JP2013002032A

JP2013002032A - Earthquake-resisting wall of corrugated steel plate and calculation method of initial elastic shear stiffness thereof

Info

Publication number: JP2013002032A
Application number: JP2011130587A
Authority: JP
Inventors: Yoshihiro Ota; 義弘太田; Hirofumi Kaneko; 洋文金子; Ai Yamada; 藍山田; Mitsuru Takeuchi; 満竹内; Hideto Tanaka; 秀人田中; Naomiki Suzuki; 直幹鈴木; Hirokazu Nozawa; 裕和野澤
Original assignee: Takenaka Komuten Co Ltd
Current assignee: Takenaka Komuten Co Ltd
Priority date: 2011-06-10
Filing date: 2011-06-10
Publication date: 2013-01-07
Anticipated expiration: 2031-06-10
Also published as: JP5917838B2

Abstract

PROBLEM TO BE SOLVED: To provide an earthquake-resisting wall of corrugated steel plate which allows a plurality of openings to be formed with improved workability, and a calculation method of the initial elastic shear stiffness thereof.SOLUTION: A corrugated steel plate 30 is provided with a plurality of openings 40. The openings 40 are holes in a circular form having the same radius, and arranged in a staggered form in each flat plate part 30P of the corrugated steel plate 30, such that stress transmitting parts 42A and 42B tilted in the opposite directions relative to the vertical direction are formed between the neighboring openings 40.

Description

本発明は、波形鋼板耐震壁、及びこれの初期弾性せん断剛性算出方法に関する。 The present invention relates to a corrugated steel shear wall and a method for calculating an initial elastic shear stiffness thereof.

波形鋼板に設備用等の開口部が形成された波形鋼板耐震壁が知られている（例えば、特許文献１）。特許文献１に開示された技術では、開口部の周辺部が当て板等で補強されている。 There is known a corrugated steel shear wall in which corrugated steel sheets are provided with openings for equipment or the like (for example, Patent Document 1). In the technique disclosed in Patent Document 1, the periphery of the opening is reinforced with a backing plate or the like.

特開２０１０−１２７０５１号公報JP 2010-127051 A

ところで、設備用以外にも採光性、風通性等の観点から複数の開口部を波形鋼板耐震壁に形成することが考えられる。しかしながら、特許文献１に開示された技術では、開口部の数に応じて当て板等の補強材が増加するため、施工性の点で改善の余地がある。 By the way, it can be considered that a plurality of openings are formed in the corrugated steel shear wall from the viewpoints of daylighting, ventilation and the like in addition to the equipment. However, in the technique disclosed in Patent Document 1, there is room for improvement in terms of workability because the number of openings increases the number of reinforcing materials such as a backing plate.

本発明は、上記の事実を考慮し、施工性を向上しつつ、複数の開口部を形成することができる波形鋼板耐震壁、及びこれの初期弾性せん断剛性算出方法を得ることを目的とする。 In view of the above facts, an object of the present invention is to obtain a corrugated steel shear wall capable of forming a plurality of openings while improving workability, and a method for calculating the initial elastic shear stiffness thereof.

請求項１に記載の波形鋼板耐震壁は、一対の柱の間に架設された上下の水平部材に、幅方向を前記水平部材の軸方向にして取り付けられる波形鋼板と、長手方向を上下方向にすると共に前記幅方向に間隔を空けて前記波形鋼板に設けられ、該波形鋼板から伝達された応力を前記柱又は前記水平部材へ伝達する縦材と、前記波形鋼板に複数の開口部を形成することにより該開口部間に設けられ、上下方向に対して反対方向へ傾斜する傾斜方向にそれぞれ延びて、前記開口部間に発生する応力を前記水平部材又は前記縦材へ伝達する複数の応力伝達部と、を備えている。 The corrugated steel plate earthquake-resistant wall according to claim 1 is a corrugated steel plate attached to an upper and lower horizontal member laid between a pair of pillars with a width direction being an axial direction of the horizontal member, and a longitudinal direction being an upper and lower direction. In addition, a vertical member is provided on the corrugated steel sheet with an interval in the width direction and transmits the stress transmitted from the corrugated steel sheet to the column or the horizontal member, and a plurality of openings are formed in the corrugated steel sheet. A plurality of stress transmissions that are provided between the openings and extend in the inclined direction that is inclined in the opposite direction with respect to the vertical direction, and transmit stress generated between the openings to the horizontal member or the vertical member. And a section.

請求項１に係る波形鋼板耐震壁によれば、応力伝達部によって、波形鋼板の開口部間に発生した応力（圧縮応力、引張り応力等）が水平部材又は縦材へ伝達される。縦材へ伝達された応力は柱又は水平部材へ伝達される。これにより、開口部周辺の応力集中が低減される。従って、開口部周辺の補強を低減することができるため、波形鋼板耐震壁の施工性を向上することができる。 According to the corrugated steel shear wall according to the first aspect, the stress (compression stress, tensile stress, etc.) generated between the openings of the corrugated steel sheet is transmitted to the horizontal member or the longitudinal member by the stress transmission section. The stress transmitted to the longitudinal member is transmitted to the column or the horizontal member. Thereby, the stress concentration around the opening is reduced. Therefore, since the reinforcement around the opening can be reduced, the workability of the corrugated steel shear wall can be improved.

請求項２に記載の波形鋼板耐震壁は、請求項１に記載の波形鋼板耐震壁において、前記開口部が、半径が同一の円形の孔とされると共に、前記波形鋼板における折り目間の平板部に式（１）を満たすように千鳥状に配列されている。 The corrugated steel earthquake resistant wall according to claim 2 is the corrugated steel earthquake resistant wall according to claim 1, wherein the opening is a circular hole having the same radius, and the flat plate portion between the creases in the corrugated steel sheet. Are arranged in a staggered pattern so as to satisfy the formula (1).

請求項２に係る波形鋼板耐震壁によれば、波形鋼板の平板部に応力伝達部が直線状に形成される。従って、開口部間に発生する応力を水平部材又は縦材へ伝達する応力伝達部の伝達効率が向上する。 According to the corrugated steel shear wall according to claim 2, the stress transmission part is formed linearly on the flat plate part of the corrugated steel sheet. Therefore, the transmission efficiency of the stress transmission unit that transmits the stress generated between the openings to the horizontal member or the vertical member is improved.

請求項３に記載の波形鋼板耐震壁は、請求項１に記載の波形鋼板耐震壁において、前記開口部が、半径が同一の円形の孔とされると共に、前記波形鋼板における折り目間の平板部に式（２）を満たすように上下方向及び前記幅方向に配列されている。 The corrugated steel earthquake resistant wall according to claim 3 is the corrugated steel earthquake resistant wall according to claim 1, wherein the opening is a circular hole having the same radius, and the flat plate portion between the creases in the corrugated steel sheet. Are arranged in the vertical direction and the width direction so as to satisfy the formula (2).

請求項３に係る波形鋼板耐震壁によれば、波形鋼板の平板部に応力伝達部が直線状に形成される。従って、開口部間に発生する応力を水平部材又は縦材へ伝達する応力伝達部の伝達効率が向上する。 According to the corrugated steel shear wall according to claim 3, the stress transmission part is formed linearly on the flat plate part of the corrugated steel sheet. Therefore, the transmission efficiency of the stress transmission unit that transmits the stress generated between the openings to the horizontal member or the vertical member is improved.

請求項４に記載の初期弾性せん断剛性算出方法は、請求項２又は請求項３に記載の波形鋼板耐震壁の初期弾性せん断剛性Ｇを式（３）から算出する。 The initial elastic shear stiffness calculation method according to claim 4 calculates the initial elastic shear stiffness G of the corrugated steel shear wall according to claim 2 or 3 from equation (3).

請求項４に係る波形鋼板耐震壁の初期弾性せん断剛性算出方法によれば、波形鋼板耐震壁の初期弾性せん断剛性を式（３）から算出することにより、波形鋼板耐震壁の設計が容易となる。 According to the method for calculating the initial elastic shear stiffness of the corrugated steel shear wall according to claim 4, the initial elastic shear stiffness of the corrugated steel shear wall is calculated from the equation (3), thereby facilitating the design of the corrugated steel shear wall. .

本発明は、上記の構成としたので、施工性を向上しつつ、複数の開口部を形成することができる。 Since this invention was set as said structure, a some opening part can be formed, improving workability | operativity.

本発明の一実施形態に係る波形鋼板耐震壁を示す正面図である。It is a front view which shows the corrugated steel earthquake-resistant wall which concerns on one Embodiment of this invention. 本発明の一実施形態に係る波形鋼板耐震壁を示す図１の２−２線断面図である。It is the 2-2 sectional view taken on the line of FIG. 1 which shows the corrugated steel earthquake-resistant wall which concerns on one Embodiment of this invention. 本発明の一実施形態に係る波形鋼板耐震壁を示す図１の一部拡大正面図である。It is a partially expanded front view of FIG. 1 which shows the corrugated steel earthquake proof wall which concerns on one Embodiment of this invention. 本発明の一実施形態における波形鋼板の平板部を部分的に示す正面図である。It is a front view which shows partially the flat plate part of the corrugated steel plate in one Embodiment of this invention. 本発明の一実施形態における波形鋼板の平板部を部分的に示す正面図である。It is a front view which shows partially the flat plate part of the corrugated steel plate in one Embodiment of this invention. 本発明の一実施形態に係る波形鋼板耐震壁の変形例を示す図３に相当する一部拡大正面図である。It is a partially expanded front view equivalent to FIG. 3 which shows the modification of the corrugated steel earthquake proof wall which concerns on one Embodiment of this invention. 本発明の一実施形態に係る波形鋼板耐震壁の変形例を示す図５に相当する正面図である。It is a front view equivalent to FIG. 5 which shows the modification of the corrugated steel earthquake proof wall which concerns on one Embodiment of this invention. 本発明の一実施形態に係る波形鋼板耐震壁の変形例を示す図４に相当する正面図である。It is a front view equivalent to FIG. 4 which shows the modification of the corrugated steel earthquake-resistant wall which concerns on one Embodiment of this invention. 本発明の一実施形態に係る波形鋼板耐震壁の変形例を示す図１に相当する正面図である。It is a front view equivalent to FIG. 1 which shows the modification of the corrugated steel earthquake-resistant wall which concerns on one Embodiment of this invention. 本発明の一実施形態に係る波形鋼板耐震壁の初期弾性せん断剛性算出方法を説明する図５に相当する正面図である。It is a front view equivalent to FIG. 5 explaining the initial elastic shear rigidity calculation method of the corrugated steel shear wall according to one embodiment of the present invention. 載荷試験で用いた試験体を示す正面図、断面図、一部拡大正面図である。It is the front view which shows the test body used by the loading test, sectional drawing, and a partially expanded front view. 試験体の水平荷重とせん断変形角との関係を示すグラフである。It is a graph which shows the relationship between the horizontal load of a test body, and a shear deformation angle.

以下、図面を参照しながら本発明の一実施形態に係る波形鋼板耐震壁について説明する。なお、各図において適宜図示される矢印Ｈは上下方向（波形鋼板の高さ方向）を示し、矢印Ｗは波形鋼板の幅方向を示している。 Hereinafter, a corrugated steel shear wall according to an embodiment of the present invention will be described with reference to the drawings. In addition, the arrow H suitably shown in each figure shows the up-down direction (the height direction of a corrugated steel plate), and the arrow W has shown the width direction of the corrugated steel plate.

図１及び図２には、本実施形態に係る波形鋼板耐震壁１０が取り付けられた架構１２が示されている。架構１２は、鉄筋コンクリート造の左右一対の柱１４と、これらの柱１４の間に架設された鉄筋コンクリート造の上下一対の梁（水平部材）１６とを有して構成されたラーメン構造とされている。柱１４及び梁１６には、主筋及びせん断補強筋が適宜埋設されている。なお、図２における符号１８、２０は、梁１６に埋設された主筋、せん断補強筋である。 1 and 2 show a frame 12 to which a corrugated steel earthquake proof wall 10 according to this embodiment is attached. The frame 12 has a ramen structure including a pair of left and right columns 14 made of reinforced concrete, and a pair of upper and lower beams (horizontal members) 16 made of reinforced concrete built between these columns 14. . In the column 14 and the beam 16, a main reinforcing bar and a shear reinforcing bar are appropriately embedded. Reference numerals 18 and 20 in FIG. 2 are main bars and shear reinforcement bars embedded in the beam 16.

図１及び図２に示されるように、波形鋼板耐震壁１０は、波形鋼板３０と、横フランジ３２と、縦材としての縦フランジ３４と、縦材としての縦補強リブ３６とを備えている。波形鋼板３０は、その断面形状が山部と谷部が交互に繰り返す波形形状とされ、折り目Ｋを横（折り目Ｋの向きを水平方向）にして架構１２の構面に配置されている。また、波形鋼板３０における折り目Ｋ間の平板部３０Ｐには、後述する複数の開口部４０が形成されている。なお、波形鋼板３０の材料としては、普通鋼（例えば、ＳＭ４９０、ＳＮ４００等）や低降伏点鋼（例えば、ＬＹ２２５等）等が用いられる。 As shown in FIGS. 1 and 2, the corrugated steel shear wall 10 includes a corrugated steel plate 30, a lateral flange 32, a longitudinal flange 34 as a longitudinal member, and a longitudinal reinforcing rib 36 as a longitudinal member. . The corrugated steel sheet 30 has a corrugated shape in which the cross-sectional shape alternately repeats crests and troughs. Further, a plurality of openings 40 to be described later are formed in the flat plate portion 30P between the creases K in the corrugated steel plate 30. In addition, as a material of the corrugated steel plate 30, ordinary steel (for example, SM490, SN400, etc.), low yield point steel (for example, LY225, etc.), etc. are used.

波形鋼板３０の幅方向の両端部には、縦フランジ３４がそれぞれ設けられている。縦フランジ３４は平板状の鋼板で構成され、波形鋼板３０の幅方向の両端部に沿って溶接等で接合されている。また、波形鋼板３０の上下方向の両端部には、横フランジ３２がそれぞれ設けられている。これらの横フランジ３２は平板状の鋼板で構成され、波形鋼板３０の上下方向の両端部に沿って溶接等で接合されている。 Longitudinal flanges 34 are provided at both ends of the corrugated steel sheet 30 in the width direction. The vertical flange 34 is composed of a flat steel plate, and is joined by welding or the like along both widthwise ends of the corrugated steel plate 30. Moreover, the horizontal flange 32 is provided in the both ends of the up-down direction of the corrugated steel plate 30, respectively. These lateral flanges 32 are made of flat steel plates, and are joined by welding or the like along the vertical ends of the corrugated steel plate 30.

また、縦フランジ３４及び横フランジ３２には、せん断力伝達手段としてのスタッド３８がそれぞれ突設されている。これらのスタッド３８は柱１４及び梁１６に埋設されており、これにより波形鋼板３０が柱１４及び梁１６に取り付けられている。また、スタッド３８を介して波形鋼板３０と柱１４及び梁１６との間でせん断力等が伝達可能となっている。 Further, studs 38 as shearing force transmitting means project from the vertical flange 34 and the horizontal flange 32, respectively. These studs 38 are embedded in the column 14 and the beam 16, and thereby the corrugated steel plate 30 is attached to the column 14 and the beam 16. Further, a shearing force or the like can be transmitted between the corrugated steel plate 30 and the column 14 and the beam 16 via the stud 38.

なお、縦フランジ３４と柱１４、横フランジ３２と梁１６の接合方法は、上記したものに限らない。例えば、スタッドが立設された接合用プレートを柱１４及び梁１６にそれぞれ埋設し、この接合用プレートに縦フランジ３４及び横フランジ３２を溶接又はボルト等で接合しても良い。また、エポキシ樹脂等の接着剤により、縦フランジ３４と柱１４、横フランジ３２と梁１６を接着接合しても良い（接着工法）。更に、縦フランジ３４及び横フランジ３２は板状に限らず、Ｈ形鋼、Ｌ形鋼、Ｔ形鋼、Ｃ形鋼等でも良い。 In addition, the joining method of the vertical flange 34 and the column 14 and the horizontal flange 32 and the beam 16 is not limited to the above. For example, a joining plate in which studs are erected may be embedded in the column 14 and the beam 16, and the longitudinal flange 34 and the lateral flange 32 may be joined to the joining plate by welding or bolts. Further, the vertical flange 34 and the column 14, and the horizontal flange 32 and the beam 16 may be bonded and bonded with an adhesive such as epoxy resin (adhesion method). Furthermore, the vertical flange 34 and the horizontal flange 32 are not limited to a plate shape, and may be an H-shaped steel, an L-shaped steel, a T-shaped steel, a C-shaped steel, or the like.

また、波形鋼板３０には、複数（本実施形態では、４つ）の縦補強リブ３６が設けられている。縦補強リブ３６は平板状の鋼板で構成されており、長手方向を上下方向（矢印Ｈ方向）にすると共に、波形鋼板３０の幅方向に間隔を空けて配置されている。また、縦補強リブ３６の長手方向に沿った一端部（長辺部）は、波形鋼板３０の波形形状に応じて切り欠かれており、波形鋼板３０の表面に組み合わされて当該表面に溶接等で接合されている。これらの縦補強リブ３６によって波形鋼板３０に面外剛性が付与されており、波形鋼板３０のせん断座屈が抑制されている。なお、波形鋼板３０を幅方向に分割し、分割された波形鋼板３０の間に平板状の縦補強リブを配置して当該縦補強リブに波形鋼板３０の端部を突き当てて溶接等で接合しても良い。 In addition, the corrugated steel sheet 30 is provided with a plurality (four in this embodiment) of vertical reinforcing ribs 36. The longitudinal reinforcing ribs 36 are made of a flat steel plate, and are arranged in the vertical direction (arrow H direction) in the longitudinal direction and at intervals in the width direction of the corrugated steel plate 30. Further, one end portion (long side portion) along the longitudinal direction of the longitudinal reinforcing rib 36 is notched according to the corrugated shape of the corrugated steel plate 30, and is combined with the surface of the corrugated steel plate 30 to be welded to the surface. It is joined with. These longitudinal reinforcing ribs 36 provide out-of-plane rigidity to the corrugated steel sheet 30, and shear buckling of the corrugated steel sheet 30 is suppressed. In addition, the corrugated steel plate 30 is divided in the width direction, flat plate-shaped longitudinal reinforcing ribs are arranged between the divided corrugated steel plates 30, and the ends of the corrugated steel plates 30 are abutted against the longitudinal reinforcing ribs and joined by welding or the like. You may do it.

また、縦補強リブ３６の長手方向の両端部（上端部及び下端部）は、横フランジ３２にそれぞれ突き当てられて溶接等で接合されている。これにより、波形鋼板３０から縦補強リブ３６に伝達された応力（せん断応力の鉛直成分）が、横フランジ３２を介して梁１６へ伝達可能になっている。 Further, both end portions (upper end portion and lower end portion) of the longitudinal reinforcing rib 36 in the longitudinal direction are respectively abutted against the lateral flange 32 and joined by welding or the like. Thereby, the stress (vertical component of shear stress) transmitted from the corrugated steel plate 30 to the longitudinal reinforcing rib 36 can be transmitted to the beam 16 via the lateral flange 32.

ここで、図３に示されるように、波形鋼板３０には、複数の開口部４０が形成されている。これらの開口部４０は半径が同一の円形の孔とされており、隣接する開口部４０間に上下方向に対して反対方向へ傾斜する応力伝達部４２Ａ，４２Ｂが形成されるように、波形鋼板３０の各平板部３０Ｐに千鳥状に配列されている。応力伝達部４２Ａ，４２Ｂは、波形鋼板３０がせん断変形したときに、開口部４０周辺に発生する応力を周辺の縦補強リブ３６、縦フランジ３４、横フランジ３２へ伝達する応力伝達経路として機能するものであり、例えば、応力伝達部４２Ａ１は、波形鋼板３０に発生する応力が縦補強リブ３６及び横フランジ３２へ伝達されるように、縦補強リブ３６と横フランジ３２とに渡って略直線状に延びている。これと同様に、応力伝達部４２Ｂ１は、横フランジ３２と縦フランジ３４とに渡って設けられ、応力伝達部４２Ａ２，４２Ｂ２は、縦補強リブ３６と縦フランジ３４とに渡って設けられている。なお、図３では、図が煩雑となるため、上下方向に対して傾斜する平板部３０Ｐにおける応力伝達部４２Ａ，４２Ｂの図示を省略している。 Here, as shown in FIG. 3, a plurality of openings 40 are formed in the corrugated steel sheet 30. These openings 40 are circular holes having the same radius, and corrugated steel plates are formed so that stress transmission parts 42A and 42B that are inclined in opposite directions with respect to the vertical direction are formed between adjacent openings 40. The 30 flat plate portions 30P are arranged in a staggered pattern. The stress transmission parts 42A and 42B function as a stress transmission path for transmitting stress generated around the opening 40 to the peripheral vertical reinforcing rib 36, the vertical flange 34, and the horizontal flange 32 when the corrugated steel sheet 30 undergoes shear deformation. For example, the stress transmitting portion 42A1 is substantially linear across the longitudinal reinforcing rib 36 and the lateral flange 32 so that the stress generated in the corrugated steel sheet 30 is transmitted to the longitudinal reinforcing rib 36 and the lateral flange 32. It extends to. Similarly, the stress transmission part 42B1 is provided across the horizontal flange 32 and the vertical flange 34, and the stress transmission parts 42A2 and 42B2 are provided across the vertical reinforcing rib 36 and the vertical flange 34. In addition, in FIG. 3, since the figure becomes complicated, illustration of the stress transmission parts 42A and 42B in the flat plate part 30P inclined with respect to the vertical direction is omitted.

また、例えば、応力伝達部４２Ａ１の両端部は、縦補強リブ３６及び横フランジ３２に接合（拘束）され、これらの縦補強リブ３６及び横フランジ３２へ応力が伝達可能になっている。他の応力伝達部４２Ａ，４２Ｂについても同様である。 Further, for example, both end portions of the stress transmission portion 42A1 are joined (restrained) to the vertical reinforcing ribs 36 and the horizontal flanges 32 so that stress can be transmitted to the vertical reinforcing ribs 36 and the horizontal flanges 32. The same applies to the other stress transmission portions 42A and 42B.

なお、前述したように応力伝達部４２Ａ，４２Ｂは、波形鋼板３０に発生する応力を周辺の縦補強リブ３６、縦フランジ３４、横フランジ３２へ伝達可能であれば良く、厳密に直線状である必要はない。即ち、ここでいう応力伝達部４２Ａ，４２Ｂが略直線状に延びるとは、応力伝達部４２Ａ，４２Ｂが厳密に直線状に延びる構成だけでなく、隣接する平板部３０Ｐ間において、応力伝達部４２Ａ，４２Ｂがずれる構成を含む概念である。 As described above, the stress transmission portions 42A and 42B only need to be able to transmit the stress generated in the corrugated steel sheet 30 to the surrounding vertical reinforcing ribs 36, vertical flanges 34, and horizontal flanges 32, and are strictly linear. There is no need. That is, the stress transmission portions 42A and 42B here extend substantially linearly, not only the configuration in which the stress transmission portions 42A and 42B extend strictly linearly, but also between the adjacent flat plate portions 30P. , 42B are included in the concept.

図４に示されるように、応力伝達部４２Ａは上下方向に対して一方側（図５において右側）へ傾斜するのに対し、応力伝達部４２Ｂは上下方向に対して他方側（応力伝達部４２Ａと反対側）へ傾斜されている。これにより、波形鋼板３０のせん断変形に伴って平板部３０Ｐに作用する引張り力Ｔ及び圧縮力Ｃに対し、各応力伝達部４２Ａ，４２Ｂがブレースのように抵抗するようになっている。換言すると、波形鋼板３０のせん断変形に伴って平板部３０Ｐの開口部４０周辺に発生した引張り応力及び圧縮応力が、応力伝達部４２Ａ，４２Ｂによって隣接する他の平板部３０Ｐへ伝達されるようになっている。 As shown in FIG. 4, the stress transmission part 42A is inclined to one side (right side in FIG. 5) with respect to the vertical direction, whereas the stress transmission part 42B is inclined to the other side (stress transmission part 42A) with respect to the vertical direction. The other side). Thereby, each stress transmission part 42A, 42B resists the tensile force T and the compressive force C which act on the flat plate part 30P with the shear deformation of the corrugated steel sheet 30 like a brace. In other words, the tensile stress and the compressive stress generated around the opening 40 of the flat plate portion 30P due to the shear deformation of the corrugated steel plate 30 are transmitted to the other adjacent flat plate portion 30P by the stress transmission portions 42A and 42B. It has become.

また、応力伝達部４２Ａと応力伝達部４２Ｂとが交差する交点Ｎ間の長さ（座屈長さ）ｅ_１，ｅ_２は、各応力伝達部４２Ａ，４２Ｂに作用する圧縮力に対して座屈しないよう設定されている。 Further, the lengths (buckling lengths) e ₁ and e ₂ between the intersections N where the stress transmission part 42A and the stress transmission part 42B intersect are seated against the compressive force acting on the stress transmission parts 42A and 42B. It is set not to bend.

なお、本実施形態では、一例として、上下方向に対して一方側へ傾斜する応力伝達部４２Ａの傾斜角度α（αは、水平方向に対する傾斜角度）と、上下方向に対して他方側（応力伝達部４２Ａと反対側）へ傾斜する応力伝達部４２Ｂの傾斜角度β（βは、水平方向に対する傾斜角度）とが同じ角度（α＝β）に設定されている。また、応力伝達部４２Ａ，４２Ｂに接するように各開口部４０が形成されている。 In the present embodiment, as an example, the inclination angle α (α is an inclination angle with respect to the horizontal direction) of the stress transmission portion 42A inclined to one side with respect to the vertical direction and the other side (stress transmission with respect to the vertical direction). The inclination angle β (β is an inclination angle with respect to the horizontal direction) of the stress transmission portion 42B inclined to the side opposite to the portion 42A is set to the same angle (α = β). Moreover, each opening part 40 is formed so that the stress transmission parts 42A and 42B may be contact | connected.

ここで、本実施形態では、一例として図５に示されるように中心Ｏを中心とした半径ｒが同一の複数の円形の孔とされた開口部４０が、波形鋼板３０の平板部３０Ｐに下記式（１）を満たすように千鳥状に配列されている。これにより、波形鋼板３０の各平板部３０Ｐに直線状の応力伝達部４２Ａ，４２Ｂが設けられている。

ただし、
ｒ：開口部の半径
Ｘ：応力伝達部の傾斜方向に隣接する開口部の中心間距離を水平線に投影した長さ
Ｙ：応力伝達部の傾斜方向に隣接する開口部の中心間距離を鉛直線に投影した長さ
である。 Here, in this embodiment, as shown in FIG. 5 as an example, openings 40 formed as a plurality of circular holes having the same radius r around the center O are formed in the flat plate portion 30P of the corrugated steel plate 30 as follows. They are arranged in a staggered pattern so as to satisfy the formula (1). Thereby, linear

stress transmission part

42A, 42B is provided in each flat plate part 30P of the corrugated steel plate 30.

However,
r: Radius of the opening X: Length obtained by projecting the distance between the centers of the openings adjacent in the inclination direction of the stress transmission part onto the horizontal line Y: The distance between the centers of the openings adjacent in the inclination direction of the stress transmission part is a vertical line This is the length projected on.

上記式（１）について解説すると、水平方向に対する応力伝達部４２Ａの傾斜角をαとすると、応力伝達部４２の幅Ｓは下記式（ａ）で表される。また、ｃｏｓαは、下記式（ｂ）で表される。これらの式（ａ）及び式（ｂ）から上記式（１）が得られる。

Explaining the above equation (1), if the inclination angle of the stress transmission portion 42A with respect to the horizontal direction is α, the width S of the stress transmission portion 42 is expressed by the following equation (a). Further, cos α is represented by the following formula (b). The above formula (1) is obtained from these formulas (a) and (b).

なお、図６に示されるように、例えば、縦フランジ３４が接合される波形鋼板３０の幅方向の端部では、開口部４０が円形ではなく、半円形になっても良い。 As shown in FIG. 6, for example, the opening 40 may be semicircular at the end in the width direction of the corrugated steel sheet 30 to which the vertical flange 34 is joined.

次に、本実施形態に係る波形鋼板耐震壁の作用について説明する。 Next, the operation of the corrugated steel shear wall according to the present embodiment will be described.

風や地震等によって架構１２に水平力が作用すると、図１に示されるように、横フランジ３２及び縦フランジ３４を介して波形鋼板３０にせん断力が伝達される。これにより、波形鋼板３０がせん断変形しながら水平力に抵抗して耐震性能を発揮する。また、水平力に対して波形鋼板３０が降伏するように設計することで、鋼材の履歴エネルギーによって振動エネルギーが吸収され、制振性能を発揮する。 When a horizontal force acts on the frame 12 due to wind, earthquake, or the like, a shearing force is transmitted to the corrugated steel plate 30 via the horizontal flange 32 and the vertical flange 34 as shown in FIG. Thereby, the corrugated steel sheet 30 resists horizontal force while exhibiting shear deformation and exhibits seismic performance. Moreover, by designing the corrugated steel sheet 30 to yield with respect to the horizontal force, vibration energy is absorbed by the hysteresis energy of the steel material, and the damping performance is exhibited.

また、波形鋼板３０の各平板部３０Ｐには、上記式（１）を満たすように複数の開口部４０が千鳥状に配列されており、これらの開口部４０間に応力伝達部４２Ａ，４２Ｂが設けられている。 Further, each flat plate portion 30P of the corrugated steel plate 30 has a plurality of openings 40 arranged in a staggered manner so as to satisfy the above formula (1), and stress transmission portions 42A and 42B are provided between these openings 40. Is provided.

ここで、例えば、図４に示されるように、波形鋼板３０の平板部３０Ｐが矢印Ｆ方向へせん断変形すると、上下方向に対して傾斜する方向から平板部３０Ｐに引張り力Ｔ及び圧縮力Ｃが作用する。これにより、平板部３０Ｐの開口部４０周辺に発生する引張り応力が、応力伝達部４２Ａを介して隣接する他の平板部３０Ｐの応力伝達部４２Ａへ伝達される。この応力伝達部４２Ａは、例えば、図３に示される応力伝達部４２Ａ２のように、縦補強リブ３６と縦フランジ３４とに渡って設けられている。これにより、各平板部３０Ｐの開口部４０周辺に発生した引張り応力が、応力伝達部４２Ａ２を介して縦補強リブ３６及び縦フランジ３４へ伝達される。そして、縦補強リブ３６へ伝達された応力は横フランジ３２を介して梁１６へ伝達され、縦フランジ３４へ伝達された応力は柱１４へ伝達される。これと同様に、各平板部３０Ｐの開口部４０周辺に発生した圧縮応力は、応力伝達部４２Ｂを介して梁１６及び柱１４へ伝達される。 Here, for example, as shown in FIG. 4, when the flat plate portion 30P of the corrugated steel plate 30 is shear-deformed in the direction of arrow F, the tensile force T and the compressive force C are applied to the flat plate portion 30P from the direction inclined with respect to the vertical direction. Works. Thereby, the tensile stress which generate | occur | produces around the opening part 40 of the flat plate part 30P is transmitted to the stress transmission part 42A of the other adjacent flat plate part 30P via the stress transmission part 42A. The stress transmission part 42A is provided across the vertical reinforcing rib 36 and the vertical flange 34, for example, like the stress transmission part 42A2 shown in FIG. Thereby, the tensile stress which generate | occur | produced around the opening part 40 of each flat plate part 30P is transmitted to the vertical reinforcement rib 36 and the vertical flange 34 via stress transmission part 42A2. The stress transmitted to the vertical reinforcing rib 36 is transmitted to the beam 16 through the lateral flange 32, and the stress transmitted to the vertical flange 34 is transmitted to the column 14. Similarly, the compressive stress generated around the opening 40 of each flat plate portion 30P is transmitted to the beam 16 and the column 14 via the stress transmission portion 42B.

このように波形鋼板３０の開口部４０間に略直線状に延びる応力伝達部４２Ａ，４２Ｂを設け、波形鋼板３０に発生する応力を横フランジ３２、縦フランジ３４、及び縦補強リブ３６へ伝達する応力伝達経路を確保することにより、開口部４０周辺の応力集中が低減される。従って、開口部４０周辺の補強を低減することができるため、波形鋼板耐震壁１０の施工性を向上することができる。 As described above, the stress transmission portions 42A and 42B extending substantially linearly are provided between the opening portions 40 of the corrugated steel sheet 30, and the stress generated in the corrugated steel sheet 30 is transmitted to the lateral flange 32, the longitudinal flange 34, and the longitudinal reinforcing rib 36. By securing the stress transmission path, stress concentration around the opening 40 is reduced. Therefore, since the reinforcement around the opening 40 can be reduced, the workability of the corrugated steel shear wall 10 can be improved.

また、波形鋼板３０に複数の開口部４０を形成することにより、採光性、通風性、意匠性等が向上すると共に、視線が遮断されないため、例えばガラスやガラリのような機能を波形鋼板耐震壁１０に付加することができる。これにより、例えば、建物のエントランス等にも波形鋼板耐震壁１０を設置することができるため、波形鋼板耐震壁１０の設置自由度が向上する。また、採光性、通風性を確保しつつ、所定の遮熱性能を確保することができると共に、軽量化を図ることができる。更に、展示物等のフック等を開口部４０に引っ掛けることができるため、展示台としての機能も波形鋼板耐震壁１０に付加することができる。更にまた、開口部４０の大きさを増減することにより、採光量、通風量を調整することができると共に、耐震壁（耐力壁）としての耐力も調整することができる。 Further, by forming a plurality of openings 40 in the corrugated steel plate 30, the lighting, ventilation, design, etc. are improved and the line of sight is not blocked, so that the corrugated steel plate shear wall has functions such as glass and glazing. 10 can be added. Thereby, for example, since the corrugated steel shear wall 10 can be installed also at the entrance of a building, the degree of freedom of installation of the corrugated steel earthquake resistant wall 10 is improved. In addition, it is possible to ensure predetermined heat shielding performance while ensuring daylighting and ventilation, and to reduce weight. Furthermore, since a hook or the like of an exhibit can be hooked on the opening 40, a function as an exhibition stand can also be added to the corrugated steel earthquake resistant wall 10. Furthermore, by increasing / decreasing the size of the opening 40, it is possible to adjust the amount of light collected and the amount of ventilation, and to adjust the proof stress as a seismic wall (bearing wall).

次に、本実施形態に係る波形鋼板耐震壁の変形例について説明する。 Next, a modified example of the corrugated steel shear wall according to the present embodiment will be described.

上記実施形態では、波形鋼板３０の平板部３０Ｐに複数の開口部４０を千鳥状に配列したがこれに限らない。例えば、図７に示されるように、中心Ｏを中心し、半径ｒが同一の複数の開口部５０を上下方向（矢印Ｈ方向）及び波形鋼板３０の幅方向（矢印Ｗ方向）にマトリックス状に配列しても良い。この場合、下記式（２）を満たすように複数の開口部５０を波形鋼板３０の平板部３０Ｐに配列することにより、平板部３０Ｐに直線状に延びる応力伝達部５２Ａを設けることができる。

ただし、
ｒ：開口部の半径
Ｘ：波形鋼板の幅方向に隣接する開口部の中心間距離
Ｙ：上下方向に隣接する前記開口部の中心間距離
である。 In the said embodiment, although the several opening part 40 was arranged in the flat plate part 30P of the corrugated steel plate 30 in zigzag form, it does not restrict to this. For example, as shown in FIG. 7, a plurality of openings 50 centered on the center O and having the same radius r are arranged in a matrix in the vertical direction (arrow H direction) and the width direction of the corrugated steel sheet 30 (arrow W direction). It may be arranged. In this case, by arranging the plurality of openings 50 in the flat plate portion 30P of the corrugated steel plate 30 so as to satisfy the following formula (2), the stress transmission portion 52A extending linearly can be provided in the flat plate portion 30P.

However,
r: Radius of the opening X: Distance between the centers of the openings adjacent in the width direction of the corrugated steel sheet Y: Distance between the centers of the openings adjacent in the vertical direction.

ここで、上記式（２）について解説すると、水平方向に対する応力伝達部４２の傾斜角をαとすると、応力伝達部４２の幅Ｓは下記式（ｃ）で表される。また、ｃｏｓαは、下記式（ｄ）で表される。これらの式（ｃ）及び式（ｄ）から上記式（２）が得られる。

Here, the above equation (2) will be explained. When the inclination angle of the stress transmission portion 42 with respect to the horizontal direction is α, the width S of the stress transmission portion 42 is expressed by the following equation (c). Further, cos α is represented by the following formula (d). The above formula (2) is obtained from these formulas (c) and (d).

なお、前述した式（１）及び式（２）は一例であって、これらの式（１）及び式（２）に限定されるものではない。また、上記実施形態では、複数の開口部４０の半径ｒが同一とされているが、これに限らない。開口部４０は、応力伝達部４２Ａ，４２Ｂが分断されないように、応力伝達部４２Ａ，４２Ｂで囲まれた矩形の領域内に形成すれば良く、例えば、図８に示されるように、応力伝達部４２Ａ，４２Ｂで囲まれたひし形の領域Ｊ内に開口部４０と半径が異なる開口部６０を形成しても良い。また、２つの応力伝達部４２にのみ接するように開口部６２を形成しても良いし、領域Ｊ内に複数（図８では、２つの）の開口部６４を形成しても良い。更に、開口部４０は真円の孔に限らず、楕円形の孔でも良いし、三角形や四角形等の多角形の孔で良い。 Note that the above-described formulas (1) and (2) are merely examples, and are not limited to these formulas (1) and (2). Moreover, in the said embodiment, although the radius r of the some opening part 40 is made the same, it is not restricted to this. The opening 40 may be formed in a rectangular region surrounded by the stress transmission parts 42A and 42B so that the stress transmission parts 42A and 42B are not divided. For example, as shown in FIG. An opening 60 having a radius different from that of the opening 40 may be formed in a rhombus region J surrounded by 42A and 42B. Further, the openings 62 may be formed so as to be in contact with only the two stress transmission parts 42, or a plurality (two in FIG. 8) of openings 64 may be formed in the region J. Furthermore, the opening 40 is not limited to a perfect hole, and may be an elliptical hole or a polygonal hole such as a triangle or a quadrangle.

また、上記実施形態では、応力伝達部４２Ａの傾斜角度αと、応力伝達部４２Ｂの傾斜角度βを同じに設定したが、応力伝達部４２Ａの傾斜角度αと応力伝達部４２Ｂの傾斜角度βを異なる値に設定しても良い。なお、応力伝達部４２Ａ，４２Ｂをブレースとして機能させるためには、傾斜角度α，βを３０°〜６０°に設定することが好ましく、４５°に設定することがより好ましい。 In the above embodiment, the inclination angle α of the stress transmission part 42A and the inclination angle β of the stress transmission part 42B are set to be the same. However, the inclination angle α of the stress transmission part 42A and the inclination angle β of the stress transmission part 42B are set. Different values may be set. In order to cause the stress transmission portions 42A and 42B to function as braces, the inclination angles α and β are preferably set to 30 ° to 60 °, and more preferably set to 45 °.

更に、上記実施形態では、波形鋼板３０の全面に開口部４０を形成したがこれに限らず、波形鋼板３０の一部に開口部４０を形成しても良い。例えば、図９に示されるように、波形鋼板３０の中央部にのみ開口部４０を形成しても良い。また、図９に示されるように、波形鋼板３０は、少なくとも上下の梁１６に取り付けられていれば良く、縦フランジ３４と柱１４との間に間隔Ｄ（開口）を空けても良い。この場合、波形鋼板３０から縦材としての縦フランジ３４に伝達された応力は、当該縦フランジ３４を介して上下の梁１６へ伝達される。 Furthermore, in the said embodiment, although the opening part 40 was formed in the whole surface of the corrugated steel plate 30, you may form not only this but the opening part 40 in a part of corrugated steel plate 30. FIG. For example, as shown in FIG. 9, the opening 40 may be formed only at the center of the corrugated steel sheet 30. Further, as shown in FIG. 9, the corrugated steel plate 30 may be attached to at least the upper and lower beams 16, and a gap D (opening) may be provided between the vertical flange 34 and the column 14. In this case, the stress transmitted from the corrugated steel plate 30 to the vertical flange 34 as a vertical member is transmitted to the upper and lower beams 16 via the vertical flange 34.

更にまた、縦補強リブ３６は、波形鋼板３０のせん断座屈耐力に応じて設ければ良く、適宜省略可能である。この場合、応力伝達部４２Ａ，４２Ｂは、波形鋼板３０の幅方向の両端部に設けられた縦フランジ３４間に渡って設ければ良い。また、縦補強リブ３６は、平板状の鋼板に限らず、Ｔ形鋼、Ｌ形鋼等でも良い。 Furthermore, the longitudinal reinforcing ribs 36 may be provided according to the shear buckling strength of the corrugated steel sheet 30 and can be omitted as appropriate. In this case, the stress transmission parts 42 </ b> A and 42 </ b> B may be provided across the longitudinal flanges 34 provided at both ends in the width direction of the corrugated steel sheet 30. The vertical reinforcing ribs 36 are not limited to flat steel plates, but may be T-shaped steel, L-shaped steel, or the like.

また、架構１２を構成する柱１４及び梁１６は、鉄筋コンクリート造に限らず、鉄骨鉄筋コンクリート造、プレストレスコンクリート造、鉄骨造、ＣＦＴ造、更には現場打ち工法、プレキャスト工法等の種々の工法を用いることができる。また、梁１６に替えて水平部材としてのコンクリートスラブ又は小梁等に波形鋼板耐震壁１０を取り付けても良い。なお、梁１６がＨ形鋼等の鉄骨造の場合は、横フランジ３２を省略し、波形鋼板３０の上下方向の端部を梁１６に溶接等で直接接合しても良い。この場合、波形鋼板３０の上下方向の端部と梁１６との間でせん断力等が伝達される。 Further, the columns 14 and the beams 16 constituting the frame 12 are not limited to the reinforced concrete structure, but use various methods such as a steel reinforced concrete structure, a prestressed concrete structure, a steel frame structure, a CFT structure, and a spot casting method and a precast method. be able to. Further, the corrugated steel shear wall 10 may be attached to a concrete slab or a small beam as a horizontal member instead of the beam 16. When the beam 16 is a steel structure such as H-shaped steel, the horizontal flange 32 may be omitted, and the vertical end of the corrugated steel plate 30 may be directly joined to the beam 16 by welding or the like. In this case, a shearing force or the like is transmitted between the vertical end of the corrugated steel plate 30 and the beam 16.

更に、上記実施形態では、図２に示されるように、波形鋼板３０の中心軸から外れた位置で、波形鋼板３０の上端部及び下端部を梁１６に接合したが、例えば、波形鋼板３０の中心軸上で、波形鋼板３０の上端部及び下端部を梁１６に接合しても良い。また、波形鋼板３０の中心軸から一方側に外れた位置で、波形鋼板３０の上端部及び下端部を梁１６に接合しても良いし、中心軸を挟んで互い違いになるように波形鋼板３０の上端部及び下端部を梁１６に接合しても良い。なお、ここでいう波形鋼板の中心軸とは、波形鋼板３０の山部と谷部の中間にある仮想の軸である。 Furthermore, in the said embodiment, as FIG. 2 shows, although the upper end part and lower end part of the corrugated steel plate 30 were joined to the beam 16 in the position off from the central axis of the corrugated steel plate 30, for example, The upper end and lower end of the corrugated steel plate 30 may be joined to the beam 16 on the central axis. Moreover, the upper end part and lower end part of the corrugated steel sheet 30 may be joined to the beam 16 at a position deviated to one side from the central axis of the corrugated steel sheet 30, or the corrugated steel sheet 30 may be staggered across the central axis. The upper end portion and the lower end portion may be joined to the beam 16. The central axis of the corrugated steel sheet here is an imaginary axis that is intermediate between the crest and trough of the corrugated steel sheet 30.

更にまた、波形鋼板耐震壁１０は、建物の一部に用いても良いし、建物の全てに用いても良い。また、耐震構造や免震構造等の種々の新築建物、改築建物に適用することができる。波形鋼板耐震壁を設置することにより、耐震性能、制振性能が向上された建物を構築することができる。 Furthermore, the corrugated steel shear wall 10 may be used for a part of the building or for all of the building. In addition, it can be applied to various new buildings and renovated buildings such as seismic structures and seismic isolation structures. By installing a corrugated steel shear wall, it is possible to construct a building with improved seismic performance and damping performance.

次に、一実施形態に係る波形鋼板耐震壁の初期弾性せん断剛性算出方法について説明する。 Next, a method for calculating the initial elastic shear stiffness of the corrugated steel shear wall according to an embodiment will be described.

例えば、上記式（１）に基づいて、半径ｒが同一の複数の開口部４０を波形鋼板３０の平板部３０Ｐに千鳥状に形成した場合、波形鋼板耐震壁１０の初期弾性せん断剛性Ｇは、下記式（３）から求めることができる。

ただし、
Ｌ：隣接する縦補強リブの間隔、若しくは隣接する縦補強リブと縦フランジの間隔
α ：水平方向に対して応力伝達部が傾斜する傾斜角度
Ｇ_０：開口部がない波形鋼板耐震壁の初期弾性せん断剛性
である。 For example, when a plurality of openings 40 having the same radius r are formed in a staggered pattern on the flat plate portion 30P of the corrugated steel plate 30 based on the above formula (1), the initial elastic shear rigidity G of the corrugated steel plate shear wall 10 is It can obtain | require from following formula (3).

However,
L: Spacing between adjacent longitudinal reinforcing ribs, or spacing between adjacent longitudinal reinforcing ribs and longitudinal flanges α: Inclination angle at which the stress transmission part is inclined with respect to the horizontal direction G ₀ : Initial elasticity of the corrugated steel shear wall without opening Shear stiffness.

ここで、上記式（３）について解説すると、式（３）では、図１０に示されるように、波形鋼板３０の平板部３０Ｐのうち、隣接する応力伝達部４２Ａ間の領域Ｑ（グレーの領域）に弾性せん断剛性がないものと仮定し、平板部３０Ｐに対する応力伝達部４２Ａの面積比率を低減率として、開口部４０がない場合の波形鋼板耐震壁１０の初期弾性せん断剛性Ｇ_０に乗じている。 Here, the above formula (3) will be explained. In the formula (3), as shown in FIG. 10, among the flat plate portions 30P of the corrugated steel sheet 30, a region Q (gray region) between adjacent stress transmission portions 42A. ) in assuming no elastic shear modulus, the area ratio of the stress transmission portion 42A with respect to the flat plate portion 30P as the reduction rate, multiplied by the initial elastic shear modulus G ₀ of corrugated steel shear wall 10 when there is no opening 40 Yes.

なお、式（３）におけるＬは、例えば、図３に示される縦補強リブ３６と縦フランジ３４の間の距離である。この場合、波形鋼板耐震壁１０の初期弾性せん断剛性Ｇ_０は、縦補強リブ３６と縦フランジ３４との間の波形鋼板３０（開口部４０なし）の初期弾性せん断剛性となる。また、Σ（２ｒ／ｓｉｎα）は、（２ｒ／ｓｉｎα）×（幅Ｌの平板部３０Ｐにある領域Ｑの総数）を意味する。 In addition, L in Formula (3) is the distance between the vertical reinforcement rib 36 and the vertical flange 34 which are shown by FIG. In this case, the initial elastic shear stiffness G ₀ of the corrugated steel shear wall 10 is the initial elastic shear stiffness of the corrugated steel plate 30 (without the opening 40) between the longitudinal reinforcing ribs 36 and the longitudinal flange 34. Σ (2r / sin α) means (2r / sin α) × (total number of regions Q in the flat plate portion 30P having the width L).

このように、式（３）を用いて波形鋼板耐震壁１０の初期弾性せん断剛性Ｇを算出することにより、波形鋼板耐震壁１０の設計が容易となる。 Thus, by calculating the initial elastic shear rigidity G of the corrugated steel shear wall 10 using the formula (3), the design of the corrugated steel shear wall 10 becomes easy.

なお、上記式（３）は、半径が同一の複数の開口部が規則的に波形鋼板の平板部に形成されている場合に用いることができ、例えば、上記式（２）に基づいて複数の開口部５０（図７参照）が平板部３０Ｐに形成された波形鋼板耐震壁にも用いることができる。 In addition, said Formula (3) can be used when the some opening part with the same radius is regularly formed in the flat plate part of a corrugated steel plate, for example, based on said Formula (2), a several The opening part 50 (refer FIG. 7) can be used also for the corrugated steel earthquake-resistant wall in which the flat plate part 30P was formed.

以上、本発明の一実施形態について説明したが、本発明はこうした実施形態に限定されるものでなく、上記実施形態及び各種の変形例を適宜組み合わせて用いても良いし、本発明の要旨を逸脱しない範囲において、種々なる態様で実施し得ることは勿論である。 As mentioned above, although one embodiment of the present invention was described, the present invention is not limited to such an embodiment, and the above embodiment and various modifications may be used in combination as appropriate, and the gist of the present invention will be described. Of course, various embodiments can be implemented without departing from the scope.

次に、載荷試験について説明する。 Next, the loading test will be described.

＜試験概要＞
本載荷試験では、実施例に係る試験体に対し、逆対称曲げを付加するように水平荷重を正負交互に繰り返し載荷した。水平荷重は変位制御とし、せん断変形角１，２，４，６（１／１０００ｒａｄ）について、それぞれ正負２回ずつ載荷した。 <Summary of test>
In this loading test, the horizontal load was repeatedly loaded alternately on the positive and negative sides so as to add antisymmetric bending to the test body according to the example. The horizontal load was displacement control, and the shear deformation angles 1, 2, 4, and 6 (1/1000 rad) were loaded twice positive and negative respectively.

＜試験体＞
図１１には、本載荷試験で用いた試験体６８の正面図、断面図、及び一部拡大正面図が示されている。試験体６８は、波形鋼板７０と、波形鋼板７０の上下方向の端部にそれぞれ設けられた横フランジ７２と、波形鋼板７０の幅方向の端部にそれぞれ設けられた縦フランジ７４と、波形鋼板７０の表面に設けられた４本の縦補強リブ７６を備えている。また、波形鋼板７０の各平板部７０Ｐには、半径１１ｍｍの複数の開口部８０が上記式（１）に基づいて千鳥状に形成されている。なお、開口部８０は、波形鋼板７０の全面に渡って形成されている。 <Test body>
FIG. 11 shows a front view, a cross-sectional view, and a partially enlarged front view of the test body 68 used in this loading test. The test body 68 includes a corrugated steel plate 70, a horizontal flange 72 provided at each end in the vertical direction of the corrugated steel plate 70, a vertical flange 74 provided at each end in the width direction of the corrugated steel plate 70, and a corrugated steel plate. Four vertical reinforcing ribs 76 are provided on the surface of 70. Further, in each flat plate portion 70P of the corrugated steel plate 70, a plurality of openings 80 having a radius of 11 mm are formed in a staggered pattern based on the above formula (1). The opening 80 is formed over the entire surface of the corrugated steel sheet 70.

試験体６８は、複数の開口部８０が形成された平鋼板を波形形状に折り曲げ加工して波形鋼板７０を形成し、この波形鋼板７０に横フランジ７２、縦フランジ７４、及び縦補強リブ７６を溶接することにより製造した。なお、平板部７０Ｐの面積に対する開口部８０の開口面積の比率（開口率）は約４０％である。また、各種部材の寸法等は、図１１及び下記表１に示される通りである。 The test body 68 is formed by bending a flat steel plate having a plurality of openings 80 into a corrugated shape to form a corrugated steel plate 70. The corrugated steel plate 70 is provided with a horizontal flange 72, a vertical flange 74, and a vertical reinforcing rib 76. Manufactured by welding. The ratio (opening ratio) of the opening area of the opening 80 to the area of the flat plate portion 70P is about 40%. The dimensions of various members are as shown in FIG. 11 and Table 1 below.

＜試験結果＞
図１２には、試験体６８の水平荷重とせん断変形角との関係が示されている。また、図１２には、上記式（３）を用いて算出した試験体６８の初期弾性せん断剛性Ｇが示されている。 <Test results>
FIG. 12 shows the relationship between the horizontal load of the test body 68 and the shear deformation angle. FIG. 12 shows the initial elastic shear stiffness G of the test body 68 calculated using the above equation (3).

図１２から分かるように、試験体６８が、開口部がない一般的な波形鋼板耐震壁と同様の紡錘形の履歴ループを描いた。このことから、試験体６８が、開口部がない一般的な波形鋼板耐震壁と同等の力学的性状を有することが確認できる。 As can be seen from FIG. 12, the test body 68 depicted a spindle-shaped hysteresis loop similar to a general corrugated steel shear wall without an opening. From this, it can confirm that the test body 68 has a mechanical property equivalent to the general corrugated steel shear wall without an opening part.

また、上記式（３）を用いて算出した試験体６８の初期弾性せん断剛性Ｇが、試験体６８の初期せん断剛性に近似する結果となった。このことから、下記式（３）の妥当性が確認できる。 In addition, the initial elastic shear stiffness G of the test body 68 calculated using the above formula (3) approximated the initial shear stiffness of the test body 68. From this, the validity of the following formula (3) can be confirmed.

１０波形鋼板耐震壁
１４柱
１６梁（水平部材）
３０波形鋼板
３０Ｐ平板部
３４縦フランジ（縦材）
３６縦補強リブ（縦材）
４０開口部
４２Ａ応力伝達部
４２Ｂ応力伝達部
５０開口部
５２Ａ応力伝達部
６０開口部
６２開口部
６４開口部 10 Corrugated steel shear wall 14 Column 16 Beam (horizontal member)
30 Corrugated Steel Plate 30P Flat Plate 34 Vertical Flange (Vertical Material)
36 Longitudinal reinforcement rib (longitudinal)
40 opening portion 42A stress transmission portion 42B stress transmission portion 50 opening portion 52A stress transmission portion 60 opening portion 62 opening portion 64 opening portion

Claims

Corrugated steel plates attached to the upper and lower horizontal members laid between a pair of pillars with the width direction being the axial direction of the horizontal members;
A longitudinal member that is provided in the corrugated steel sheet with a longitudinal direction in the vertical direction and spaced in the width direction, and transmits the stress transmitted from the corrugated steel sheet to the column or the horizontal member,
By forming a plurality of openings in the corrugated steel sheet, the horizontal member is provided between the openings and extends in an inclined direction inclined in the opposite direction with respect to the vertical direction, and generates stress generated between the openings. Or a plurality of stress transmission parts that transmit to the longitudinal member;
Corrugated steel shear wall with

2. The corrugated steel sheet according to claim 1, wherein the openings are circular holes having the same radius, and are arranged in a staggered manner so that a flat plate portion between creases in the corrugated steel sheet satisfies the formula (1). Seismic wall.

The opening is a circular hole having the same radius, and is arranged in the vertical direction and the width direction so that a flat plate portion between creases in the corrugated steel sheet satisfies the formula (2). Corrugated steel shear wall as described.

The initial elastic shear rigidity calculation method of the corrugated steel shear wall according to claim 2 or claim 3, wherein the initial elastic shear rigidity G of the corrugated steel shear wall is calculated from the equation (3).

However,
L: Spacing between adjacent longitudinal members α: Inclination angle at which the stress transmission part inclines with respect to the horizontal direction G ₀ : Initial elastic shear rigidity of the corrugated steel shear wall having no opening.