周囲に一体に形成されている壁状の被覆コンクリート３は基礎４に対して接合されることなく構造的に絶縁されたうえで、芯鉄骨２の両側の位置においてこの被覆コンクリート３の下部と基礎４との間に跨るように多数（図示例では芯鉄骨２の両側にそれぞれ４本×２列ずつ、全１６本）のせん断筋６が設置されている。
そして、それらせん断筋６のせん断耐力によって（すなわちせん断筋６によるダボ効果によって）、基礎４に対する柱１全体の水平方向の相対変位が確実に拘束されるようになっており、したがってそれらのせん断筋６を介して柱１の柱脚と基礎４との間で確実にせん断力を伝達し得るものとなっている。 On the other hand, the wall-shaped covering concrete 3 integrally formed around the core steel frame 2 is structurally insulated without being joined to the foundation 4, and this covering is provided at both sides of the core steel frame 2. A large number of shear bars 6 (16 in total, 4 × 2 rows on each side of the core steel frame 2 in the illustrated example) are installed so as to straddle between the lower portion of the concrete 3 and the foundation 4.
The shear strength of the shear bars 6 (that is, due to the dowel effect of the shear bars 6) ensures that the horizontal relative displacement of the entire column 1 relative to the foundation 4 is reliably restrained. The shearing force can be reliably transmitted between the column base of the column 1 and the foundation 4 via 6.

さらに、芯鉄骨２の両側の位置には、被覆コンクリート３の下面と基礎４との間に弾性材７が介装されていて、その弾性材７の厚み方向の弾性変形性能によって基礎４に対する柱１の相対回転が芯鉄骨２の下端（基礎４に対する固定点）を支点として支障なく許容され、かつ、回転時に被覆コンクリート３の下面が基礎４に衝突したり、それらが損傷してしまうことが防止されるようになっている。   Further, an elastic material 7 is interposed between the lower surface of the covering concrete 3 and the foundation 4 at positions on both sides of the core steel frame 2, and a column with respect to the foundation 4 is formed by the elastic deformation performance of the elastic material 7 in the thickness direction. The relative rotation of 1 may be allowed without any trouble with the lower end of the core steel frame 2 (fixed point with respect to the foundation 4) as a fulcrum, and the lower surface of the coated concrete 3 may collide with the foundation 4 or be damaged during rotation. It is to be prevented.

なお、せん断筋６の素材や形状・寸法、所要本数は、必要とされるせん断耐力が得られるように適宜設計すれば良いが、図示例のように16本のせん断筋６を用いる場合には、それぞれのせん断筋６としてたとえば丸鋼16-D36を用いることで十分であり、それにより全体としてたとえば4800kNものせん断力を伝達可能である。   The material, shape, dimensions, and required number of the shear bars 6 may be appropriately designed so as to obtain the required shear strength. However, when 16 shear bars 6 are used as in the illustrated example, It is sufficient to use, for example, round steel 16-D36 as the respective shear bars 6, so that a shearing force of, for example, 4800 kN can be transmitted as a whole.

また、せん断筋６はせん断耐力は必要であるものの曲げ耐力は必要とせず、寧ろ基礎４に対する柱１の相対回転を支障なく許容するためには曲げ耐力は不要であるし、被覆コンクリート３および基礎４に対して強固に定着されない方が有利であるから、その点からもせん断筋６としては上記のように36mmφ程度の丸鋼が好適に採用可能である。   In addition, the shear strength 6 requires a shear strength, but does not require a bending strength. Rather, in order to allow relative rotation of the column 1 with respect to the foundation 4 without hindrance, the bending strength is unnecessary. Since it is advantageous not to be firmly fixed with respect to 4, the round bar of about 36 mmφ can be suitably employed as the shear reinforcement 6 as described above.

さらに、弾性材７の素材や厚み寸法は、所望の弾性変形性能を有して柱脚に必要とされる回転性能を確保し得るように設定すれば良いが、たとえば厚さ25mm程度の硬質ゴムシートが好適に採用可能である。   Further, the material and thickness dimension of the elastic member 7 may be set so as to ensure the rotational performance required for the column base with a desired elastic deformation performance. For example, a hard rubber having a thickness of about 25 mm A sheet can be suitably used.

上記の柱脚用ピン構造の施工手順を以下に示す。
基礎４の施工時には、図１に示すように、従来工法と同様にアンカーボルト５を所定位置に精度良く位置決めして設置しておく。
また、せん断筋６もその下半部を基礎４中に埋設した状態で所定位置に設置しておくが、せん断筋６は後施工する柱１の被覆コンクリート３の断面形状の範囲内であれば任意の位置でその被覆コンクリート３と基礎４との間に跨るように設置すれば良いので、せん断筋６については厳密な位置決めは不要であり、したがってその設置作業は何ら面倒なく簡易に行い得る。 The construction procedure of the above-described column base pin structure is shown below.
At the time of construction of the foundation 4, as shown in FIG. 1, the anchor bolt 5 is accurately positioned and installed at a predetermined position as in the conventional method.
Moreover, although the shear reinforcement 6 is also installed in a predetermined position with its lower half embedded in the foundation 4, the shear reinforcement 6 is within the range of the cross-sectional shape of the covering concrete 3 of the post-worked column 1. Since it suffices to install it between the covering concrete 3 and the foundation 4 at an arbitrary position, it is not necessary to strictly position the shear muscle 6, and therefore the installation work can be easily performed without any trouble.

次に、図２に示すように、基礎４上に芯鉄骨２を建て込んでアンカーボルト５をベースプレート２ａに対して締結して固定する。
また、相前後して基礎４の上面に弾性材７を設置する。 Next, as shown in FIG. 2, the core steel frame 2 is built on the foundation 4, and the anchor bolt 5 is fastened and fixed to the base plate 2a.
Moreover, the elastic material 7 is installed on the upper surface of the foundation 4 before and after.

しかる後に、芯鉄骨２の周囲に柱配筋を行ったうえで柱型枠を組み立て、コンクリートを打設して芯鉄骨２と一体をなす壁状の被覆コンクリート３を形成する。
これにより、図３に示すようにせん断筋６の上半部が自ずと被覆コンクリート３中に埋設され、かつその被覆コンクリート３の下面と基礎４の上面との間に弾性材７が自ずと介装されるから、以上により本実施形態の柱脚用ピン構造の施工完了となる。 After that, column reinforcement is performed around the core steel frame 2, a column form frame is assembled, and concrete is placed to form a wall-shaped coated concrete 3 that is integrated with the core steel frame 2.
Thereby, as shown in FIG. 3, the upper half of the shear reinforcement 6 is naturally embedded in the covering concrete 3, and the elastic material 7 is naturally interposed between the lower surface of the covering concrete 3 and the upper surface of the foundation 4. Therefore, the construction of the column base pin structure of this embodiment is completed as described above.

以上の説明から明らかなように、本発明の構造によれば、ＳＲＣ造の柱１における被覆コンクリート３の下部と基礎４との間にせん断筋６と弾性材７を介装することにより、せん断筋６のせん断耐力によって柱１と基礎４との間で優れたせん断力伝達性能を確保することが可能であり、かつ弾性材７の弾性変形性能によって基礎４に対する柱１の相対回転を支障なく許容可能であり、したがって柱１の回転性能とせん断力伝達性能を両立させることが可能である。   As is clear from the above description, according to the structure of the present invention, the shear reinforcement 6 and the elastic material 7 are interposed between the lower part of the covered concrete 3 and the foundation 4 in the SRC column 1, thereby shearing. It is possible to secure an excellent shearing force transmission performance between the column 1 and the foundation 4 by the shear strength of the muscle 6, and the elastic deformation performance of the elastic material 7 does not interfere with the relative rotation of the column 1 with respect to the foundation 4. Therefore, it is possible to achieve both the rotation performance of the column 1 and the shearing force transmission performance.

しかも、本発明の構造は、柱１と基礎４との間に単にせん断筋６と弾性材７を介装するのみであるから、従来においてこの種のピン接合を実現する場合には必要とされる特殊な接合金物や複雑な接合治具等の複雑な機構を必要とせず、またその施工も単純であって何ら面倒な手間や格別の精度が要求されることもない。
そのため、本発明の構造は容易にかつ効率的に実施し得るものであるし、その採用にあたってさしてコストアップを必要としない。 In addition, the structure of the present invention is merely required to realize this kind of pin joint in the prior art because it merely interposes the shear muscle 6 and the elastic material 7 between the column 1 and the foundation 4. It does not require a complicated mechanism such as a special joining hardware or a complicated joining jig, and its construction is simple, and no troublesome labor or special accuracy is required.
For this reason, the structure of the present invention can be easily and efficiently implemented, and does not require an increase in cost for its use.

以上のことから、本発明によれば理想的な柱脚用ピン構造を合理的に実現できるものであり、特に大規模な建物における大断面のＳＲＣ造の柱１であってもその柱脚を基礎４に対して確実にピン接合することが可能となる。
したがって本発明の柱脚用ピン構造は、たとえば特許文献１に示されるように柱脚をピン接合としつつ水平方向のせん断力を十分に確保できるというような特殊な構造システムの建物に適用して好適であり有効である。 From the above, according to the present invention, an ideal column base pin structure can be reasonably realized, and the column base of the SRC column 1 having a large cross section in a large-scale building can be obtained. It is possible to reliably pin the base 4.
Therefore, the pin structure for a column base according to the present invention is applied to a building having a special structure system in which a horizontal shear force can be sufficiently secured while the column base is pin-joined as shown in Patent Document 1, for example. It is suitable and effective.

なお、上記実施形態は壁柱への適用例であるが、本発明は壁柱を対象とすることに限るものではなく、上記実施形態のようにＳＲＣ造の柱１における被覆コンクリート３と基礎４との間にせん断筋６と弾性材７を介装可能である場合には、壁柱のみならず通常の矩形断面や正方形断面、円形断面をはじめとして任意の断面形状のＳＲＣ柱に対しても同様に適用可能である。   In addition, although the said embodiment is an application example to a wall pillar, this invention is not restricted to object for a wall pillar, Covered concrete 3 and foundation 4 in the SRC structure pillar 1 like the said embodiment. If the shear reinforcement 6 and the elastic member 7 can be interposed between the SRC column and the SRC column having an arbitrary cross-sectional shape including a normal rectangular cross section, a square cross section, and a circular cross section, as well as a wall column. The same applies.

また、上記実施形態におけるせん断筋６および弾性材７の構成はあくまで壁柱を対象とする場合の一例であって、本発明は上記実施形態における構成に限定されるものでは勿論なく、本発明におけるせん断筋６および弾性材７の具体的な設計については、柱全体の断面形状やその柱脚に要求される回転性能とせん断力伝達性能その他の諸条件を考慮したうえでそのつど最適設計すれば良い。
たとえば、せん断筋６としては上述したように丸鋼が好適に採用可能であるが、同等のせん断耐力と回転性能が得られるものであれば丸鋼に限るものでもない。
弾性材７としては硬質ゴムシートが好適に採用可能ではあるが、同等の回転性能が得られるような弾性を有するものであれば他の素材でも良いし、その形態も上記実施形態のように被覆コンクリート３の下面全体の大きさに相当するシート状とすることに限らず、帯状やブロック状その他の形態とすることも考えられる。 In addition, the configurations of the shear muscle 6 and the elastic material 7 in the above embodiment are merely examples for the case of a wall column, and the present invention is not limited to the configuration in the above embodiment. The concrete design of the shear reinforcement 6 and the elastic member 7 should be optimally designed in consideration of the cross-sectional shape of the entire column, the rotational performance and shear force transmission performance required for the column base, and other conditions. good.
For example, as described above, a round steel can be suitably used as the shear reinforcement 6, but it is not limited to a round steel as long as equivalent shear strength and rotational performance can be obtained.
As the elastic material 7, a hard rubber sheet can be suitably employed, but other materials may be used as long as they have elasticity so that equivalent rotational performance can be obtained, and the form is also covered as in the above embodiment. It is not limited to a sheet shape corresponding to the size of the entire lower surface of the concrete 3, but may be a strip shape, a block shape, or other forms.

１ 柱（壁柱）
２ 芯鉄骨
２ａ ベースプレート
３ 被覆コンクリート
４ 基礎
５ アンカーボルト
６ せん断筋
７ 弾性材（弾性ゴムシート） 1 pillar (wall pillar)
2 Core steel 2a Base plate 3 Covered concrete 4 Foundation 5 Anchor bolt 6 Shear muscle 7 Elastic material (elastic rubber sheet)

Claims (2)

芯鉄骨の周囲に鉄筋コンクリートからなる被覆コンクリートを一体に形成してなる鉄骨鉄筋コンクリート造の柱を対象として、該柱の柱脚を基礎に対してピン接合するための柱脚用ピン構造であって、
前記柱における前記芯鉄骨の下端を前記基礎に対してアンカーボルトにより固定し、
前記柱における前記被覆コンクリートを前記基礎に対して絶縁して該被覆コンクリートの下部と前記基礎との間に跨るようにせん断筋を配筋するとともに、前記被覆コンクリートの下面と前記基礎との間に弾性材を介装してなり、
前記基礎に対する前記柱の水平方向の相対変位を前記せん断筋のせん断耐力によって拘束するとともに、前記基礎に対する前記柱の鉛直面内における相対回転を前記弾性材の厚さ方向の弾性変形性能によって許容する構成としてなることを特徴とする柱脚用ピン構造。 A pillar structure for a column base for pin-joining the column base of the column to the foundation for a column of steel-framed reinforced concrete formed by integrally forming a covering concrete made of reinforced concrete around a core steel frame,
Fixing the lower end of the core steel frame in the pillar to the foundation with an anchor bolt;
Insulating the covered concrete in the column with respect to the foundation and arranging a shear line so as to straddle between the lower part of the coated concrete and the foundation, and between the lower surface of the coated concrete and the foundation With elastic material,
The horizontal displacement of the column with respect to the foundation is constrained by the shear strength of the shear muscle, and the relative rotation in the vertical plane of the column with respect to the foundation is allowed by the elastic deformation performance in the thickness direction of the elastic material. A column base pin structure characterized by comprising a structure. 請求項１記載の柱脚用ピン構造であって、
前記柱を断面形状が厚さ寸法に比べて幅方向の寸法が大きい壁柱として、該壁柱の幅方向中心位置に前記芯鉄骨を設置し、
前記芯鉄骨の両側の位置において前記被覆コンクリートの下部と前記基礎との間に前記せん断筋を配筋し、かつ前記芯鉄骨の両側の位置において前記被覆コンクリートの下面と前記基礎の上面との間に前記弾性材としての硬質ゴムシートを介装してなることを特徴とする柱脚用ピン構造。 The column base pin structure according to claim 1,
The pillar is a wall pillar whose cross-sectional shape is larger in the width direction than the thickness dimension, and the core steel frame is installed at the center position in the width direction of the wall pillar,
The shear bars are arranged between the lower part of the coated concrete and the foundation at positions on both sides of the core steel frame, and between the lower surface of the coated concrete and the upper surface of the foundation at positions on both sides of the core steel frame. A pin structure for a column base comprising a hard rubber sheet as the elastic material interposed therebetween.
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JP2016183500A (en) * 2015-03-26 2016-10-20 日本鋳造株式会社 Shear capacity improvement structure, and construction method thereof
JP2017179852A (en) * 2016-03-30 2017-10-05 大成建設株式会社 Junction structure between foundation and reinforced concrete column, and building structure provided with the same
JP2018013012A (en) * 2016-07-22 2018-01-25 三井住友建設株式会社 Column base joint structure
CN110485564A (en) * 2019-09-17 2019-11-22 中冶南方都市环保工程技术股份有限公司 A kind of varied rigid link foot joint construction of reinforced column

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JP2006291477A (en) * 2005-04-06 2006-10-26 Taisei Corp Vibration control structure

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JP2004176482A (en) * 2002-11-28 2004-06-24 Okabe Co Ltd Construction method for non-buried column leg and structure of non-buried column leg
JP2005336721A (en) * 2004-05-24 2005-12-08 Taisei Corp Vibration damping structure and damping system
JP2006291477A (en) * 2005-04-06 2006-10-26 Taisei Corp Vibration control structure

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2016183500A (en) * 2015-03-26 2016-10-20 日本鋳造株式会社 Shear capacity improvement structure, and construction method thereof
JP2017179852A (en) * 2016-03-30 2017-10-05 大成建設株式会社 Junction structure between foundation and reinforced concrete column, and building structure provided with the same
JP2018013012A (en) * 2016-07-22 2018-01-25 三井住友建設株式会社 Column base joint structure
CN110485564A (en) * 2019-09-17 2019-11-22 中冶南方都市环保工程技术股份有限公司 A kind of varied rigid link foot joint construction of reinforced column

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