JP2018188845A - Woody earthquake-proof wall - Google Patents
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Abstract
Description
本発明は、構造物に設置される木質耐震壁に関するものであり、特に、直交集成板（ＣＬＴ：Ｃｒｏｓｓ Ｌａｍｉｎａｔｅｄ Ｔｉｍｂｅｒ）を壁体に用いた木質耐震壁に関するものである。 The present invention relates to a wooden earthquake-resistant wall installed in a structure, and more particularly to a wooden earthquake-resistant wall using a cross laminated plate (CLT) as a wall body.
従来、ＣＬＴと呼ばれる直交集成板が知られている。ＣＬＴは、ひき板または小角材（これらをその繊維方向を互いにほぼ平行にして長さ方向に接合接着して調整したものを含む。以下、ラミナということがある。）をその繊維方向を互いにほぼ平行にして幅方向に並べ、または接着したものを、主としてその繊維方向を互いにほぼ直角にして積層接着し３層以上の構造を持たせた木質板材であり、耐震・耐火性能が高いという特長がある。 Conventionally, an orthogonal assembly plate called CLT is known. The CLT includes a board or a small square material (including those prepared by bonding and bonding them in the length direction so that their fiber directions are substantially parallel to each other, hereinafter referred to as lamina). This is a wooden board material that is laminated and bonded in the width direction in parallel or glued mainly with the fiber directions almost perpendicular to each other to give a structure of three or more layers, and has the feature of high earthquake and fire resistance. is there.
このＣＬＴを壁体に用いたＣＬＴ耐震壁は、ＣＬＴからなる床スラブを介して上下階のＣＬＴ耐震壁と金物にて緊結することで、耐震壁としての性能を確保することが告示等で要請されている。 The CLT seismic wall that uses this CLT as a wall body is required by a notification etc. to secure the performance as a seismic wall by tightly connecting the CLT seismic wall on the upper and lower floors with hardware via a floor slab made of CLT. Has been.
一方、従来の木質耐震壁として、例えば特許文献１に記載の構造が知られている。 On the other hand, for example, a structure described in Patent Document 1 is known as a conventional wooden earthquake-resistant wall.
しかしながら、木質中高層建物を合理的に計画するに当たっては、上記のようなＣＬＴ要素のみによる構造体の構築は耐震性能確保の観点から難しく、木質以外の構造体とのハイブリッド化が現実的であり、かつＣＬＴ耐震壁自体にも相応の抵抗力（壁倍率）が求められる。一例として梁を鉄骨もしくはＲＣ（鉄筋コンクリート）構造とし、そこにＣＬＴ耐震壁を接合することが考えられる。この場合、ＣＬＴ耐震壁は上下の梁に直接接合する必要があるが、通常のドリフトピンもしくはＬＳＢ（ラグスクリューボルト）等による接合とした場合、初期剛性の不足やＣＬＴ接合部の脆性破壊等のためにその性能を十分に発揮できないおそれがある。このため、剛性、靱性、耐力のいずれにも優れた構造が求められていた。 However, when rationally planning wooden medium- and high-rise buildings, it is difficult to construct a structure using only CLT elements as described above from the viewpoint of ensuring seismic performance, and it is realistic to hybridize with structures other than wood. In addition, a corresponding resistance force (wall magnification) is required for the CLT seismic wall itself. As an example, it is conceivable that the beam is a steel frame or RC (steel reinforced concrete) structure, and a CLT earthquake resistant wall is joined thereto. In this case, it is necessary to join the CLT shear wall directly to the upper and lower beams. However, when it is joined with a normal drift pin or LSB (lag screw bolt), etc., there is insufficient initial rigidity, brittle fracture of the CLT joint, etc. Therefore, there is a possibility that the performance cannot be fully exhibited. For this reason, the structure excellent in all of rigidity, toughness, and proof stress was calculated | required.
本発明は、上記に鑑みてなされたものであって、剛性、靱性、耐力に優れた木質耐震壁を提供することを目的とする。 This invention is made | formed in view of the above, Comprising: It aims at providing the wooden earthquake-resistant wall excellent in rigidity, toughness, and yield strength.
上記した課題を解決し、目的を達成するために、本発明に係る木質耐震壁は、ＣＬＴからなる壁体を備え、この壁体の上端と下端が鉄骨または鉄筋コンクリートからなる上梁と下梁に梁接合部を介してそれぞれ接合された木質耐震壁であって、梁接合部は、上梁または下梁に固定され、壁体に向けて突出する梁側の鋼板と、壁体の上端または下端から上梁または下梁に向けて突出するとともに壁体の内部に挿入配置される壁体内部側の鋼板と、これらの鋼板を接合するボルトと、壁体の上端面または下端面に配置され、壁体内部側の鋼板に接合する端面側の鋼板とを含んで構成され、壁体と壁体内部側の鋼板は、これらを貫通して配置される棒状の鋼製部材によって一体的に固定され、壁体と端面側の鋼板は、端面側の鋼板の外側から壁体の内部に挿入配置される外周にねじが形成された棒状のねじ付き鋼製部材によって一体的に固定されることを特徴とする。 In order to solve the above-described problems and achieve the object, the wooden earthquake resistant wall according to the present invention includes a wall body made of CLT, and upper and lower ends of the wall body are made of steel frames or reinforced concrete. Wooden seismic walls joined via beam joints, the beam joints being fixed to the upper or lower beam and projecting towards the wall, and the upper or lower end of the wall It protrudes toward the upper beam or the lower beam and is inserted into the inside of the wall body and is arranged on the inner side of the wall body, the bolt that joins these steel sheets, and the upper or lower end surface of the wall body, The wall body and the steel plate on the inner side of the wall body are integrally fixed by a rod-shaped steel member disposed through the wall body and the steel plate on the inner side of the wall body. The wall and the steel plate on the end face side are Characterized in that it is integrally fixed by the insertion arranged outer peripheral screw formed on the rod-shaped threaded steel member is a part.
また、本発明に係る他の木質耐震壁は、上述した発明において、壁体と壁体内部側の鋼板を固定する棒状の鋼製部材と、壁体と端面側の鋼板を固定する棒状のねじ付き鋼製部材とは、交互に隣接して配置されることを特徴とする。 Further, in the above-described invention, the wooden earthquake-resistant wall according to the present invention includes a rod-shaped steel member that fixes the wall body and the steel plate on the inner side of the wall body, and a rod-shaped screw that fixes the wall body and the steel plate on the end surface side. The attached steel members are alternately arranged adjacent to each other.
また、本発明に係る他の木質耐震壁は、上述した発明において、ねじ付き鋼製部材は、ＣＬＴの繊維方向と直交する方向に挿入配置されることを特徴とする。 In addition, in the above-described invention, another wood earthquake resistant wall according to the present invention is characterized in that the threaded steel member is inserted and arranged in a direction orthogonal to the fiber direction of the CLT.
また、本発明に係る他の木質耐震壁は、上述した発明において、梁接合部は、壁体の上下左右の四隅に設置されることを特徴とする。 Another wooden earthquake-resistant wall according to the present invention is characterized in that, in the above-described invention, the beam joints are installed at the four corners of the upper, lower, left, and right sides of the wall body.
また、本発明に係る他の木質耐震壁は、上述した発明において、壁体と壁体内部側の鋼板を固定する棒状の鋼製部材は、降伏が生じる破壊モードで破壊する部材であることを特徴とする。 Further, in the above-described invention, the wooden earthquake-resistant wall according to the present invention is a rod-shaped steel member that fixes the wall body and the steel plate inside the wall body, and is a member that breaks in a failure mode in which yielding occurs. Features.
本発明に係る木質耐震壁によれば、ＣＬＴからなる壁体を備え、この壁体の上端と下端が鉄骨または鉄筋コンクリートからなる上梁と下梁に梁接合部を介してそれぞれ接合された木質耐震壁であって、梁接合部は、上梁または下梁に固定され、壁体に向けて突出する梁側の鋼板と、壁体の上端または下端から上梁または下梁に向けて突出するとともに壁体の内部に挿入配置される壁体内部側の鋼板と、これらの鋼板を接合するボルトと、壁体の上端面または下端面に配置され、壁体内部側の鋼板に接合する端面側の鋼板とを含んで構成され、壁体と壁体内部側の鋼板は、これらを貫通して配置される棒状の鋼製部材によって一体的に固定され、壁体と端面側の鋼板は、端面側の鋼板の外側から壁体の内部に挿入配置される外周にねじが形成された棒状のねじ付き鋼製部材によって一体的に固定されるので、剛性、靱性、耐力に優れた木質耐震壁を提供することができるという効果を奏する。 According to the wooden earthquake-resistant wall according to the present invention, the wooden earthquake-resistant wall is provided with a wall made of CLT, and the upper and lower ends of the wall are joined to an upper beam and a lower beam made of steel frame or reinforced concrete, respectively, via a beam joint. The wall, where the beam joint is fixed to the upper beam or the lower beam, protrudes toward the wall, and protrudes from the upper or lower end of the wall toward the upper or lower beam A steel plate on the inner side of the wall body that is inserted and arranged inside the wall body, a bolt that joins these steel plates, an upper end surface or a lower end surface of the wall body, and an end surface side that is joined to the steel plate on the inner side of the wall body The wall body and the steel plate on the inner side of the wall body are integrally fixed by a rod-shaped steel member that is arranged to penetrate through the wall body and the steel plate on the end surface side. Screws are formed on the outer periphery of the steel plate inserted from the outside to the inside of the wall. And because they are integrally fixed by a threaded steel rod-shaped member achieves rigidity, toughness, the effect that it is possible to provide an excellent woody shear walls in strength.
また、本発明に係る他の木質耐震壁によれば、壁体と壁体内部側の鋼板を固定する棒状の鋼製部材と、壁体と端面側の鋼板を固定する棒状のねじ付き鋼製部材とは、交互に隣接して配置されるので、棒状の鋼製部材と棒状のねじ付き鋼製部材のそれぞれの拘束効果により壁体の割裂破壊を遅らせて強度、靱性を高めることができるという効果を奏する。 Further, according to another wooden earthquake-resistant wall according to the present invention, a rod-shaped steel member for fixing the wall body and the steel plate on the inner side of the wall body, and a rod-shaped threaded steel member for fixing the wall body and the steel plate on the end surface side. Since the members are arranged adjacent to each other alternately, the restraint effect of the rod-shaped steel member and the rod-shaped threaded steel member can delay the splitting fracture of the wall body and increase the strength and toughness. There is an effect.
また、本発明に係る他の木質耐震壁によれば、ねじ付き鋼製部材は、ＣＬＴの繊維方向と直交する方向に挿入配置されるので、繊維方向に挿入配置した場合と比較して最大耐力時の変形を大きくすることができ、棒状の鋼製部材（ドリフトピン）の耐力発揮との同時性を実現することが可能となる。このため、木質耐震壁の耐力をより高めることができるという効果を奏する。 Moreover, according to the other wooden earthquake-resistant wall according to the present invention, the threaded steel member is inserted and arranged in a direction orthogonal to the fiber direction of the CLT, so that the maximum proof stress is compared with the case where it is inserted and arranged in the fiber direction. The deformation at the time can be increased, and it is possible to realize the synchronism with the exertion of the strength of the rod-shaped steel member (drift pin). For this reason, there exists an effect that the proof stress of a wooden earthquake-resistant wall can be raised more.
また、本発明に係る他の木質耐震壁によれば、梁接合部は、壁体の上下左右の四隅に設置されるので、壁体が負担するせん断力、付加曲げモーメント偶力による軸方向力を処理可能な応力伝達機構を実現することができるという効果を奏する。 In addition, according to another wooden earthquake-resistant wall according to the present invention, the beam joints are installed at the four corners of the wall body in the top, bottom, left, and right directions, so that the shear force that the wall body bears and the axial force due to the additional bending moment couple There is an effect that it is possible to realize a stress transmission mechanism capable of processing the above.
また、本発明に係る他の木質耐震壁によれば、壁体と壁体内部側の鋼板を固定する棒状の鋼製部材は、降伏が生じる破壊モードで破壊する部材であるので、靱性的な破壊が可能となり、木質耐震壁の靱性をより高めることができるという効果を奏する。 Further, according to another wooden earthquake-resistant wall according to the present invention, the rod-shaped steel member that fixes the wall body and the steel plate on the inner side of the wall body is a member that breaks in a failure mode in which yielding occurs, so that it is tough. Destruction is possible, and the toughness of the wooden seismic wall can be further enhanced.
以下に、本発明に係る木質耐震壁の実施の形態を図面に基づいて詳細に説明する。なお、この実施の形態によりこの発明が限定されるものではない。 DESCRIPTION OF EMBODIMENTS Embodiments of a wooden earthquake resistant wall according to the present invention will be described below in detail with reference to the drawings. Note that the present invention is not limited to the embodiments.
図１〜図３に示すように、本発明の実施の形態に係る木質耐震壁１００は、ＣＬＴからなる壁体１０を備え、この壁体１０の上端と下端が上梁１２と下梁１４に梁接合部１６を介してそれぞれ接合された矩形の壁である。ＣＬＴの繊維方向は鉛直面内の方向としてある。なお、本実施の形態では、壁体１０の高さ３００ｃｍ程度、幅２００ｃｍ程度、壁厚２０ｃｍ程度（７層７プライ）を想定しているが、本発明はこれに限るものではない。また、本実施の形態の上梁１２および下梁１４はＨ形鋼（鉄骨）で構成されているが、本発明の上梁１２および下梁１４はこれに限るものではなく、別の形態の鉄骨や鉄筋コンクリートなどで構成されていてもよい。 As shown in FIGS. 1 to 3, a wooden earthquake resistant wall 100 according to an embodiment of the present invention includes a wall body 10 made of CLT, and an upper end and a lower end of the wall body 10 are formed on an upper beam 12 and a lower beam 14. These are rectangular walls that are joined together via beam joints 16. The fiber direction of CLT is the direction in the vertical plane. In the present embodiment, it is assumed that the wall 10 has a height of about 300 cm, a width of about 200 cm, and a wall thickness of about 20 cm (7 layers 7 plies), but the present invention is not limited to this. Moreover, although the upper beam 12 and the lower beam 14 of this Embodiment are comprised by the H-section steel (steel frame), the upper beam 12 and the lower beam 14 of this invention are not restricted to this, Another form You may be comprised with a steel frame, reinforced concrete, etc.
梁接合部１６は、壁体１０の上下左右の四隅に配置されている。上下左右の梁接合部１６は同じ構造であるため、以下においては、壁体１０の左上側（図１のＡ部分）の梁接合部１６を例にとり説明する。 The beam joints 16 are disposed at the four corners of the wall body 10 in the up, down, left, and right directions. Since the upper, lower, left and right beam joints 16 have the same structure, the beam joint 16 on the upper left side (portion A in FIG. 1) of the wall 10 will be described as an example.
図２および図３に示すように、梁接合部１６は、上梁１２に固定され、壁体１０に向けて突出するプレート１８（梁側の鋼板）と、壁体１０の上端から上梁１２に向けて突出するとともに壁体１０の内部に挿入配置されるプレート２０（壁体内部側の鋼板）とを備える。壁体内部側のプレート２０は壁厚方向の中央に配置される。プレート１８、２０は上下に突き合わされており、その前後面にはプレート１８、２０を跨ぐ形でプレート２２が配置される。各プレート１８、２０、２２は貫通孔に通された複数の高力ボルト２４によって接合されている。壁体１０の外側においてプレート２０の左右縁にプレート２６が溶接しており、上梁１２側のプレート１８の左右縁にもプレート２８が溶接している。これらプレート２６、２８同士もプレート３０と複数の高力ボルト３２によって接合されている。一方、壁体１０の上端面にはプレート３４（端面側の鋼板）が当接配置されており、このプレート３４と壁体内部側のプレート２０は溶接されている。 As shown in FIGS. 2 and 3, the beam joint portion 16 is fixed to the upper beam 12 and protrudes toward the wall body 10, and the upper beam 12 from the upper end of the wall body 10. And a plate 20 (a steel plate on the inner side of the wall body) that is inserted and arranged inside the wall body 10. The plate 20 on the inner side of the wall body is disposed at the center in the wall thickness direction. The plates 18 and 20 are abutted up and down, and the plate 22 is disposed on the front and rear surfaces thereof so as to straddle the plates 18 and 20. Each plate 18, 20, 22 is joined by a plurality of high-strength bolts 24 that are passed through the through holes. The plate 26 is welded to the left and right edges of the plate 20 outside the wall body 10, and the plate 28 is also welded to the left and right edges of the plate 18 on the upper beam 12 side. These plates 26 and 28 are also joined to the plate 30 by a plurality of high strength bolts 32. On the other hand, a plate 34 (a steel plate on the end surface side) is disposed in contact with the upper end surface of the wall body 10, and the plate 34 and the plate 20 on the inner side of the wall body are welded.
壁体１０と壁体内部側のプレート２０には、それぞれ対応する位置に水平方向の貫通孔が格子点状に複数設けられており、各貫通孔には連結用のドリフトピン３６（棒状の鋼製部材）が通されている。このドリフトピン３６によって壁体１０と壁体内部側のプレート２０は一体的に固定されている。ドリフトピン３６は、それ自体に降伏が生じる降伏モード（例えば降伏モードＩＩＩ、ＩＶ）で破壊する仕様となっている。このため、靱性的な破壊が可能となり、木質耐震壁１００の靱性をより高めることができる。なお、ドリフトピン３６の代わりにボルトなどの円形鋼棒型の接合具を用いてもよいが、接合具に降伏が生じる降伏モードの接合具を用いることが好ましい。また、割裂に対する補強のためにビス３８等をさらに追加してもよい。なお、図の例では、ドリフトピン３６が正面視で上下方向に２列、左右方向に３列、それぞれ若干の間隔をあけて配置されているが、本発明はこれに限るものではない。 The wall body 10 and the plate 20 on the inner side of the wall body are provided with a plurality of horizontal through holes at corresponding positions in the form of lattice dots, and each through hole has a drift pin 36 (rod-shaped steel for connection). Manufactured member) is passed. The wall body 10 and the plate 20 inside the wall body are integrally fixed by the drift pin 36. The drift pin 36 is designed to break in a breakdown mode (for example, breakdown modes III and IV) in which breakdown occurs in itself. For this reason, tough destruction is possible and the toughness of the wooden earthquake-resistant wall 100 can be further increased. Note that a circular steel rod type connector such as a bolt may be used in place of the drift pin 36, but it is preferable to use a yield mode connector that yields in the connector. Further, a screw 38 or the like may be further added to reinforce the split. In the example shown in the drawing, the drift pins 36 are arranged in the vertical direction in two rows in the vertical direction and in the horizontal direction in three rows, with a slight gap between them, but the present invention is not limited to this.
また、端面側のプレート３４には貫通孔が複数設けられており、各貫通孔から壁体１０の内部に向けてＬＳＢ４０（棒状のねじ付き鋼製部材）が挿入配置されている。このＬＳＢ４０は外周に雄ねじが加工された鋼棒からなる。ＬＳＢ４０の上端部には図示しない開口が形成されており、この開口に連通する中空孔の内周面に雌ねじが加工されている。ＬＳＢ４０の開口が壁体１０の端面側に露出するように、壁体１０にねじ込んで固定しておき、端面側のプレート３４の貫通孔からＬＳＢ４０の雌ねじにボルト４２を螺合することによって、壁体１０と端面側のプレート３４は一体的に固定される。このＬＳＢ４０は、ＣＬＴの繊維方向Ｘと直交する方向（繊維直交層）に挿入することが好ましく、本実施の形態でもそのような配置となっている。これにより、ＬＳＢ４０を繊維方向Ｘに挿入配置した場合と比較して最大耐力時の変形を大きくすることができ、棒状の鋼製部材（ドリフトピン）の耐力発揮との同時性を実現することが可能となる。このため、木質耐震壁１００の耐力をより高めることができる。 A plurality of through holes are provided in the plate 34 on the end face side, and LSB 40 (a rod-shaped steel member with a screw) is inserted and arranged from each through hole toward the inside of the wall body 10. The LSB 40 is composed of a steel rod having a male thread on the outer periphery. An opening (not shown) is formed at the upper end of the LSB 40, and a female screw is machined on the inner peripheral surface of the hollow hole communicating with the opening. The LSB 40 is screwed and fixed to the wall body 10 so that the opening of the LSB 40 is exposed to the end face side of the wall body 10, and the bolt 42 is screwed into the female thread of the LSB 40 from the through hole of the plate 34 on the end face side. The body 10 and the end face side plate 34 are fixed integrally. The LSB 40 is preferably inserted in a direction (fiber orthogonal layer) perpendicular to the fiber direction X of the CLT, and is also arranged in this embodiment. Thereby, compared with the case where the LSB 40 is inserted and arranged in the fiber direction X, the deformation at the maximum proof stress can be increased, and the simultaneity of the proof stress of the rod-shaped steel member (drift pin) can be realized. It becomes possible. For this reason, the proof stress of the wooden earthquake-resistant wall 100 can be raised more.
ＬＳＢ４０は、ドリフトピン３６同士の間に配置される。つまり、ＬＳＢ４０とドリフトピン３６は交互に隣接して配置される。このようにすることで、ＬＳＢ４０とドリフトピン３６のそれぞれの拘束効果により壁体１０の割裂破壊を遅らせて強度、靱性を高めることができる。なお、図の例では、ＬＳＢ４０が平面視で前後方向に２列、左右方向に４列、それぞれ若干の間隔をあけて配置されているが、本発明はこれに限るものではない。 The LSB 40 is disposed between the drift pins 36. That is, the LSB 40 and the drift pin 36 are alternately arranged adjacent to each other. By doing in this way, the fracture | rupture fracture of the wall 10 can be delayed by each restraining effect of LSB40 and the drift pin 36, and intensity | strength and toughness can be improved. In the example shown in the drawing, the LSBs 40 are arranged in the front-rear direction and in the left-right direction with four rows in the plan view, with a slight gap between them, but the present invention is not limited to this.
なお、本実施の形態では、壁体１０に対する壁体内部側のプレート２０の埋込長３５０ｍｍ、幅５００ｍｍ、厚さ１２ｍｍ程度を想定し、端面側のプレート３４の壁厚方向の長さ２１０ｍｍ、幅５５０ｍｍ、厚さ３２ｍｍ程度を想定している。また、ドリフトピン３６の長さ２１０ｍｍ、径φ３２ｍｍ程度を想定し、壁体１０に対するＬＳＢ４０の埋込長Ｌ＝７８０ｍｍ程度、ＬＳＢ４０の径φ２４ｍｍ程度を想定している。さらに、ＬＳＢ４０の埋込長Ｌを壁体内部側のプレート２０の埋込長の２倍程度として想定し、隣り合うＬＳＢ４０とドリフトピン３６の間隔として５０ｍｍ程度を想定しているが、本発明はこれらの寸法に限るものではない。上記の各プレート２０、３４等の寸法および埋込長、ＬＳＢ４０、ドリフトピン３６の配置数、配置間隔、位置、埋込長等については、要求される耐力性能に応じて適宜選択可能である。 In the present embodiment, it is assumed that the embedding length 350 mm, the width 500 mm, and the thickness 12 mm of the plate 20 on the inner side of the wall 10 with respect to the wall 10, the length 210 mm in the wall thickness direction of the plate 34 on the end surface side, A width of about 550 mm and a thickness of about 32 mm are assumed. Further, assuming that the drift pin 36 has a length of 210 mm and a diameter of about 32 mm, the LSB 40 is embedded in the wall body 10 with a length L of about 780 mm, and the LSB 40 has a diameter of about 24 mm. Furthermore, the embedded length L of the LSB 40 is assumed to be about twice the embedded length of the plate 20 on the inner side of the wall, and the interval between the adjacent LSB 40 and the drift pin 36 is assumed to be about 50 mm. It is not limited to these dimensions. The dimensions and the embedding length of each of the plates 20 and 34, the number of LSBs 40, the number of arrangement of the drift pins 36, the arrangement interval, the position, the embedding length, and the like can be appropriately selected according to the required strength performance.
このように、本実施の形態では、梁接合部１６でＬＳＢ４０とドリフトピン３６を独立して直列的に併用している。このため、本実施の形態によれば、通常用いられるＬＳＢとドリフトピンとの組み合わせでありながら、その相乗効果により剛性、靱性、耐力のいずれにも優れるＣＬＴ耐震壁（木質耐震壁）が実現可能となる。例えば上記の実施の形態の仕様では、壁倍率が１２０倍程度は見込めるので、中高層木質構造の耐震要素として十分に期待できる。 Thus, in the present embodiment, the LSB 40 and the drift pin 36 are independently used in series at the beam joint 16. For this reason, according to the present embodiment, it is possible to realize a CLT earthquake-resistant wall (woody earthquake-resistant wall) that is excellent in all of rigidity, toughness, and proof stress due to its synergistic effect, although it is a combination of a commonly used LSB and drift pin. Become. For example, in the specification of the above embodiment, the wall magnification can be expected to be about 120 times, so that it can be sufficiently expected as a seismic element of a middle-to-high-rise wooden structure.
また、梁接合部１６を、壁体１０の上下左右の四隅に設置することで、せん断力、および付加曲げモーメント偶力による軸方向力を処理することができる。この応力伝達機構は木質耐震壁１００の厚さや幅によらず同じであり、プロポーションによらず常にこのディテールを用いた汎用的な設計、納まりを実現することが可能となる。 Further, by installing the beam joints 16 at the four corners on the top, bottom, left and right of the wall body 10, it is possible to process the axial force due to the shear force and the additional bending moment couple. This stress transmission mechanism is the same regardless of the thickness and width of the wooden earthquake-resistant wall 100, and it is possible to always realize general-purpose design and accommodation using this detail regardless of the proportion.
一般に、木質壁を架構内に耐震要素として組み込む場合、壁体自体に先行してその接合部の破壊が進行する。このため、木質中高層建物の実現に際しては、壁体の性能を最大限に引き出すために梁と壁体の接合部における強度と靱性の両方をいかに確保するかがポイントとなる。その接合要素として一般的なものにＬＳＢ、ＧＩＲ（グルードインロッド）およびドリフトピン等がある。このうちＬＳＢ、ＧＩＲはその機構上設置時のガタがないため初期剛性が高く耐力も期待できるが、破壊が木材の割裂等で決まるため脆性的になりやすい（ＧＩＲの径を細くすることで靱性的な鋼材破断モードとすることもできるが、必然的に確保できる耐力に限界が生じる）。一方、ドリフトピンはそれ自体が降伏する破壊モードとなるように設計すれば靱性的な破壊が可能となるが、ガタ等の影響で初期剛性が低く、また曲げ系の破壊となるため耐力も不足するケースが多い。これらの問題に対して、本実施の形態では、ＣＬＴ耐震壁（木質耐震壁１００）に対してＬＳＢ４０とドリフトピン３６を効果的に配置することで以下のように解決し、剛性、靱性、耐力いずれにも優れる機構を実現している。 In general, when a wooden wall is incorporated as a seismic element in a frame, destruction of the joint proceeds prior to the wall itself. For this reason, in realizing a wooden medium- and high-rise building, in order to maximize the performance of the wall, the key point is how to ensure both strength and toughness at the joint between the beam and the wall. Common joint elements include LSB, GIR (glued-in rod), and drift pins. Of these, LSB and GIR have high initial rigidity and high yield strength because there is no backlash when installed due to the mechanism, but they tend to be brittle because fracture is determined by splitting wood, etc. (toughness can be achieved by reducing the diameter of GIR) Although it is possible to set the steel material breakage mode as usual, there is a limit to the yield strength that can be necessarily secured). On the other hand, if the drift pin is designed to be in a failure mode that yields itself, tough fracture is possible, but the initial stiffness is low due to the effects of looseness, etc., and the bending system breaks, so the yield strength is insufficient. There are many cases to do. In the present embodiment, the LSB 40 and the drift pin 36 are effectively disposed on the CLT earthquake resistant wall (the wooden earthquake resistant wall 100) to solve these problems as follows, and the rigidity, toughness, and proof strength are solved. An excellent mechanism is realized in both cases.
まず、壁体１０にラミナが直交するＣＬＴを用いることにより、割裂を生じにくい機構としている。また、軸力をＬＳＢ４０で、せん断力をドリフトピン３６で処理すると考えれば、例えばドリフトピン３６をＬＳＢ４０の位置から独立させて壁体１０の中央部に配置することも可能であるが、本実施の形態では両者を交互に隣接して配置しているため、それぞれの拘束効果により壁体１０の割裂破壊を遅らせて強度、靱性を高めることが可能となっている。 First, by using a CLT in which the lamina is orthogonal to the wall body 10, a mechanism that hardly causes splitting is provided. If it is considered that the axial force is processed by the LSB 40 and the shearing force is processed by the drift pin 36, for example, the drift pin 36 can be arranged at the center of the wall body 10 independently of the position of the LSB 40. In the embodiment, since both are alternately arranged adjacent to each other, it is possible to increase the strength and toughness by delaying the split fracture of the wall body 10 by the respective restraining effects.
抵抗機構としては、まずガタのないＬＳＢ４０が初期発生応力に対して抵抗することで高い初期剛性を発揮する。その後、壁体１０の負担せん断力の増加に伴ってＬＳＢ４０の負担応力も増すが、上述したようにＬＳＢ４０はＣＬＴの繊維直交層に挿入しているため、繊維方向Ｘに挿入する場合と比較して最大耐力時の変形が大きく（例えば繊維方向２〜３ｍｍに対して繊維直交方向６〜７ｍｍ）、変形が進むにつれて初期剛性の低いドリフトピン３６もＬＳＢ４０と同時に徐々に抵抗力を発揮していく。 As the resistance mechanism, first, the LSB 40 without backlash exhibits high initial rigidity by resisting the initial stress. After that, the stress stress of the LSB 40 increases as the shear stress of the wall 10 increases. However, since the LSB 40 is inserted in the CLT fiber orthogonal layer as described above, it is compared with the case where it is inserted in the fiber direction X. Therefore, the deformation at the maximum proof stress is large (for example, 6 to 7 mm in the fiber orthogonal direction with respect to the fiber direction of 2 to 3 mm), and the drift pin 36 having low initial rigidity gradually exerts the resistance simultaneously with the LSB 40 as the deformation proceeds. .
最終的な破壊形式は、梁接合部１６付近の木破となるが、上記の通り初期段階ではＬＳＢ４０が負担していた応力を徐々にドリフトピン３６にも移行させるため、大変形に至るまでの各変形領域を通して耐力の落ち込み等のないスムーズな復元力特性の実現が可能となる。 The final form of destruction is wood breakage in the vicinity of the beam joint 16. However, as described above, the stress borne by the LSB 40 is gradually transferred to the drift pin 36 as described above. It is possible to realize a smooth restoring force characteristic without a drop in yield strength through each deformation region.
したがって、本実施の形態によれば、以上に示したＣＬＴ、ＬＳＢ、ドリフトピンの相乗効果により、最終的に変形角１／３０付近まで耐力低下を生じない高い靱性を有し、さらに壁倍率１００倍を超える高い耐力も併せ持つ機構の実現が可能となる。 Therefore, according to the present embodiment, due to the synergistic effect of CLT, LSB, and drift pin described above, it has high toughness that does not cause a decrease in yield strength until the deformation angle is near 1/30. It is possible to realize a mechanism that also has a high yield strength exceeding double.
（本発明の効果の検証）
次に、本発明の効果を検証するために行った実験と、この実験による検証結果について説明する。
(Verification of the effect of the present invention)
Next, an experiment conducted for verifying the effect of the present invention and a verification result by this experiment will be described.
本実験は、実寸大ＣＬＴ耐震壁に対する水平加力実験によってその性能確認を行ったものである。図４に、本実験に用いた試験体の形状および寸法を示す。ＣＬＴ壁厚は２１０ｍｍ（７層７プライ）とし、壁体の上下左右の４箇所に梁接合部を配置した。また、壁体内部に挿入する鋼板の厚さは１２ｍｍとした。ドリフトピンはφ３２ｍｍのものを１箇所あたり６本配置した。ＬＳＢはφ２５ｍｍのものを１箇所あたり８本配置した。ＬＳＢ埋込長Ｌは、実施例１では６００ｍｍとし、実施例２では５００ｍｍとした。 In this experiment, the performance was confirmed by a horizontal force test on the full-scale CLT shear wall. FIG. 4 shows the shape and dimensions of the specimen used in this experiment. The CLT wall thickness was 210 mm (7 layers 7 plies), and beam joints were arranged at four locations on the top, bottom, left, and right of the wall. Moreover, the thickness of the steel plate inserted inside the wall was 12 mm. Six drift pins with a diameter of 32 mm were arranged per place. Eight LSBs with a diameter of 25 mm were arranged per location. The LSB embedding length L was 600 mm in Example 1, and 500 mm in Example 2.
実験結果の履歴ループを図５に、梁接合部付近の最終破壊状態（実施例１の場合）を図６に、また壁倍率計算結果を図７に示す。これらの図に示すように、最終破壊形式は木破となっているにも関わらず、変形角１／３０付近まで耐力低下を生じず、かつ壁倍率１２０を超える高性能な機構が実現されていることが分かる。 FIG. 5 shows the history loop of the experimental results, FIG. 6 shows the final fracture state in the vicinity of the beam joint (in the case of Example 1), and FIG. 7 shows the wall magnification calculation results. As shown in these figures, despite the fact that the final failure type is wood destruction, a high-performance mechanism that does not cause a decrease in yield strength to near the deformation angle of 1/30 and exceeds the wall magnification 120 is realized. I understand that.
以上説明したように、本発明に係る木質耐震壁によれば、ＣＬＴからなる壁体を備え、この壁体の上端と下端が鉄骨または鉄筋コンクリートからなる上梁と下梁に梁接合部を介してそれぞれ接合された木質耐震壁であって、梁接合部は、上梁または下梁に固定され、壁体に向けて突出する梁側の鋼板と、壁体の上端または下端から上梁または下梁に向けて突出するとともに壁体の内部に挿入配置される壁体内部側の鋼板と、これらの鋼板を接合するボルトと、壁体の上端面または下端面に配置され、壁体内部側の鋼板に接合する端面側の鋼板とを含んで構成され、壁体と壁体内部側の鋼板は、これらを貫通して配置される棒状の鋼製部材によって一体的に固定され、壁体と端面側の鋼板は、端面側の鋼板の外側から壁体の内部に挿入配置される外周にねじが形成された棒状のねじ付き鋼製部材によって一体的に固定されるので、剛性、靱性、耐力に優れた木質耐震壁を提供することができる。 As described above, according to the wooden earthquake resistant wall according to the present invention, the wall body made of CLT is provided, and the upper end and the lower end of the wall body are connected to the upper beam and the lower beam made of steel frame or reinforced concrete via the beam joint portion. Each of the wooden seismic walls joined together, the beam joint is fixed to the upper beam or the lower beam and protrudes toward the wall, and the upper beam or the lower beam from the upper or lower end of the wall A steel plate on the inner side of the wall body that protrudes toward the wall and is inserted into the inside of the wall body, a bolt that joins these steel plates, and a steel plate on the inner side of the wall body that is disposed on the upper end surface or the lower end surface of the wall body The wall body and the steel plate on the inner side of the wall body are integrally fixed by a rod-shaped steel member disposed so as to penetrate the wall body and the end surface side. The steel plate is inserted and arranged inside the wall from the outside of the steel plate on the end face side. Since is integrally fixed by a threaded steel member of the screw is formed rod-like outer periphery, it is possible to provide rigidity, toughness, excellent wood shear walls in strength.
また、本発明に係る他の木質耐震壁によれば、壁体と壁体内部側の鋼板を固定する棒状の鋼製部材と、壁体と端面側の鋼板を固定する棒状のねじ付き鋼製部材とは、交互に隣接して配置されるので、棒状の鋼製部材と棒状のねじ付き鋼製部材のそれぞれの拘束効果により壁体の割裂破壊を遅らせて強度、靱性を高めることができる。 Further, according to another wooden earthquake-resistant wall according to the present invention, a rod-shaped steel member for fixing the wall body and the steel plate on the inner side of the wall body, and a rod-shaped threaded steel member for fixing the wall body and the steel plate on the end surface side. Since the members are alternately arranged adjacent to each other, it is possible to increase the strength and toughness by delaying the split fracture of the wall body by the restraining effects of the rod-shaped steel member and the rod-shaped threaded steel member.
また、本発明に係る他の木質耐震壁によれば、ねじ付き鋼製部材は、ＣＬＴの繊維方向と直交する方向に挿入配置されるので、繊維方向に挿入配置した場合と比較して最大耐力時の変形を大きくすることができ、棒状の鋼製部材（ドリフトピン）の耐力発揮との同時性を実現することが可能となる。このため、木質耐震壁の耐力をより高めることができる。 Moreover, according to the other wooden earthquake-resistant wall according to the present invention, the threaded steel member is inserted and arranged in a direction orthogonal to the fiber direction of the CLT, so that the maximum proof stress is compared with the case where it is inserted and arranged in the fiber direction. The deformation at the time can be increased, and it is possible to realize the synchronism with the exertion of the strength of the rod-shaped steel member (drift pin). For this reason, the proof stress of a wooden earthquake-resistant wall can be raised more.
また、本発明に係る他の木質耐震壁によれば、梁接合部は、壁体の上下左右の四隅に設置されるので、壁体が負担するせん断力、付加曲げモーメント偶力による軸方向力を処理可能な応力伝達機構を実現することができる。 In addition, according to another wooden earthquake-resistant wall according to the present invention, the beam joints are installed at the four corners of the wall body in the top, bottom, left, and right directions, so that the shear force that the wall body bears and the axial force due to the additional bending moment couple Can be realized.
また、本発明に係る他の木質耐震壁によれば、壁体と壁体内部側の鋼板を固定する棒状の鋼製部材は、降伏が生じる破壊モードで破壊する部材であるので、靱性的な破壊が可能となり、木質耐震壁の靱性をより高めることができる。 Further, according to another wooden earthquake-resistant wall according to the present invention, the rod-shaped steel member that fixes the wall body and the steel plate on the inner side of the wall body is a member that breaks in a failure mode in which yielding occurs, so that it is tough. Breaking is possible, and the toughness of the wooden seismic wall can be further increased.
以上のように、本発明に係る木質耐震壁は、ＣＬＴを壁体に用いた木質耐震壁に有用であり、特に、剛性、靱性、耐力に優れた木質耐震壁を提供するのに適している。 As described above, the wooden earthquake-resistant wall according to the present invention is useful for a wooden earthquake-resistant wall using CLT as a wall body, and is particularly suitable for providing a wooden earthquake-resistant wall having excellent rigidity, toughness, and proof stress. .
１０ 壁体
１２ 上梁
１４ 下梁
１６ 梁接合部
１８，２０，２２，２６，２８，３０，３４ プレート（鋼板）
２４，３２ 高力ボルト
３６ ドリフトピン（棒状の鋼製部材）
３８ ビス
４０ ＬＳＢ（棒状のねじ付き鋼製部材）
４２ ボルト
１００ 木質耐震壁
Ｘ 繊維方向
10 Wall body 12 Upper beam 14 Lower beam 16 Beam joint 18, 20, 22, 26, 28, 30, 34 Plate (steel plate)
24, 32 High-strength bolt 36 Drift pin (rod-shaped steel member)
38 screw 40 LSB (rod-shaped steel member with thread)
42 Bolt 100 Wooden earthquake resistant wall X Fiber direction
Claims (5)
梁接合部は、上梁または下梁に固定され、壁体に向けて突出する梁側の鋼板と、壁体の上端または下端から上梁または下梁に向けて突出するとともに壁体の内部に挿入配置される壁体内部側の鋼板と、これらの鋼板を接合するボルトと、壁体の上端面または下端面に配置され、壁体内部側の鋼板に接合する端面側の鋼板とを含んで構成され、
壁体と壁体内部側の鋼板は、これらを貫通して配置される棒状の鋼製部材によって一体的に固定され、
壁体と端面側の鋼板は、端面側の鋼板の外側から壁体の内部に挿入配置される外周にねじが形成された棒状のねじ付き鋼製部材によって一体的に固定されることを特徴とする木質耐震壁。 A wooden earthquake-resistant wall comprising a wall made of CLT, the upper and lower ends of which are joined to an upper beam and a lower beam made of steel or reinforced concrete, respectively, via a beam joint,
The beam joint is fixed to the upper beam or the lower beam, protrudes toward the wall, and projects from the upper or lower end of the wall toward the upper or lower beam and into the wall. Including a steel plate on the inner side of the wall body to be inserted, a bolt for joining these steel plates, and a steel plate on the end surface side that is disposed on the upper or lower end surface of the wall body and is joined to the steel plate on the inner side of the wall Configured,
The wall and the steel plate on the inner side of the wall are integrally fixed by a rod-shaped steel member disposed through the wall,
The wall body and the steel plate on the end surface side are integrally fixed by a rod-shaped threaded steel member in which a screw is formed on the outer periphery inserted into the wall body from the outside of the steel plate on the end surface side. Wooden earthquake resistant wall.
The wooden seismic resistance according to any one of claims 1 to 4, wherein the rod-shaped steel member that fixes the wall body and the steel plate on the inner side of the wall body is a member that breaks in a failure mode in which yielding occurs. wall.
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
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| JP2020165231A (en) * | 2019-03-29 | 2020-10-08 | 旭化成ホームズ株式会社 | Vibration control wall |
| JP7281725B1 (en) * | 2023-03-25 | 2023-05-26 | 倉沢建設株式会社 | bearing walls and buildings |
| JP7499203B2 (en) | 2021-03-18 | 2024-06-13 | 大成建設株式会社 | Method for constructing wooden earthquake-resistant walls and wooden earthquake-resistant walls |
| JP7499042B2 (en) | 2020-03-10 | 2024-06-13 | 清水建設株式会社 | Strength evaluation method for wooden earthquake-resistant walls |
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|---|---|---|---|---|
| JP2005232711A (en) * | 2004-02-17 | 2005-09-02 | Mitsui Home Co Ltd | Woody shaft joining structure |
| JP2009174271A (en) * | 2008-01-28 | 2009-08-06 | Panasonic Electric Works Co Ltd | Connection fitting for wooden pillar and beam |
| JP2015218462A (en) * | 2014-05-15 | 2015-12-07 | 株式会社竹中工務店 | Wood earthquake proof wall structure |
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2017
- 2017-05-01 JP JP2017091017A patent/JP6869096B2/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005232711A (en) * | 2004-02-17 | 2005-09-02 | Mitsui Home Co Ltd | Woody shaft joining structure |
| JP2009174271A (en) * | 2008-01-28 | 2009-08-06 | Panasonic Electric Works Co Ltd | Connection fitting for wooden pillar and beam |
| JP2015218462A (en) * | 2014-05-15 | 2015-12-07 | 株式会社竹中工務店 | Wood earthquake proof wall structure |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2020165231A (en) * | 2019-03-29 | 2020-10-08 | 旭化成ホームズ株式会社 | Vibration control wall |
| JP7254590B2 (en) | 2019-03-29 | 2023-04-10 | 旭化成ホームズ株式会社 | damping wall |
| JP7499042B2 (en) | 2020-03-10 | 2024-06-13 | 清水建設株式会社 | Strength evaluation method for wooden earthquake-resistant walls |
| JP7499203B2 (en) | 2021-03-18 | 2024-06-13 | 大成建設株式会社 | Method for constructing wooden earthquake-resistant walls and wooden earthquake-resistant walls |
| JP7281725B1 (en) * | 2023-03-25 | 2023-05-26 | 倉沢建設株式会社 | bearing walls and buildings |
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