JP4937833B2 - Load-bearing wall parallel type wall structure and building structure - Google Patents

Description

本発明は、スチールハウス等の建築構造物に適用可能な耐力壁並列式の壁構造および建築構造物に関する。   The present invention relates to a load-bearing wall parallel type wall structure and a building structure that can be applied to a building structure such as a steel house.

一般に、地震時における建築構造物の耐震性能を検討する場合、各階ごと，計算する方向に定義される剛性率が考慮され、剛性率が０．６を下回らないように設計される。剛性率の特に小さい建築物の地震時の振動性状は、特に小さい剛性率の階に地震のエネルギーが集中し、過大な水平変形が生じるという問題がある。
また、地震力は、階の重心に作用するため、重心と剛心の位置が一致しないと、建築構造物は水平方向に変形するほか、剛心まわりに回転する。重心と剛心とのずれによる偏心が大きい建築物にあっては、図２２（ｂ）に示すように、参照建築物の隅部で部分的に過大な変形が強いられる部材が生じ、それらの部材に損傷が生じることになる。
そのため、各階の偏心率Ｒｅが１００分の１５を超えないように設計されている。
また、剛性率Ｒｓに応じたＦｓ値（１．０≦Ｆｓ＜２．０）と、偏心率Ｒｅに応じたＦｅ値（１．０≦Ｆｅ≦１．５）を乗じて算出される形状係数Ｆｅｓ（Ｆｅｓ＝（Ｆｓ値）・（Ｆｅ値））を算出している。前記の形状係数Ｆｅｓは、建築物の立面的および平面的な耐震要素の偏りによる必要保有水平力の割り増し係数であり、Ｆｅｓ（１．０≦Ｆｅｓ＜３．０）を設計に取り入れられている。例えば、図２２（ａ）に示すように、建築構造物４９において、特に剛性率Ｒｓの小さい階が存在すると、地震時において水平力が作用した場合に、剛性率の小さい階に変形が集中し、剛性率の小さい階に被害が大きくなることも知られている。 In general, when examining the seismic performance of a building structure during an earthquake, the rigidity defined in the direction of calculation is taken into consideration for each floor, and the rigidity is designed not to be less than 0.6. The vibration characteristics of a building with a particularly low rigidity at the time of an earthquake have a problem that an excessive horizontal deformation occurs due to the concentration of the earthquake energy on a floor with a particularly low rigidity.
In addition, since the seismic force acts on the center of gravity of the floor, if the center of gravity and the position of the rigid center do not coincide, the building structure is deformed in the horizontal direction and rotates around the rigid center. In a building having a large eccentricity due to the deviation between the center of gravity and the rigid center, as shown in FIG. 22 (b), there are members that are forced to be partially deformed excessively at the corners of the reference building. The member will be damaged.
Therefore, it is designed so that the eccentricity Re of each floor does not exceed 15/100.
Also, a shape factor calculated by multiplying the Fs value (1.0 ≦ Fs <2.0) corresponding to the rigidity Rs and the Fe value (1.0 ≦ Fe ≦ 1.5) corresponding to the eccentricity Re Fes (Fes = (Fs value) · (Fe value)) is calculated. The shape factor Fes is an additional factor of necessary horizontal force due to the bias of the vertical and planar seismic elements of the building, and Fes (1.0 ≦ Fes <3.0) is incorporated into the design. Yes. For example, as shown in FIG. 22 (a), if there is a floor having a small rigidity Rs in the building structure 49, when a horizontal force acts during an earthquake, deformation concentrates on the floor having a small rigidity. It is also known that damage is increased on floors with low rigidity.

例えば、スチールハウス（スチールハウスは普通、板厚０．８ｍｍ以上、２．３ｍｍ未満の薄板軽量形鋼による枠材と、この枠材に構造用面材を組み合わせて構成される鉄鋼系パネル構造の建物と定義される。）等の狭小間口の建築構造物では、図１３（ａ）に示すように、南面に開口部４６を大きくとることから、耐力壁１２ｂが南面に十分配置できず、建物４９における水平構面内の重心Ｇと、耐力壁の配置で決まる建物の剛心Ｋとがずれることから、（Ａ）水平構面内での問題として、地震時等に建物に水平力が作用した場合、建物全体がねじれる傾向にある。   For example, a steel house (a steel house usually has a steel panel structure constructed by combining a frame material made of thin lightweight steel with a plate thickness of 0.8 mm or more and less than 2.3 mm, and a structural surface material on the frame material. As shown in FIG. 13 (a), since the opening 46 is made large on the south surface, the bearing wall 12b cannot be sufficiently arranged on the south surface. Since the center of gravity G in the horizontal construction plane at 49 and the rigid center K of the building determined by the placement of the bearing walls deviate, (A) As a problem in the horizontal construction plane, horizontal force acts on the building during an earthquake, etc. In this case, the whole building tends to be twisted.

前記のような建物全体のねじれによる耐震性能の低下を防ぐには、（１）図１３（ｂ）に斜線で示すように、平面視で耐力壁の設置箇所の少ない側における耐力壁１２ｂ自体の剛性と耐力を割り増すことにより、平面視で、建物の重心Ｇと、剛心Ｋとを近づけることが考えられる。   In order to prevent the deterioration of the seismic performance due to the torsion of the entire building as described above, (1) As shown by the oblique lines in FIG. 13 (b), the load bearing wall 12b itself on the side where the bearing wall is few in plan view is shown. It can be considered that the center of gravity G of the building and the rigid center K are brought closer to each other in plan view by increasing the rigidity and the proof stress.

前記の耐力壁１２ｂの剛性と耐力を高める手段として、薄板軽量形鋼および構造用面材を使用した鉄鋼系パネル系の耐力壁パネルでは、構造用面材を薄板軽量形鋼に固定する場合に、構造用面材を薄板軽量形鋼に固定するための、ドリルねじのピッチを細かいピッチにすることにより、耐力壁パネルの剛性および耐力を高めることができる。   As a means for increasing the rigidity and proof strength of the load bearing wall 12b, in the case of a steel panel-based load bearing wall panel using thin lightweight steel and structural face material, when fixing the structural face material to the thin light weight shape steel, The rigidity and proof stress of the load-bearing wall panel can be increased by making the pitch of the drill screw fine for fixing the structural face material to the thin lightweight steel.

前記のように、構造用面材を留め付けるドリルねじのピッチを小さくして、ドリルねじの本数を増やす方法により耐力壁パネルの剛性および耐力を高めることができるが、このようにした場合、図１４（ａ）に示す変形状態およびその耐力―変形曲線を示す図１４（ｃ）の曲線Ｂに示すように、構造用面材を留め付けるドリルねじのピッチを小さくしない場合を示す図１４（ｂ）に示す変形状態および図１４（ｃ）の曲線Ａに比べて、壁パネル１２ｂの最大耐力も増加してしまうため、これに見合うように、アンカーボルト等の金物を高強度の金物としなければならないと共に、耐力壁パネルの縦枠材を高強度の縦枠材とし、コンクリート基礎あるいは梁をより高強度の基礎あるいは梁となるように増大するようになり、前記のように各階を補強するようにすると、薄板軽量形構造の３階〜５階建ての建物ではコストが上がるという問題がある。   As described above, the rigidity and proof stress of the load-bearing wall panel can be increased by reducing the pitch of the drill screws for fastening the structural face material and increasing the number of drill screws. FIG. 14B shows a case where the pitch of the drill screw for fastening the structural face material is not made small, as shown by a curve B in FIG. 14C showing the deformation state and its proof stress-deformation curve shown in FIG. ) And the curve A of FIG. 14C, the maximum proof stress of the wall panel 12b is also increased. To meet this, a hardware such as an anchor bolt must be a high-strength hardware. In addition, the vertical frame material of the load-bearing wall panel is changed to a high-strength vertical frame material, and the concrete foundation or beam is increased to become a higher-strength foundation or beam. If so as to strength, there is a problem that the cost increases in the building of the third floor and 5 floors of thin lightweight shaped structure.

また、耐力壁を２列以上並列させることで重心と剛心の位置を一致させ耐震性能を向上させるという事例は、設計・施工が複雑となり、コストが上がるという問題があることから、薄板軽量形構造においては、従来は、その発想に至っていない。   In addition, the case of improving the seismic performance by aligning the center of gravity and the position of the rigid core by arranging two or more load bearing walls in parallel has the problem that the design and construction are complicated and the cost increases. Conventionally, the idea has not been reached in the structure.

すなわち、図１３（ｃ）と図１７および図１８に示すように、耐力壁を２列並設する場合を、従来技術の範囲で仮に考えてみると、耐力壁直下に薄板軽量形鋼の側根太（または端根根太）が耐力壁縦枠の軸力で押し潰されないようにするため、強固な圧縮補強金物を配置する必要があり、側根太（または端根太）の形鋼構成が複雑化する。
例えば、図１７および図１８に示すように、下階側耐力壁としての下階側壁パネル１２における縦枠材１１と、上階側壁パネル１８における縦枠材１１とに、ホールダウン金物３０，３１を取付け、前記の各ホールダウン金物３０，３１相互をボルト２８およびこれに装着されるナット２９により連結し、上階側壁パネル１８の縦枠材１１を接合金具１を介して下階側壁パネル１２における縦枠材１１を接合し、ホールダウン金物３０，３１とボルト２８とにより引張力に抵抗する構造の耐力壁１２ａ，ｂに並列配置する調整用耐力壁４５ａを増設することが考えられるが、前記ホールダウン金物３０，３１は、圧縮力を支持できないため、床パネル４０内に圧縮補強金物５０を介在させて、圧縮力と引張力の伝達可能な構造とする必要がある。このような構造とした場合、実用上、調整用耐力壁４５が近接した状態であり、ホールダウン金物３０，３１を縦枠材１１に固定する必要があるが、狭隘な構造になるので、ホールダウン金物３０，３１の縦部分を縦枠材１１のウェブに固定するための、ドリルねじ２４の打設作業が困難になるという問題があるばかりでなく、施工コストが格段に高くなる。
That is, as shown in FIG. 13 (c), FIG. 17 and FIG. 18, the case where two rows of load bearing walls are arranged side by side is considered within the scope of the prior art. In order to prevent the joist (or end joist) from being crushed by the axial force of the load-bearing wall vertical frame, it is necessary to arrange strong compression reinforcement hardware, and the shape of the side joist (or end joist) is complicated. To do.
For example, as shown in FIGS. 17 and 18, hole down hardware 30, 31 is provided on the vertical frame member 11 in the lower floor side wall panel 12 as the lower floor side load bearing wall and the vertical frame member 11 in the upper floor side wall panel 18. Are attached to each other by bolts 28 and nuts 29 attached thereto, and the vertical frame member 11 of the upper floor side wall panel 18 is connected to the lower floor side wall panel 12 via the joint fitting 1. It is conceivable to add a load bearing wall 45a for adjustment arranged in parallel to the load bearing walls 12a, 12b having a structure that resists the tensile force by the hole-down hardware 30, 31 and the bolt 28. the hold-down hardware 30 and 31, can not support compressive forces necessary with intervening compression reinforcement hardware 50 within the floor panels 40, a transmissible structure of compressive force and tensile force there . In such a structure, the adjustment bearing wall 45 is practically in close proximity and the hole-down hardware 30, 31 needs to be fixed to the vertical frame member 11. However, since the structure is narrow, In addition to the problem that the drilling operation of the drill screw 24 for fixing the vertical portions of the down hardware 30 and 31 to the web of the vertical frame member 11 becomes difficult, the construction cost is remarkably increased.

なお、図１７および図１８に示す形態では、側根太（または端根太）１６内に、短尺の薄板軽量形鋼を縦向きにした圧縮補強金物５０を配置してあり、側根太（または端根根太）１６に間隔をおいて対称に配置される内側の側根太（または端根太）梁材１６ａである。   In the form shown in FIG. 17 and FIG. 18, a compression reinforcement hardware 50 in which a short thin lightweight steel is vertically oriented is arranged in the side joist (or end joist) 16. This is an inner side joist (or end joist) beam member 16a that is arranged symmetrically with a joist (16).

また、図１９および図２０に示すように、床組内部に別個に配置される圧縮補強金物に代えて、鋼管からなる筒状体２５の上下にフランジ２６を設けてフランジ付筒状体２７を構成し、そのフランジ付筒状体２７内に連結ボルト２８を配置すると共に上下のホールダウン金物３０，３１を前記連結ボルト２８にねじ込むナット２９により連結する形態の接合構造も知られている（例えば、特許文献１参照）。   In addition, as shown in FIGS. 19 and 20, instead of the compression reinforcement hardware separately disposed inside the floor assembly, flanges 26 are provided on the upper and lower sides of the tubular body 25 made of a steel pipe so that the flanged tubular body 27 is provided. There is also known a joining structure in which the connecting bolt 28 is disposed in the flanged cylindrical body 27 and the upper and lower hole-down hardware 30, 31 are connected by a nut 29 screwed into the connecting bolt 28 (for example, , See Patent Document 1).

この図１７、図１９および図２０に示すような２つのホールダウン金物と連結ボルト・ナットの３つの金物からなる接合金物を使用した接合構造においては、地震あるいは風による水平力が作用した場合、主として引張力しか伝達できないため、圧縮力を床組み部分で伝達するようになり、上下階壁パネルの縦枠スタッドに挟まれる床組み内部に圧縮補強金物を挿入するなど複雑な工夫を必要とし、ピース数が増大し、設計・施工が複雑となる。   In the joint structure using the joint hardware composed of the two hole-down hardware and the three joint bolts and nuts as shown in FIGS. 17, 19 and 20, when a horizontal force due to an earthquake or wind acts, Since only the tensile force can be transmitted mainly, the compressive force is transmitted in the floor frame part, and complicated measures such as inserting compression reinforcement hardware inside the floor frame sandwiched between the vertical frame studs of the upper and lower floor wall panels are required. The number of pieces increases and the design and construction become complicated.

このため、現実としてスチールハウスにおいては、耐力壁を２列以上並列させることで重心と剛心の位置を一致させ耐震性能を向上させるという事例は、設計・施工が複雑となり、コストが上がるという問題があることから、従来は事例が無く、またその発想も得られなかった。
特開２００５−３２０８６０号公報 特開平１０−３１１１１０号公報 For this reason, in reality, in steel houses, the case where the position of the center of gravity matches the position of the rigid core by paralleling two or more rows of bearing walls to improve the earthquake resistance performance is a problem that the design and construction becomes complicated and the cost increases. In the past, there were no cases and ideas were not obtained.
JP 2005-320860 A Japanese Patent Laid-Open No. 10-311110

前記のように、対向する壁相互間において開口部を有する建物では、（Ａ）水平構面内での問題として、地震時あるいは風荷重が建物に作用した場合に、建物全体のねじれを防止するために、剛心と重心を近づける手段として、耐力壁の最大耐力を増加させないで、安価に施工できる壁構造が望まれている。
また、（Ｂ）垂直構面内の問題として、図１２（ａ）に示すように、耐力壁１２ｂを順次上層階に配置する場合、垂直方向についても、同様な耐力壁１２ｂが１階から上層階までほぼ一直線に耐力壁１２ｂが配置されるため、設計外力に対する耐力壁１２ｂの剛性の比率が下層よりも上層で大きくなり、層間変形角（δ／ｈ）が下層階側で大きく、上層階側で小さくなり、耐震性能が低下する。この耐震性能の低下を防止するために、下層階の剛性と強度を割り増して、図１２（ｂ）に示すように、高さ方向の層間変形角を近づける必要があった。しかし、下層階の耐力壁を増設することは、薄板軽量形構造の耐力壁では、圧縮補強金物２７を配置する形態では、構造が複雑になり、施工が困難であるという問題がある。 As described above, in a building having an opening between opposing walls, (A) as a problem in the horizontal plane, torsion of the entire building is prevented when an earthquake or wind load acts on the building. Therefore, a wall structure that can be constructed at low cost without increasing the maximum proof stress of the load bearing wall is desired as a means for bringing the rigid core and the center of gravity closer.
Further, (B) as a problem in the vertical composition plane, when the load bearing walls 12b are sequentially arranged on the upper floor as shown in FIG. 12A, the same load bearing walls 12b are arranged from the first floor to the upper floor in the vertical direction. Since the bearing walls 12b are arranged substantially in a straight line up to the floor, the ratio of the rigidity of the bearing walls 12b to the design external force is larger in the upper layer than in the lower layer, and the interlayer deformation angle (δ / h) is larger on the lower floor side. It becomes smaller on the side and the seismic performance decreases. In order to prevent this deterioration in seismic performance, it was necessary to increase the rigidity and strength of the lower floors and bring the interlayer deformation angle in the height direction closer as shown in FIG. However, the addition of the load-bearing wall on the lower floor has a problem that, in the load-bearing wall having a thin and light-weight structure, the structure becomes complicated and the construction is difficult in the form in which the compression reinforcing hardware 27 is arranged.

本発明者は、前記の問題点を種々検討すると共に、特開２００５−３２０８６０号に開示の接合部金物を使用し、かつ薄板軽量溝形鋼の耐力壁を並列配置する場合において、側根太（端根太）の圧縮補強金物を設置することなく、あるいは圧縮補強金物を挿入した場合でも簡易な構造とすることで、設計・施工を簡易にして、安価に剛心と重心を近づける壁構造の実現が可能になることを見い出し、本発明を完成させた。
また、耐力壁を並設し、建物の平面方向、および、高さ方向の剛性バランスを調整し、建物の耐震性能を向上させることが可能な結論を得た。
また、建物全体の耐力が不足する場合、外壁や内壁に、さらにその内側に調整用耐力壁を追加・並列させることで、建物の耐震性能を向上させることが可能な結論に至った。
本発明は、前記の問題点を有利に解決することが可能で、建物の耐震性能を向上させることが可能な、壁構造および建築構造物を提供することを目的とする。 The present inventor examines the above-mentioned problems in various ways, uses the joint metal part disclosed in Japanese Patent Application Laid-Open No. 2005-320860, and arranges the load-bearing walls of thin lightweight grooved steel in parallel. By installing a simple structure without installing compression reinforcement hardware or inserting compression reinforcement hardware, it is possible to simplify the design and construction, and realize a wall structure that can bring the rigid core and the center of gravity closer together at low cost. The present invention has been completed.
In addition, we concluded that it is possible to improve the seismic performance of the building by arranging bearing walls in parallel and adjusting the rigidity balance in the plane direction and height direction of the building.
In addition, when the building's overall strength was insufficient, the conclusion was reached that the building's seismic performance could be improved by adding and arranging an additional load-bearing wall inside and outside the outer and inner walls.
An object of this invention is to provide the wall structure and building structure which can solve the said problem advantageously and can improve the seismic performance of a building.

前記の課題を有利に解決するために、第１発明の耐力壁並列式の壁構造においては、構造用面材を薄板軽量形鋼にドリルねじ接合して構成される薄板軽量形鋼造の耐力壁を用いると共に室内空間を挟んで間隔をおいて対向するように前記耐力壁による第１耐力壁と第２耐力壁を設けた壁構造において、建物全体の水平構面内の重心と剛心のずれによる偏心を解消または前記剛心と重心を近づけるためおよび建物の高さ方向の剛性バランスを調整すると共に建物の耐震性能を向上させるために、前記第１耐力壁と前記第２耐力壁のうち少なくとも前記第１耐力壁の室内側に、前記第１耐力壁とは別個の調整用耐力壁を前記第１耐力壁に近接した状態で並列して設置したことを特徴とする。
また、第２発明では、構造用面材を薄板軽量形鋼にドリルねじ接合して構成される薄板軽量形鋼造の耐力壁を用いると共に室内を挟んで間隔をおいて対向するように第１耐力壁と第２耐力壁を設けた壁構造において、建物全体の強度と剛性を上げるために、建物の全体または一部の前記第１耐力壁と前記第２耐力壁のうち少なくとも前記第１耐力壁の室内側に近接した状態で間隔をおいて、前記第１耐力壁とは別個の調整用耐力壁を並列して設置したことを特徴とする。
また、第３発明では、第１発明または第２発明の耐力壁並列式の壁構造において、上階側および下階側の各第１耐力壁および第２耐力壁における縦枠材相互と、上階側および下階側の各調整用耐力壁における縦枠材相互とは、軸力を直接伝達する金物を介して連結され、上階側および下階側の各耐力壁の間に配置される側根太または端根太には、側根太または端根太内に圧縮補強金物が配置されていないことを特徴とする。
また、第４発明の建築構造物では、第１発明〜第３発明のいずれかの耐力壁並列式の壁構造を備えていることを特徴とする。
In order to solve the above-mentioned problem advantageously, in the wall structure of the load-bearing wall side-by-side structure of the first invention, the strength of the thin lightweight steel structure constructed by drilling the structural face material to the thin lightweight steel. In the wall structure in which the first load bearing wall and the second load bearing wall are provided so as to be opposed to each other with a space in between the interior space , the center of gravity and the rigid center of the horizontal building surface of the entire building are provided. Of the first load bearing wall and the second load bearing wall , in order to eliminate eccentricity due to displacement or to bring the rigid core closer to the center of gravity and to adjust the rigidity balance in the height direction of the building and to improve the earthquake resistance of the building An adjustment load-bearing wall separate from the first load-bearing wall is installed in parallel in a state close to the first load-bearing wall at least on the indoor side of the first load-bearing wall.
In the second aspect of the invention, the thin plate lightweight steel structure bearing wall constructed by drilling the structural face material to the thin plate lightweight section steel is used , and the first is so as to be opposed to each other with a space in between. In the wall structure provided with the bearing wall and the second bearing wall, in order to increase the strength and rigidity of the entire building, at least the first bearing wall of the first bearing wall and the second bearing wall of the whole or a part of the building. A load-bearing wall for adjustment, which is separate from the first load-bearing wall, is installed in parallel with a space in the state of being close to the indoor side of the wall.
Further, in the third invention, in the wall structure of the load bearing wall parallel type according to the first invention or the second invention, the vertical frame members in the first and second load bearing walls on the upper floor side and the lower floor side, The vertical frame members in the adjustment load bearing walls on the floor side and the lower floor side are connected to each other through hardware that directly transmits the axial force, and are arranged between the load bearing walls on the upper floor side and the lower floor side. The side joist or the end joist is characterized in that no compression reinforcement hardware is arranged in the side joist or the end joist.
The building structure according to the fourth aspect of the invention is characterized by comprising the load-bearing wall parallel type wall structure according to any one of the first to third aspects of the invention.

第１発明によると、構造用面材を薄板軽量形鋼にドリルねじ接合される薄板軽量形鋼造の耐力壁を用いる壁構造において、建物全体の水平構面内の重心と剛心のずれによる偏心および建物の高さ方向の剛性バランスを調整すると共に建物の耐震性能を向上させるために、第１耐力壁が少ない箇所に、前記第１耐力壁とは別個の調整用耐力壁を並列して設置したので、耐力壁が少ない箇所に、別個に調整用耐力壁を並列して設置することにより、容易に水平構面内の重心と剛心のずれによる偏心を調整して、水平構面内における重心および剛心を一致させるようにして、重心と剛心のずれによる偏心を解消し、建築構造物の耐震性能を向上させることができ、地震時あるいは風荷重時に建築構造物に水平力が作用するようになっても、建築構造物が捩れるのを防止することができ、建築構造物の耐震性能を容易に向上させることができ、また設計も容易である。
したがって、例えば、建築構造物における水平構面内において、開口部の存在により、平面的に建物の重心と剛心とがずれるような建築構造物であっても、開口部側の耐力壁に間隔をおいて独立した調整用耐力壁を増設して、建物の重心と剛心のずれによる偏心を解消し、これらを一致させるようにすることができ、地震時等に水平力が作用した場合、建築構造物の捩れを防止して、建築構造物の耐震性能を容易に向上させることができる。
第２発明によると、構造用面材を薄板軽量形鋼にドリルねじ接合して構成される薄板軽量形鋼造の耐力壁を用いる壁構造において、建物全体の強度と剛性を上げるために、建物の全体または一部の第１耐力壁に間隔をおいて、前記第１耐力壁とは別個の調整用耐力壁を並列して設置したので、単に、第１耐力壁に間隔をおいて、調整用耐力壁を、建物の全体の第１耐力壁に間隔をおいて設置したり、建物の一部の第１耐力壁に間隔をおいて調整用耐力壁を設置するだけで、建物全体の強度と剛性を容易に向上させることができる。
第３発明によると、上階側および下階側の各第１耐力壁における縦枠材相互と、上階側および下階側の各調整用耐力壁における縦枠材相互とは、軸力を直接伝達する接合金物を介して連結され、上階側および下階側の各耐力壁の間に配置される側根太または端根太には、側根太または端根太内に圧縮補強金物が配置されていないので、上下階の耐力壁相互間を直接軸力の伝達可能な構造とすることができ、また、側根太または端根太には、側根太または端根太内に圧縮補強金物が配置されていないので、簡単な構造で施工も容易な構造とすることができ、経済的に施工可能な壁構造とすることができる。 According to the first aspect of the present invention, in the wall structure using the thin-walled lightweight steel structure bearing wall in which the structural face material is drilled and joined to the thin-walled lightweight steel, the center of gravity in the horizontal plane of the entire building and the rigid center are shifted. In order to adjust the eccentricity and the rigidity balance in the height direction of the building and improve the earthquake resistance of the building, an adjustment bearing wall separate from the first bearing wall is provided in parallel at a place where the first bearing wall is small. Because it is installed, the eccentricity due to the deviation of the center of gravity and the rigid center in the horizontal surface can be easily adjusted by installing the load bearing wall for adjustment separately in a place with few bearing walls. By aligning the center of gravity and the rigid center of the building, the eccentricity caused by the deviation of the center of gravity and the center of gravity can be eliminated, and the earthquake resistance of the building structure can be improved, and the horizontal force is applied to the building structure during an earthquake or wind load. Even if it comes to work, the building structure It is possible to prevent that the twisting, the seismic performance of building structures can be easily improved and it is easy to design.
Therefore, for example, even in a building structure in which the center of gravity of the building and the rigid center deviate in plan due to the presence of the opening in the horizontal surface of the building structure, the gap is separated from the load bearing wall on the opening side. In addition, an independent load bearing wall can be added to eliminate the eccentricity caused by the deviation of the center of gravity and rigid center of the building, and these can be matched.If a horizontal force is applied during an earthquake, etc. It is possible to easily improve the earthquake resistance of the building structure by preventing the twisting of the building structure.
According to the second aspect of the present invention, in a wall structure using a thin plate lightweight section steel bearing wall constructed by drilling a structural face material to a thin sheet lightweight section steel, in order to increase the strength and rigidity of the entire building, Since the load-bearing wall for adjustment, which is separate from the first load-bearing wall, is disposed in parallel with a space between the first load-bearing wall or a part of the first load-bearing wall, the adjustment is simply performed with the space between the first load-bearing walls. Simply install a load bearing wall at an interval to the first load bearing wall of the entire building, or install an adjustment load bearing wall at an interval to the first load bearing wall of a part of the building. And rigidity can be improved easily.
According to the third invention, the vertical frame members in the first load bearing walls on the upper floor side and the lower floor side and the vertical frame members in the adjustment load bearing walls on the upper floor side and the lower floor side have an axial force. The side joists or end joists placed between the bearing walls on the upper and lower floors are connected via joint hardware that directly transmits them, and compression reinforcement hardware is arranged in the side joists or end joists. Therefore, it is possible to make a structure capable of transmitting axial force directly between the bearing walls of the upper and lower floors, and the side joists or end joists have no compression reinforcement hardware in the side joists or end joists. Therefore, it is possible to provide a simple structure and a structure that can be easily constructed, and a wall structure that can be economically constructed.

第４発明によると、建物における第１耐力壁に間隔をおいて調整用耐力壁を設置するだけで、建築構造物における水平構面内における重心と剛心のずれによる偏心を解消し、捩れにくい耐震性能の高い建築構造物としたり、上下方向の建物の強度または剛性を高めた耐震性能の高い建築構造物とすることができる。   According to the fourth aspect of the present invention, the eccentric bearing due to the deviation of the center of gravity and the rigid center in the horizontal surface of the building structure is eliminated by simply installing the adjusting bearing wall at an interval from the first bearing wall in the building, and it is difficult to twist. It can be set as the building structure with high earthquake resistance, or it can be set as the building structure with high earthquake resistance which raised the intensity | strength or rigidity of the building of an up-down direction.

次に、本発明を図示の実施形態に基づいて詳細に説明する。     Next, the present invention will be described in detail based on the illustrated embodiment.

図１〜図８には、本発明の第１実施形態の壁構造およびこれを備えた第１および第２実施形態の建築構造物４９並びにこれらに使用される接合金物１が示されている。   1 to 8 show a wall structure according to a first embodiment of the present invention, a building structure 49 according to the first and second embodiments including the wall structure, and a joint hardware 1 used for these.

図１（ａ）（ｂ）に示す形態では、３階の建築構造物４９を構築する場合を示したもので、１階から３階における南側には、それぞれ開口部４６が形成されている形態の建築構造物４９の耐震性能を向上させた形態である。   1 (a) and 1 (b) show a case where a building structure 49 on the third floor is constructed, and an opening 46 is formed on each of the south sides of the first to third floors. This is a form in which the seismic performance of the building structure 49 is improved.

図１（ａ）では、北側における外側に広幅外側耐力壁（第１耐力壁）１２ａを設置し、北側に調整用耐力壁４５を設けないようにした形態であり、図１（ｂ）では、北側の狭巾外側耐力壁（第１耐力壁）１２ａに間隔をおいて、狭巾の調整用耐力壁４５を設置している形態である。図１（ａ）（ｂ）における上下階の各耐力壁相互の接合構造に使用する接合金物は、同様の構造である。   In FIG. 1 (a), a wide outer bearing wall (first bearing wall) 12a is installed on the outside on the north side, and the adjustment bearing wall 45 is not provided on the north side. In FIG. 1 (b), This is a mode in which a narrow adjustment bearing wall 45 is provided at an interval from the north narrow outer bearing wall (first bearing wall) 12a. The joint hardware used for the joint structure between the bearing walls on the upper and lower floors in FIGS. 1A and 1B has the same structure.

図１（ａ）では、各階の北側の耐力壁は、開口部４６のない形態の広幅外側耐力壁１２ａとされ、１階の広幅外側耐力壁１２ａの下部は、コンクリート基礎４１に埋め込み固定されたアンカーボルト４２（図６参照）により、適宜ホールダウン金物４３等の接合金具を介して固定されている。また、下階側の広幅外側耐力壁１２ａと、上階側の広幅外側耐力壁１２ａとは、図７から図１０に示す接合金具１（詳細は後記する。）により、圧縮力および引張力を、上下階の耐力壁１２ａにおける各縦枠材１１に直接伝達可能な接合構造とされている。   In FIG. 1A, the north side bearing wall of each floor is a wide outer bearing wall 12a having no opening 46, and the lower part of the first floor wide outer bearing wall 12a is embedded and fixed in a concrete foundation 41. An anchor bolt 42 (see FIG. 6) is appropriately fixed via a joint fitting such as a hole-down hardware 43. Moreover, the wide outer bearing wall 12a on the lower floor side and the wide outer bearing wall 12a on the upper floor side are provided with a compressive force and a tensile force by the joint fitting 1 (details will be described later) shown in FIGS. The joint structure is capable of transmitting directly to the vertical frame members 11 in the bearing walls 12a on the upper and lower floors.

また、各階の南側の開口部４６に隣接する第１耐力壁としての下階側の外側耐力壁（１階外側耐力壁）１２ｂの下部は、前記と同様にコンクリート基礎４１に埋め込み固定されたアンカーボルト４２により、適宜ホールダウン金物４３等の接合金具を介して固定されている。   In addition, the lower part of the lower bearing wall (first floor outer bearing wall) 12b as the first bearing wall adjacent to the opening 46 on the south side of each floor is embedded and fixed to the concrete foundation 41 in the same manner as described above. The bolt 42 is appropriately fixed via a joint fitting such as a hole-down hardware 43 or the like.

また、床パネル４０を挟んで、１階の第１耐力壁１２ａと、２階の第１耐力壁１２ａとは、図７から図１０に示す圧縮力および引張力を伝達可能な接合金物１により連結され、同様に、２階以上の階層間において、下階の狭巾の第１耐力壁１２ｂと、上階の狭巾の第１耐力壁１２ｂ相互は、図７から図１０に示す接合金物１により接合されている。   Further, the first load-bearing wall 12a on the first floor and the first load-bearing wall 12a on the second floor are sandwiched by the metal fitting 1 capable of transmitting the compressive force and the tensile force shown in FIGS. Similarly, between the two or more floors, the narrow first bearing wall 12b on the lower floor and the narrow first bearing wall 12b on the upper floor are joined to each other as shown in FIGS. 1 is joined.

そして、本発明では、前記の南側の開口部４６により、各階の水平構面内において、建物の重心Ｇと、剛心Ｋとがずれにより偏心している場合にこれらを一致または近づけるために、南側の開口部４６に隣接する狭巾第１耐力壁１２ｂに近接した間隔をおいて、前記の狭巾第１耐力壁１２ｂと同様な仕様の耐力壁で、同様な剛性の耐力壁からなる狭巾の調整用耐力壁４５が、３階を除く、各階に設置されている。
前記のように、狭巾第１耐力壁１２ａと同様な構成の狭巾調整用耐力壁４５を配置するようにすると、設計および増設が容易である。 In the present invention, the south side opening 46 allows the center of gravity G of the building and the rigid center K to be aligned or brought close to each other in the horizontal plane of each floor in order to match or approach the south side. Narrow width formed by a load bearing wall having the same specifications as the narrow first load bearing wall 12b with a space close to the narrow first load bearing wall 12b adjacent to the opening 46 of the same. Are installed on each floor except for the third floor.
As described above, when the narrow-width adjusting load-bearing wall 45 having the same configuration as that of the narrow first load-bearing wall 12a is arranged, the design and extension are easy.

前記のように、調整用耐力壁４５を、建築構造物４９における耐力壁が少ない箇所に、予めあるいは追加して設置することにより、建物全体の水平構面内における重心Ｇと、剛心Ｋとを一致または近接させ、地震時または風荷重が作用した場合、建築構造物４９を捩れにくくすることができ、建築構造物４９の耐震性能を向上させることができる。   As described above, the adjustment load bearing wall 45 is installed in advance or additionally in a place where the load bearing wall of the building structure 49 is small, so that the center of gravity G in the horizontal plane of the entire building, the rigid core K, Are matched or close to each other, and when an earthquake or a wind load acts, the building structure 49 can be made difficult to twist, and the seismic performance of the building structure 49 can be improved.

前記の調整用耐力壁４５は、建築構造物４９における上下方向の各階に設置するようにしてもよく、建築構造物４９の一部の階に設置するようにしてもよい。
図１２（ａ）に示すように、上下階において同じ狭巾第１耐力壁１２ｂが配置されている場合に、下層階になるに従って層間変形角（δ／ｈ）が、δ１／ｈ１、δ２／ｈ２、δ３／ｈ３と大きくなるので、上下階における層間変形角を一定値に近づけるようにするため、図１２（ｂ）では、調整用耐力壁４５を１階および２階に設けて、極力、全階にわたって層間変形角を一定値に近づけるようにしている形態である。 The adjustment load bearing wall 45 may be installed on each floor in the vertical direction of the building structure 49 or may be installed on a part of the floor of the building structure 49.
As shown in FIG. 12A, when the same narrow first bearing wall 12b is arranged on the upper and lower floors, the interlayer deformation angle (δ / h) becomes δ1 / h1, δ2 / In order to make the interlayer deformation angle on the upper and lower floors close to a constant value, in FIG. 12 (b), an adjustment bearing wall 45 is provided on the first floor and the second floor as much as possible. This is a form in which the interlayer deformation angle is made close to a constant value over the entire floor.

すなわち、下層の各階に調整用耐力壁４５を設けることで、建物全体の水平構面内の重心Ｇおよび剛心Ｋの偏心をなくすとともに建物の高さ方向の剛性バランスを調整し、建物の耐震性能を向上させることができる。   That is, by providing the adjustment bearing wall 45 on each lower floor, the eccentricity of the center of gravity G and the rigid center K in the horizontal structure of the entire building is eliminated, and the rigidity balance in the height direction of the building is adjusted, and the earthquake resistance of the building Performance can be improved.

図１（ｂ）は、他の形態の建築構造物４９を示し、この形態では、建築構造物４９における北側は、狭巾外側耐力壁１２ｂとされ、これに間隔をおいて、前記狭巾外側耐力壁１２ｂと同じ寸法の調整用耐力壁４５が間隔をおいて室内側に位置するように設置されている形態であり、その他の構成は前記の形態と同様である。このような形態でも、下層階の層間変形角（δ／ｈ）を小さくして、上下階における層間変形角を一定値に近づけるようにすることができる。   FIG.1 (b) shows the building structure 49 of another form, In this form, the north side in the building structure 49 is made into the narrow outer side load-bearing wall 12b, and this is made into the said narrow outer side at intervals. The adjustment load bearing wall 45 having the same dimensions as the load bearing wall 12b is installed so as to be positioned on the indoor side with a space therebetween, and the other configuration is the same as the above-described embodiment. Even in such a configuration, the interlayer deformation angle (δ / h) of the lower floor can be reduced, and the interlayer deformation angle of the upper and lower floors can be made closer to a constant value.

前記の各形態は、外側に配置された側壁パネルからなる外側耐力壁１２ｂを第１耐力壁１５とし、これに間隔をおいて近接した位置に、調整用耐力壁４５を、建物の全部または一部に設置することにより、建築構造物４９の耐震性能を向上させることを目的としている。   In each of the above-described embodiments, the outer load bearing wall 12b formed of the side wall panel disposed on the outside is the first load bearing wall 15, and the adjustment load bearing wall 45 is placed at a position close to the first load bearing wall 15 or all of the building. The purpose is to improve the seismic performance of the building structure 49 by installing it in the section.

したがって、図１１（ａ）（ｂ）に示すように、第１耐力壁１５が外側耐力壁以外に、建物の幅方向あるいは前後方向の中間部に位置するように中間耐力壁４８として第１耐力壁１５が配置されている建物の場合、中間部に配置されている第１耐力壁１５に近接した間隔をおいて調整用耐力壁４５を設置して、建物全体の水平構面内の重心Ｇと剛心Ｋとを一致させたり、建物４９の高さ方向の剛性バランスを調整し、建物の耐震性能を向上させるようにしてもよい。   Therefore, as shown in FIGS. 11 (a) and 11 (b), the first load bearing wall 15 is positioned as an intermediate load bearing wall 48 so that the first load bearing wall 15 is located in the middle of the building in the width direction or the front-rear direction, in addition to the outer load bearing wall. In the case of a building in which the wall 15 is arranged, the adjustment bearing wall 45 is installed at an interval close to the first bearing wall 15 arranged in the middle portion, and the center of gravity G in the horizontal construction surface of the entire building is installed. May be matched with the rigid center K, or the height balance of the building 49 may be adjusted to improve the seismic performance of the building.

なお、図１に示すように、最上階側に調整用耐力壁４５を設けない場合における、下階側の調整用耐力壁４５の上部を固定する一形態を図２３および図２４に示す。   As shown in FIG. 1, FIGS. 23 and 24 show one form of fixing the upper part of the adjustment bearing wall 45 on the lower floor side when the adjustment bearing wall 45 is not provided on the uppermost floor side.

次に、特に図２から５および図７を参照しながら、上階側の外側耐力壁等の第１耐力壁１５と、下階側の第１耐力壁１５との接合構造、および上階側の調整用耐力壁４５と下階側の調整用耐力壁４５との接合構造、並びに、これらの側根太または端根太１６（調整用端根太あるいは調整用側根太１６ａ）との関係について説明する。なお、上下階の第１耐力壁１５相互と、調整用耐力壁４５相互とは同様な構造であるので、第１耐力壁１５を主に、調整用耐力壁４５を括弧内に記載して同時に説明する。   Next, with reference to FIGS. 2 to 5 and 7 in particular, the joining structure of the first bearing wall 15 such as the outer bearing wall on the upper floor side and the first bearing wall 15 on the lower floor side, and the upper floor side The joint structure between the adjustment bearing wall 45 and the lower adjustment bearing wall 45 and the relationship between the side joists or end joists 16 (adjustment joists or adjustment joists 16a) will be described. Since the first bearing wall 15 on the upper and lower floors and the adjustment bearing wall 45 have the same structure, the first bearing wall 15 is mainly described, and the adjustment bearing wall 45 is described in parentheses at the same time. explain.

基礎あるいは下位の壁パネル等に下階側壁パネル１２等の第１耐力壁１５は連結されて建て込まれ、同様に第１耐力壁１５に間隔をおいて平行に並列して調整用耐力壁４５が建て込まれ、前記下階側壁パネル１２等の第１耐力壁１５の上枠材１３の上にこれに沿って端根太あるいは側根太１６が配設されて、ドリルねじ（図示を省略）により固定され、同様に調整用耐力壁４５の上枠材１３の上にこれに沿って前記端根太あるいは側根太１６に間隔をおいて向かい合うように調整用端根太あるいは側根太１６ａが配置され、フレキねじあるいは六角ねじ等の固着具４７により固定されている。   The first load-bearing wall 15 such as the lower-floor side wall panel 12 is connected to the foundation or the lower wall panel or the like, and is similarly built in parallel with the first load-bearing wall 15 spaced in parallel. Is installed on the upper frame member 13 of the first load bearing wall 15 such as the lower side wall panel 12 and the like, and the end joists or the side joists 16 are disposed along the upper frame member 13 by a drill screw (not shown). Similarly, an adjustment end joist or side joist 16a is arranged on the upper frame member 13 of the adjustment load bearing wall 45 so as to face the end joist or the side joist 16 with a space therebetween. It is fixed by a fixing tool 47 such as a screw or a hexagon screw.

端根太あるいは側根太１６（または調整用端根太あるいは調整用側根太１６ａ）および床根太の上フランジ２１に床下張材１７が載置されてドリルねじ等の固着具により固定され、その床下張材１７上に、前記下階側壁パネル１２等の第１耐力壁１５（または調整用耐力壁４５）と同様な構造の上階側壁パネル１８からなる上階側第１耐力壁１５（または上階側の調整用耐力壁４５）が、下階側壁パネル１２からなる第１耐力壁１５（または下階側の調整用耐力壁４５）と同一垂直面状に建て込まれ、上階側壁パネル１８からなる第１耐力壁１５（または調整用耐力壁４５）における溝形断面の下枠材１９のウエブ２３は床下張材１７上に載置され、ドリルねじ等の固着具により固定されている。
なお、両面に構造用面材１１を備える形態の耐力壁では、少なくとも片面の構造用面材１４は、接合金物１を接合した後、縦枠材１１に取付けることで、第１耐力壁１５（１２ａ，１２ｂ，１２，１８）を構築したり、両面に構造用面材１１を有する調整用耐力壁４５が構築可能である。片面の構造用面材１１を有する形態の耐力壁では、予め構造用面材１１を備えていても、容易に接合金物１を配置することができる。 The underfloor member 17 is placed on the end joist 16 or the side joist 16 (or the adjusting end joist or the adjusting side joist 16a) and the upper flange 21 of the floor joist and fixed by a fixing tool such as a drill screw. 17 on the upper floor side first load bearing wall 15 (or upper floor side) composed of the upper floor side wall panel 18 having the same structure as the first bearing wall 15 (or the load bearing wall 45 for adjustment) such as the lower floor side wall panel 12. Is constructed in the same vertical plane as the first load-bearing wall 15 (or the lower-floor side load-bearing wall 45) composed of the lower floor side wall panel 12, and is composed of the upper floor side wall panel 18. The web 23 of the lower frame material 19 of the groove-shaped cross section in the first load bearing wall 15 (or the adjustment load bearing wall 45) is placed on the underfloor material 17 and fixed by a fastener such as a drill screw.
In addition, in the load-bearing wall of the form provided with the structural face material 11 on both surfaces, the structural face material 14 of at least one side is joined to the vertical frame material 11 after joining the joint metal 1, whereby the first load-bearing wall 15 ( 12a, 12b, 12, 18) can be constructed, or the adjustment bearing wall 45 having the structural face material 11 on both sides can be constructed. In the load bearing wall having the structural face material 11 on one side, the metal joint 1 can be easily arranged even if the structural face material 11 is provided in advance.

床下張材１７上に載置されている上階側壁パネル１８からなる第１耐力壁１５（または調整用耐力壁４５）における溝形断面の下枠材１９と、床下張材１７と、下階側壁パネル１２における上枠材１３には、部材幅方向中央部に部材長手方向に長い長孔２０が重合するように設けられ、また、端根太あるいは側根太１６（または調整用端根太または調整用側根太１６ａ）における上下のフランジ２１が広幅となる場合には、上下のフランジ２１の先端部には、必要に応じボルト４の軸部と干渉するのを防止するために、Ｖ字状等の切り欠き部あるいは長孔が設けられる。
図７から図１０に示す部材相互の接合金具１を、上下階の第１耐力壁１５あるいは上下階の調整用耐力壁４５に接合する場合には、図２あるいは図４に示すように、上階および下階に渡って配置する場合の一形態として、部材相互の接合金具１における上部の接合金物７をその上下の圧着用雌ねじ部材８，９によりボルト４の所定の位置に装着して位置固定した状態で、また、下部の接合金物７およびその上下の圧着用雌ねじ部材８，９を取り外した状態で、上階側から部材相互の接合金具１のボルト４の下部を前記各部材（１９，１７，１３）の長孔２０に挿入して下階側にボルト４の下部を配置する。この際に、圧縮補強金物を挿入しなくてもよく、あるいは図１５、図２１に示すように圧縮補強金物を入れても良い。 The lower frame material 19 of the groove-shaped cross section in the first load-bearing wall 15 (or the load-bearing wall 45 for adjustment) composed of the upper-floor side wall panel 18 placed on the underfloor material 17, the underfloor material 17, and the lower floor The upper frame member 13 in the side wall panel 12 is provided with a long hole 20 that is long in the longitudinal direction of the member at the center in the width direction of the member, and also has an end joist or side joist 16 (or an adjustment joist or adjustment joist). When the upper and lower flanges 21 in the side joists 16a) are wide, the tip of the upper and lower flanges 21 may have a V-shape or the like to prevent interference with the shaft portion of the bolt 4 as necessary. A notch or a slot is provided.
When joining the metal fittings 1 shown in FIGS. 7 to 10 to the first bearing wall 15 on the upper and lower floors or the adjusting bearing wall 45 on the upper and lower floors, as shown in FIG. 2 or FIG. As one form when arrange | positioning over a floor and a lower floor, it attaches to the predetermined | prescribed position of the volt | bolt 4 with the upper joint metal fitting 7 in the joining metal fitting 1 between members at the upper and lower crimping female screw members 8 and 9. In a fixed state and with the lower joint metal 7 and the upper and lower crimping female screw members 8 and 9 removed, the lower parts of the bolts 4 of the joint fitting 1 between the members are connected to the members (19 , 17, 13) and the lower part of the bolt 4 is arranged on the lower floor side. At this time, it is not necessary to insert a compression reinforcement hardware, or a compression reinforcement hardware may be inserted as shown in FIGS.

そして、端根太あるいは側根太１６（または調整用端根太または側根太１６ａ）における上下のフランジ２１の切り欠き部にボルト４の中間軸部を位置させると共に、上階側の接合金物７における各接合フランジ６を上階側の縦枠材１１におけるウエブ２３に当接し、必要とされる耐力が得られる適宜の本数の横向きのドリルねじ２４あるいはボルト等のファスナー材からなる接合具により固定する。   Then, the intermediate shaft portion of the bolt 4 is positioned in the notched portion of the upper and lower flanges 21 in the end joist or the side joist 16 (or the adjustment end joist or the side joist 16a), and each joint in the upper metal fitting 7 is connected. The flange 6 is brought into contact with the web 23 in the vertical frame member 11 on the upper floor side, and is fixed by a proper number of lateral drill screws 24 or a fastener made of a fastener material such as a bolt that can obtain the required proof stress.

また、下階側に配置されたボルト４の下部に、上下の圧着用雌ねじ部材８，９をねじ込み、また、接合金物７を横方向から装着して上下の圧着用雌ねじ部材８，９により位置固定して各接合フランジ６を前記下階側の壁パネル１２（または調整用耐力壁４５）における縦枠スタッドからなる縦枠材１１のウエブ２３に、必要とされる耐力が得られる適宜の本数の横向きのドリルねじ２４あるいはボルト等のファスナー材からなる接合具により固定する。   In addition, the upper and lower crimping female screw members 8 and 9 are screwed into the lower part of the bolt 4 arranged on the lower floor side, and the joint hardware 7 is mounted from the lateral direction and is positioned by the upper and lower crimping female screw members 8 and 9. An appropriate number of the flanges to be secured to the web 23 of the vertical frame member 11 made of the vertical frame studs in the lower floor side wall panel 12 (or the load bearing wall 45 for adjustment). Are fixed by a joint made of a fastener material such as a horizontal drill screw 24 or a bolt.

部材相互の接合金具１を上階および下階に渡って配置する場合の他の一形態として、部材相互の接合金具１における下部の接合金物７をその上下の圧着用雌ねじ部材８，９によりボルト４の所定の位置に装着して位置固定した状態で、また、上部の接合金物７およびその上下の圧着用雌ねじ部材８，９を取り外した状態で、下階側から部材相互の接合金具１のボルト４の上部を前記各部材（１３，１７，１９）の長孔２０に挿入して上階側にボルト４の上部を配置する。   As another form in the case where the joint metal fittings 1 between the members are arranged over the upper floor and the lower floor, the lower joint hardware 7 in the joint metal joint 1 between the members is bolted by the upper and lower crimping female screw members 8 and 9. 4 in a state where it is mounted and fixed at a predetermined position 4 and the upper joint metal 7 and the upper and lower crimping female screw members 8 and 9 are removed, the members 1 to 6 are connected to each other from the lower floor side. The upper part of the bolt 4 is inserted into the long hole 20 of each member (13, 17, 19) and the upper part of the bolt 4 is arranged on the upper floor side.

そして、端根太あるいは側根太１６（または調整用端根太あるいは側根太１６ａ）における上下のフランジ２１の切り欠き部２２にボルト４の中間軸部を位置させると共に、下階側の接合金物７における各接合フランジ６を下階側の縦枠材１１におけるウエブ２３に当接し、必要とされる耐力が得られる適宜の本数の横向きのドリルねじ２４あるいはボルト等のファスナー材からなる接合具により固定する。   Then, the intermediate shaft portion of the bolt 4 is positioned at the notch portion 22 of the upper and lower flanges 21 in the end joist or the side joist 16 (or the adjusting end joist or the side joist 16a), and each of the joints 7 on the lower floor side is provided. The joining flange 6 is brought into contact with the web 23 in the vertical frame member 11 on the lower floor side, and is fixed by a suitable number of transverse drill screws 24 or a fastener made of a fastener material such as a bolt to obtain a required proof stress.

また、上階側に配置されたボルト４の上部に、上下の圧着用雌ねじ部材８，９をねじ込み、また、接合金物７を横方向から装着して上下の圧着用雌ねじ部材８，９により位置固定して各接合フランジ６を前記上階側の壁パネル１２（または調整用耐力壁４５における縦枠スタッドからなる縦枠材１１のウエブ２３に、必要とされる耐力が得られる適宜の本数の横向きのドリルねじ２４あるいはボルト等のファスナー材からなる接合具により固定する。   In addition, the upper and lower crimping female screw members 8 and 9 are screwed into the upper part of the bolt 4 arranged on the upper floor side, and the joint metal 7 is mounted from the lateral direction and is positioned by the upper and lower crimping female screw members 8 and 9. By fixing each joining flange 6 to the upper wall panel 12 (or the web 23 of the vertical frame member 11 made of the vertical frame stud in the adjustment load bearing wall 45), an appropriate number of the required strength can be obtained. It fixes with the fastener which consists of fastener materials, such as a sideways drill screw 24 or a volt | bolt.

なお、図中、符号４１はコンクリート基礎などの基礎、４２はアンカーボルト、４３は１階の壁パネル（耐力壁）１２とアンカーボルト４２とを一体に連結するホールダウン金物である。   In the figure, reference numeral 41 denotes a foundation such as a concrete foundation, 42 denotes an anchor bolt, and 43 denotes a hole-down hardware that integrally connects the first floor wall panel (bearing wall) 12 and the anchor bolt 42.

次に、図示の形態で使用されている耐力壁としての下階側壁パネル１２および上階側壁パネル１８並びに調整用耐力壁４５そのものの構造形態について、図２および図４を参照して説明すると、下階側または上階側に配置固定されている下階側壁パネル１２（または下階側の調整用耐力壁４５）または上階側壁パネル１８（または上階側の調整用耐力壁４５）は、薄鋼板を凹溝状に折り曲げ加工されて形成された断面溝形の上枠材（上横枠材）１３と下枠材（下横枠材、図示省略）とこれらに端部が連結される横断面リップ付溝形の縦枠材１１並びにこれらの側面の片面または両面に、ドリルねじ等の固着具により固定される薄鋼板等の構造用面材１４とを備えている。   Next, the structural form of the lower-floor side wall panel 12 and the upper-floor side wall panel 18 and the adjustment load-bearing wall 45 as the load-bearing walls used in the illustrated form will be described with reference to FIGS. The lower-floor side wall panel 12 (or lower-floor side adjustment bearing wall 45) or upper-floor side wall panel 18 (or upper-floor side adjustment bearing wall 45) arranged and fixed on the lower floor side or the upper floor side, An upper frame material (upper horizontal frame material) 13 and a lower frame material (lower horizontal frame material, not shown) formed by bending a thin steel plate into a concave groove shape, and ends thereof are connected to these. A grooved vertical frame member 11 with a cross-sectional lip, and a structural surface member 14 such as a thin steel plate fixed by a fixing tool such as a drill screw are provided on one or both sides of these side surfaces.

次に、図７〜図１０を参照して、床パネル４０を介して、上階側の第１耐力壁１５（または調整用耐力壁４５）における縦枠材１１と下階側の第１耐力壁１５（または調整用耐力壁４５）における縦枠材１１とを連結することができ、第１耐力壁１５間または調整用耐力壁４５間に圧縮力または引張り力を伝達することができる接合金具１について説明する。   Next, referring to FIGS. 7 to 10, through the floor panel 40, the vertical frame member 11 in the first load bearing wall 15 (or adjustment load bearing wall 45) on the upper floor side and the first load bearing on the lower floor side. The joining metal fitting which can connect with the vertical frame material 11 in the wall 15 (or the load bearing wall 45 for adjustment) and can transmit a compressive force or a tensile force between the first load bearing walls 15 or between the load bearing walls 45 for adjustment. 1 will be described.

まず、一形態の部材相互の接合金具１について、図７および図８を参照して説明すると、図示の部材相互の接合金具１は、建物、特にスチ−ルハウスを構築する場合における上階の壁パネル等の縦枠材と下階の壁パネル等の縦枠材とに渡って縦向きに配置できる長さを有し、上下両端部に雄ねじ部２，３を備えた１本のボルト４の上下方向の両端部に、それぞれ上下方向に連続する凹溝５ａを有する角形Ｕ字状部５の両側部に上下方向に延長する接合用フランジ６を備えていると共に側方開口溝１０を備えた接合金物７における前記凹溝５ａがボルト４に嵌合され、前記接合金物７の上下に、それぞれ縦断面コ字状の座金３６とその外側に平座金３７を装着し、前記平座金３７を後記する雌ねじ部材８，９が圧着されて、接合金物７は、前記平座金および断面コ字状の座金３６を介して、位置固定および位置調整可能に構成されている。上下両端部の雄ねじ部２，３は、それぞれ上階の縦枠材または下階の縦枠材に対応した位置に設けられ、ねじ方向は適宜でよい。   First, a description will be given of a joint metal 1 between members in one form with reference to FIG. 7 and FIG. 8. The joint metal 1 shown in the figure is a wall of an upper floor in the case of constructing a building, particularly a steel house. One bolt 4 having a length that can be disposed vertically across a vertical frame member such as a panel and a vertical frame member such as a wall panel on the lower floor, and having male screw portions 2 and 3 at both upper and lower ends. At both ends in the vertical direction, there are provided flanges for joining 6 extending in the vertical direction on both sides of the rectangular U-shaped part 5 having concave grooves 5a continuous in the vertical direction, and side opening grooves 10 are provided. The concave groove 5a in the joint metal 7 is fitted to the bolt 4, and a washer 36 having a U-shaped longitudinal section is mounted on the upper and lower sides of the joint metal 7 and a flat washer 37 is attached to the outside thereof. The female screw members 8 and 9 to be bonded are pressure-bonded, and the joining hardware 7 is Through the washer and U-shaped cross section washer 36, and is configured to be adjustable position fixing and position. The male screw portions 2 and 3 at both the upper and lower end portions are respectively provided at positions corresponding to the vertical frame material on the upper floor or the vertical frame material on the lower floor, and the screw direction may be appropriate.

前記の凹溝５ａとボルト４とは接触していると、すなわち、凹溝５ａ内面とボルト４の外周面との間のギャップがない状態とすると、ボルト４と接合金物７の横方向のずれを防止し、接合金物７あるいはボルト４を正確に配置できる点で好ましい。   If the concave groove 5a and the bolt 4 are in contact with each other, that is, if there is no gap between the inner surface of the concave groove 5a and the outer peripheral surface of the bolt 4, the lateral displacement of the bolt 4 and the joint hardware 7 will occur. This is preferable in that the joint metal 7 or the bolt 4 can be accurately arranged.

各接合金物７は、図示の形態では、例えば、板厚１ｍｍ前後から３．２ｍｍ程度の矩形状薄鋼板に折り曲げ加工が施されて、凹溝５ａが形成されたＵ字状部５を備え、そのＵ字状部５の両側板５ｂに円弧状ガイド部６ａを介して接合用フランジ６が一体に屈曲連設された横断面がハット型形状の部材とされ、各接合用フランジ６の幅方向中間部には、上下方向に間隔をおいて複数のドリルねじ用の小径孔６ｂが形成されている。前記Ｕ字状部５の内径は、ボルト４の外径よりも僅かに大きく設定されて、ボルト４とＵ字状内面とが近接または接触するようにされ、これらの相対的な横方向ずれを防止している。   In the illustrated form, each joint metal 7 includes, for example, a U-shaped portion 5 in which a rectangular thin steel plate having a thickness of about 1 mm to about 3.2 mm is bent to form a concave groove 5a. The cross-section in which the joining flange 6 is integrally bent and connected to both side plates 5b of the U-shaped part 5 via the arc-shaped guide part 6a is a hat-shaped member, and the width direction of each joining flange 6 is A plurality of small-diameter holes 6b for drill screws are formed in the middle portion at intervals in the vertical direction. The inner diameter of the U-shaped portion 5 is set to be slightly larger than the outer diameter of the bolt 4 so that the bolt 4 and the U-shaped inner surface are close to or in contact with each other. It is preventing.

前記の凹溝５ａは、ボルト４の軸部を嵌合収納するための溝で、Ｕ字状部５の両側に接合用フランジ６が一体に設けられ、各接合用フランジ６は同面状に形成されている。接合金物７がＵ字状部５の両側に接合用フランジ６を備えた形状である。
また、接合金物７の接合用フランジ６により建物側との接合部面とボルト４の中心軸線との間の寸法は、接合用フランジ６間に板材がないので、板材がない分、ボルト４をより縦枠材１１に接近させて配置することができ、曲げモーメント負担の少ない構造とすることができる合理的な接合金物７とすることができる。そのため、接合金物７の変形が少ない部材相互の接合金具１とすることができる。 The concave groove 5a is a groove for fitting and housing the shaft portion of the bolt 4, and a joining flange 6 is integrally provided on both sides of the U-shaped portion 5, and each joining flange 6 is formed in the same plane. Is formed. The metal joint 7 has a shape in which the flanges 6 are provided on both sides of the U-shaped portion 5.
Moreover, since there is no plate material between the joint flanges 6 and the center axis of the bolt 4 due to the joint flange 6 of the joint metal 7, there is no plate material between the joint flanges 6. It can be arranged closer to the vertical frame member 11, and it is possible to obtain a reasonable joint metal 7 that can have a structure with less bending moment load. Therefore, it can be set as the joining metal fitting 1 between members with few deformation | transformation of the joining metal object 7. FIG.

上下の各接合金物７の上下両端面部には、ボルト４にねじ込まれた雌ねじ金具としてナットからなる上面圧着用雌ねじ部材８と、雌ねじ金具としてナットからなる下面圧着用雌ねじ部材９がそれぞれ圧着されて、各接合金物７は、それぞれボルト４の上部および下部において位置調整可能に、また位置固定可能に設けられている。各接合金物７の上下両端部のＵ字状部５の両側板に圧着用雌ねじ部材８，９が圧着されることで一体化されて補強されていると共に、前記各圧着用雌ねじ部材８，９を介して引張力および圧縮力が伝達可能な構造とされている。   An upper surface crimping female screw member 8 made of a nut as a female screw fitting screwed into the bolt 4 and a lower surface crimping female screw member 9 made of a nut as a female screw fitting are respectively crimped to upper and lower end face portions of the upper and lower joining hardware 7. The joint hardware 7 is provided so that its position can be adjusted and fixed at the upper and lower parts of the bolt 4. The pressure-fitting female screw members 8 and 9 are integrated and reinforced by pressure-bonding to both side plates of the U-shaped part 5 at both the upper and lower ends of each joint metal piece 7, and each of the pressure-fitting female screw members 8 and 9. It is set as the structure which can transmit a tensile force and a compressive force through this.

例えば、前記の上面圧着用雌ねじ部材８と下面圧着用雌ねじ部材９のいずれか一方の圧着用雌ねじ部材を緩めて接合金物７から離した状態で、他方の圧着用雌ねじ部材を回転させることにより、接合金物７をボルト４に対して上下方向位置調整することができ、また、前記他方の圧着用雌ねじ部材を接合金物７の端面に圧着するように締め込むことにより、接合金物７の上下に配置されている上面圧着用雌ねじ部材８と下面圧着用雌ねじ部材９を接合金物７の上下両端面を圧着固定して、接合金物７をボルト４の軸方向の所定の位置に固定することができる。   For example, by loosening one of the female screw members for crimping the upper surface crimping female screw 8 and the female screw member for lower surface crimping 9 and separating the female screw member from the joint metal 7 and rotating the other female screw member for crimping, The joint metal 7 can be adjusted in the vertical direction with respect to the bolt 4, and the other metal screw member for crimping is tightened so as to be crimped to the end surface of the joint metal 7, thereby arranging the joint metal 7 above and below the joint metal 7. The upper and lower end female screw members 8 and 9 are fixed to the upper and lower end surfaces of the joint metal 7 by pressure bonding, so that the joint metal 7 can be fixed at a predetermined position in the axial direction of the bolt 4.

前記の断面コ字状の座金３６における各脚部３８は、接合金物７における側板５ｂの外面に近接または当接して配置され、各脚部３８相互を接続する接続板３９にはボルト挿通孔が設けられている。前記の平座金３７が設けられることで、雌ねじ部材８，９により押圧力を均等に分散して断面コ字状の座金３６に伝達することができ、また、断面コ字状の座金３６における接続板３９により接合金物７の端面に応力を均等に分散させて固定することができる。なお、前記接続板３９には、前記接続板３９の配置を明確にするためのケガキ線４４が刻設されてケガキ線４４側が接合金物７のフランジ６側に位置して設置されるようにされている。   The legs 38 in the U-shaped washer 36 are arranged close to or in contact with the outer surface of the side plate 5b of the metal joint 7, and the connecting plate 39 connecting the legs 38 has a bolt insertion hole. Is provided. By providing the flat washer 37, the pressing force can be evenly distributed by the female screw members 8 and 9 and transmitted to the U-shaped washer 36, and the connection in the U-shaped washer 36 can be made. The plate 39 can disperse and fix the stress uniformly to the end face of the metal joint 7. The connecting plate 39 is engraved with a marking wire 44 for clarifying the arrangement of the connecting plate 39 so that the marking wire 44 side is positioned on the flange 6 side of the metal joint 7. ing.

また、接合金物７の各部に断面コ字状の座金３６における脚部３８が、接合金物７における側板５ｂの外面に近接または当接して配置されることで、雌ねじ部材８，９により押圧するように前記雌ねじ部材８，９を回動工具により回動した場合、接合金物７における側板５ｂがボルト４の軸部側（内側）と反対の外側に目開きするのを防止する開き止め作用をしている。なお、この形態では、雌ねじ部材８，９が接合金物７の側板５ｂの端面に直接当接しないため、雌ねじ部材８，９を回動工具で回動して接合金物７端面を圧着しないので、側板５ｂに外開きする方向のねじりモーメントが直接作用しない接合金物具１とされている。   Further, a leg portion 38 of a washer 36 having a U-shaped cross section is disposed in each part of the joint metal 7 so as to be pressed by the female screw members 8 and 9 by being disposed close to or in contact with the outer surface of the side plate 5b of the joint metal 7. When the female screw members 8 and 9 are rotated by a rotating tool, the side plate 5b of the joint metal 7 has a function of preventing the side plate 5b from opening to the outer side opposite to the shaft part side (inner side) of the bolt 4. ing. In this embodiment, since the female screw members 8 and 9 do not directly contact the end surface of the side plate 5b of the metal joint 7, the female screw members 8 and 9 are rotated by a rotating tool so that the end surface of the metal joint 7 is not crimped. The metal fitting 1 is such that the torsional moment in the direction of outward opening does not act directly on the side plate 5b.

前記のように接合金物７にねじりモーメントが作用しないようにするため、および接合金物７端面に均等に押圧力が作用するように、図９に変形形態として示すように、前記平座金３７を省略して、断面コ字状の座金３６のみとしてもよく、断面コ字状の座金３６の接続板３９により、雌ねじ部材８，９の回動により押圧力が作用した場合に、接合金物７の端面に押圧力を均等に分散させるようにし、雌ねじ部材８，９の回動により、ねじりモーメントが作用した場合に、座金３６の脚部３８を側板５ｂの外側に係合させて、常に側板５ｂをボルト４側（内側）にねじりモーメントを作用させるようにして、側板５ｂの目開きを防止することができる。その他の構成は、前記形態と同様であるので、同様な部分には、同様な符号を付して説明を省略する。   In order to prevent the torsional moment from acting on the joint metal 7 as described above and to apply an equal pressing force to the end surface of the joint metal 7, the flat washer 37 is omitted as shown in FIG. Then, only the washer 36 having a U-shaped cross section may be provided, and when the pressing force is applied by the rotation of the female screw members 8 and 9 by the connection plate 39 of the washer 36 having the U-shaped cross section, the end surface of the joint metal 7 When the torsional moment is applied by the rotation of the female screw members 8 and 9, the leg portion 38 of the washer 36 is engaged with the outside of the side plate 5b so that the side plate 5b is always attached. Opening of the side plate 5b can be prevented by applying a torsional moment to the bolt 4 side (inner side). Since the other configuration is the same as that of the above embodiment, the same parts are denoted by the same reference numerals and the description thereof is omitted.

さらに、図９の変形形態として図１０に示すように、断面コ字状の座金３６に代えて、平座金３７のみとし、雌ねじ部材８，９を回動工具で回動して平座金３７を介して接合金物７端面を圧着した場合、平座金３７により押圧力を接合金物７の端面に均等に分散して伝達脱させることができ、また、雌ねじ部材８，９を回動工具で回動した場合、多少は接合金物具１のねじりモーメントの軽減を図ることができる。その他の構成は、前記形態と同様であるので、同様な部分には、同様な符号を付して説明を省略する。なお、座金を介在させる形態において、図示を省略するが、断面コ字状の座金３６または平座金３７の外側に、さらにばね座金を介在させるようにしてもよい。   Further, as shown in FIG. 10 as a modified form of FIG. 9, instead of the washer 36 having a U-shaped cross section, only the plain washer 37 is used, and the female screw members 8 and 9 are rotated by a rotating tool to When the end face of the joint metal 7 is crimped via the flat washer 37, the pressing force can be evenly distributed to the end face of the joint metal 7 so that it can be transmitted and removed, and the female screw members 8 and 9 are rotated by a rotating tool. In this case, the torsional moment of the joint hardware 1 can be reduced to some extent. Since the other configuration is the same as that of the above embodiment, the same parts are denoted by the same reference numerals and the description thereof is omitted. Although not shown in the form in which the washer is interposed, a spring washer may be further interposed outside the washer 36 or the flat washer 37 having a U-shaped cross section.

前記各接合金具の形態において、部材相互の接合金具１におけるボルト４として、六角頭部付きのボルトを使用する場合には、上下の接合金物７のいずれか一方を位置調整可能にされていてもよい。   In the form of each joint fitting, when a bolt with a hexagonal head is used as the bolt 4 in the joint fitting 1 between members, the position of either one of the upper and lower joining hardware 7 can be adjusted. Good.

前記実施形態では、第１耐力壁１５の内側に間隔をおいて、一つの調整用耐力壁４５を構成した形態を示したが、本発明を実施する場合、２つ以上の調整用耐力壁を間隔をおいて設けるようにしてもよい。２つ以上の調整用耐力壁を設ける場合、調整用耐力壁の幅寸法を同じ寸法で、耐力が同じものを配置するようにすると、設計および施工が容易であるが、調整用耐力壁の幅寸法の異なる調整用耐力壁を設置するようにしてもよい。   In the above-described embodiment, the configuration in which one adjustment load-bearing wall 45 is configured with an interval inside the first load-bearing wall 15 is shown. However, when implementing the present invention, two or more adjustment load-bearing walls are provided. You may make it provide at intervals. When two or more load-bearing walls for adjustment are provided, the width and width of the load-bearing wall for adjustment will be easier if the width and width of the load-bearing walls for adjustment are the same and the same load-bearing strength is placed. You may make it install the load-bearing wall for adjustment from which a dimension differs.

また、本発明を実施する場合、図１１（ｂ）に平面視で示すように、第１耐力壁１５間に間隔をおいて中間壁体４８が存在する場合には、その中間壁体４８に近接して増設するようにして、調整用耐力壁４５を設置するようにしてもよい。   Further, when the present invention is carried out, as shown in a plan view in FIG. 11B, when an intermediate wall body 48 exists between the first load bearing walls 15, The load bearing wall 45 for adjustment may be installed so as to be installed in close proximity.

なお、本発明を実施する場合、中間階のみに調整用耐力壁４５を設ける場合に、調整用耐力壁４５を床パネル４０に固着具４７により固定するようにすればよい。   In the case where the present invention is implemented, the adjustment load bearing wall 45 may be fixed to the floor panel 40 by the fixing tool 47 when the adjustment load bearing wall 45 is provided only on the intermediate floor.

本発明の壁構造を示す概略視図である。It is a schematic view which shows the wall structure of this invention. 図１における上下階の耐力壁における縦枠材相互を部材相互の接合金具を使用して、接合している状態を示す縦断正面図である。It is a longitudinal front view which shows the state which joined the vertical frame materials in the load-bearing walls of the upper and lower floors in FIG. 図２のａ−ａ線断面図である。It is the sectional view on the aa line of FIG. 図２における耐力壁の縦断側面図である。It is a vertical side view of the bearing wall in FIG. （ａ）は図４におけるＣ−Ｃ線断面図、（ｂ）は図４におけるＤ−Ｄ線断面図、（ｃ）は図４におけるＥ−Ｅ線断面図である。(A) is the CC sectional view taken on the line in FIG. 4, (b) is the DD sectional view taken on the line in FIG. 4, (c) is the EE sectional view taken on the line in FIG. ホールダウン金物を使用して耐力壁をコンクリートに固定すると共に、接合金具を使用して上下階に隣り合う縦枠材を接合する場合の接合工程を説明するための一部切欠概略正面図である。It is a partial notch schematic front view for demonstrating the joining process in the case of fixing a load-bearing wall to concrete using a hole down metal fitting, and joining the vertical frame material adjacent to an up-and-down floor using joining metal fittings. . 本発明で使用する部材相互の接合金具の一実施形態を示すものであって、（ａ）は正面図、（ｂ）は側面図である。BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 shows an embodiment of a joint fitting for members used in the present invention, wherein (a) is a front view and (b) is a side view. （ａ）は図７に示す接合金具における平座金および断面コ字状座金および側方開口溝形の接合金物を正面視で分解して示す分解図、（ｂ）は平面視で分解して示す分解図である。7A is an exploded view showing a plain washer, a U-shaped washer and a side opening groove-shaped joint metal in the joint fitting shown in FIG. 7 in a front view, and FIG. It is an exploded view. 図８に示す状態から平座金を取り除いた変形形態の接合金具を示すものであって、（ａ）は正面図、（ｂ）は側面図である。FIGS. 9A and 9B show a modified joint fitting in which a flat washer is removed from the state shown in FIG. 8, wherein (a) is a front view and (b) is a side view. 図８に示す状態から断面コ字状座金を取り除いた変形形態の接合金具を示すものであって、（ａ）は正面図、（ｂ）は側面図である。FIG. 9 is a view showing a modified joint fitting in which the U-shaped washer is removed from the state shown in FIG. 8, wherein (a) is a front view and (b) is a side view. 並列して耐力壁パネルを配置する他の形態の壁構造を説明するための説明図であって、（ａ）は、並列して耐力壁パネルを配置する前の状態を示す概略平面図、（ｂ）は耐力壁パネルを並列して配置した状態を示す概略平面図である。It is explanatory drawing for demonstrating the wall structure of the other form which arrange | positions a load-bearing wall panel in parallel, Comprising: (a) is a schematic plan view which shows the state before arrange | positioning a load-bearing wall panel in parallel, ( b) is a schematic plan view showing a state in which the load-bearing wall panels are arranged in parallel. 従来および本発明の壁構造を備えた建築構造物を示す概略斜視図である。It is a schematic perspective view which shows the building structure provided with the wall structure of the past and this invention. 建物の重心と剛心を一致させて耐震性能を向上させる形態を説明する図であって、（ａ）は重心と剛心を一致する前の状態を示す概略平面図、（ｂ）開孔部側に剛性の多きい耐力壁パネルを設置した形態を示す概略平面図、（ｃ）は、並列して耐力壁を配置した本発明の壁構造を示す概略平面図である。It is a figure explaining the form which makes the gravity center and rigid center of a building correspond, and improves seismic performance, Comprising: (a) is a schematic plan view which shows the state before matching a gravity center and rigid center, (b) Opening part FIG. 4C is a schematic plan view showing a form in which a load-bearing wall panel having a large rigidity is installed on the side, and FIG. 5C is a schematic plan view showing a wall structure of the present invention in which load-bearing walls are arranged in parallel. （ａ）は、（ｂ）は、（ｃ）は、耐力壁パネルの剛性を高めた場合における耐力―変形の耐震性能を説明するための説明図である。(A), (b), (c) is explanatory drawing for demonstrating the seismic performance of a yield strength-deformation in the case of improving the rigidity of a load bearing wall panel. 部材相互の接合金具を使用すると共に、圧縮補強金物を介在させて、上下階の縦枠材を接合している状態を示す縦断正面図である。It is a longitudinal front view which shows the state which has joined the vertical frame material of an up-and-down floor while using a compression metal fitting while using the joining metal fitting of members. 図１５の縦断側面図である。It is a vertical side view of FIG. ホールダウン金物による部材相互の接合金具を使用すると共に、圧縮補強金物を介在させて上下階の耐力壁パネルにおける縦枠材を接合している従来の接合構造により、耐力壁パネルを並列して設置した壁構造の仮想例を示す縦断正面図である。In addition to using the joint metal fittings between the members with hole-down hardware, and the conventional frame structure in which the vertical frame members of the load-bearing wall panels on the upper and lower floors are joined through the compression reinforcement hardware, the load-bearing wall panels are installed in parallel. It is a vertical front view which shows the virtual example of the made wall structure. 図１７のＢ−Ｂ線断面図である。It is the BB sectional view taken on the line of FIG. ホールダウン金物を使用する従来の接合金具を分解して示す斜視図である。It is a perspective view which decomposes | disassembles and shows the conventional joining metal fitting which uses a hole down metal fitting. 従来のホールダウン金物を使用した上下階縦枠材の接合構造を示す縦断側面図である。It is a vertical side view which shows the joining structure of the up-and-down floor vertical frame material using the conventional hole down metal fitting. 部材相互の接合金具を使用すると共に、圧縮補強金物を介在させて上下階の耐力壁パネルにおける縦枠材を接合している構造により、耐力壁パネルを並列して設置した本願の壁構造を示す縦断正面図である。The wall structure of the present application in which the load-bearing wall panels are installed in parallel by the structure in which the vertical frame members in the load-bearing wall panels on the upper and lower floors are joined through the use of the metal fittings between the members and the compression reinforcement hardware interposed therebetween is shown. It is a vertical front view. （ａ）は剛性率が特に小さい階がある場合に変形が集中して、損傷が大きくなることの説明図、（ｂ）は重心と剛心のずれによる偏心が大きい場合に、建物が回転し、隅部の変形が大きく損傷する恐れが高いことを説明するための説明図である。(A) is an explanatory diagram showing that deformation concentrates and damage increases when there is a floor with a particularly low rigidity, and (b) shows that the building rotates when the eccentricity due to the deviation between the center of gravity and the rigid center is large. It is explanatory drawing for demonstrating that there is a high possibility that the deformation | transformation of a corner may be damaged greatly. 図１の如く最上階側に調整用耐力壁４５を設けない場合における、下階側の調整用耐力壁４５の上部を固定する一形態の縦断正面図である。FIG. 2 is a longitudinal sectional front view of an embodiment for fixing the upper part of an adjustment bearing wall 45 on the lower floor side when the adjustment bearing wall 45 is not provided on the uppermost floor side as shown in FIG. 1. 図２３の一部を拡大して示す縦断正面図である。It is a longitudinal front view which expands and shows a part of FIG.

符号の説明Explanation of symbols

Ｇ 重心
Ｋ 剛心
１ 部材相互の接合金具
２ 雄ねじ部
３ 雄ねじ部
４ ボルト
５ Ｕ字状部
５ａ 凹溝
５ｂ 側板
６ 接合用フランジ
６ａ 円弧状ガイド部
６ｂ 小径孔
７ 接合金物
８ 上面圧着用雌ねじ部材
９ 下面圧着用雌ねじ部材
１０ 側方開口部
１１ 縦枠材
１２ 下階側壁パネル
１２ａ 広幅外側耐力壁
１２ｂ 狭巾外側耐力壁
１３ 上枠材
１４ 構造用面材
１５ 第１耐力壁
１６ 端根太あるいは側根太
１７ 床下張材
１８ 上階側壁パネル
１９ 下枠材
２０ 長孔
２１ 上下のフランジ
２２ 切り欠き部または長孔
２３ ウエブ
２４ ドリルねじ
２５ 筒状体
２６ フランジ
２７ フランジ付筒状体または圧縮補強金物
２８ 連結ボルト
２９ ナット
３０ ホールダウン金物
３１ ホールダウン金物
３２ 床組み
３３ 縦部分
３４ ベース部
３５ 補剛リブ
３６ 断面コ字状の座金
３７ 平座金
３８ 脚部
３９ 接続板
４０ 床パネル
４１ 基礎
４２ アンカーボルト
４３ ホールダウン金物
４４ ケガキ線
４５ 調整用耐力壁
４６ 開口部
４７ 固着具
４８ 中間壁体
４９ 建築構造物 G Center of gravity K Rigid core 1 Joint member 2 Male thread part 3 Male thread part 4 Bolt 5 U-shaped part 5a Groove groove 5b Side plate 6 Joint flange 6a Arc-shaped guide part 6b Small-diameter hole 7 Joint hardware 8 Female thread member for upper surface crimping 9 Lower Threaded Female Screw Member 10 Side Opening 11 Vertical Frame Material 12 Lower Floor Side Wall Panel 12a Wide Outer Bearing Wall 12b Narrow Outer Bearing Wall 13 Upper Frame Material 14 Structural Face Material 15 First Bearing Wall 16 Side joist or side Joist 17 underfloor material 18 upper floor side wall panel 19 lower frame material 20 long hole 21 upper and lower flange 22 notch or long hole 23 web 24 drill screw 25 tubular body 26 flange 27 tubular body with flange or compression-reinforcement hardware 28 Connecting bolt 29 Nut 30 Hole-down hardware 31 Hole-down hardware 32 Floor assembly 33 Vertical portion 34 Base portion 35 Stiffening rib 36 Cross-shaped washer 37 Flat Gold 38 leg 39 connecting plate 40 Floor panel 41 underlying 42 anchor bolts 43 hold-down hardware 44 scribe line 45 for adjusting the bearing wall 46 opening 47 fastener 48 intermediate wall 49 building structure

Claims (4)

構造用面材を薄板軽量形鋼にドリルねじ接合して構成される薄板軽量形鋼造の耐力壁を用いると共に室内空間を挟んで間隔をおいて対向するように前記耐力壁による第１耐力壁と第２耐力壁を設けた壁構造において、建物全体の水平構面内の重心と剛心のずれによる偏心を解消または前記剛心と重心を近づけるためおよび建物の高さ方向の剛性バランスを調整すると共に建物の耐震性能を向上させるために、前記第１耐力壁と前記第２耐力壁のうち少なくとも前記第１耐力壁の室内側に、前記第１耐力壁とは別個の調整用耐力壁を前記第１耐力壁に近接した状態で並列して設置したことを特徴とする耐力壁並列式の壁構造。 A thin and light weight steel structure bearing wall constructed by drilling a structural face material to a thin and light weight section steel, and a first bearing wall by the load bearing wall so as to face each other with a space in between. In the wall structure provided with the second bearing wall, the eccentric balance due to the deviation of the center of gravity and the rigid center in the horizontal structure of the entire building is eliminated or the rigidity balance in the height direction of the building is adjusted to bring the rigid center and the center of gravity closer In order to improve the seismic performance of the building, an adjustment load-bearing wall separate from the first load- bearing wall is provided at least on the indoor side of the first load-bearing wall of the first load- bearing wall and the second load- bearing wall. A wall structure of a load-bearing wall parallel type, wherein the wall structure is installed in parallel in a state of being close to the first load-bearing wall . 構造用面材を薄板軽量形鋼にドリルねじ接合して構成される薄板軽量形鋼造の耐力壁を用いると共に室内を挟んで間隔をおいて対向するように第１耐力壁と第２耐力壁を設けた壁構造において、建物全体の強度と剛性を上げるために、建物の全体または一部の前記第１耐力壁と前記第２耐力壁のうち少なくとも前記第１耐力壁の室内側に近接した状態で間隔をおいて、前記第１耐力壁とは別個の調整用耐力壁を並列して設置したことを特徴とする耐力壁並列式の壁構造。 The first and second load-bearing walls use a thin-walled lightweight steel structure bearing wall constructed by drilling a structural face material to a thin-walled lightweight section steel and are opposed to each other with a space between them. In order to increase the strength and rigidity of the entire building, in the wall structure provided with the first load bearing wall or the second load bearing wall of the whole or a part of the building, it is close to the indoor side of the first load bearing wall . A load-bearing wall parallel type wall structure, characterized in that a load-bearing wall for adjustment separate from the first load-bearing wall is installed in parallel at intervals. 上階側および下階側の各第１耐力壁および第２耐力壁における縦枠材相互と、上階側および下階側の各調整用耐力壁における縦枠材相互とは、軸力を直接伝達する接合金物を介して連結され、上階側および下階側の各耐力壁の間に配置される側根太または端根太には、側根太または端根太内に圧縮補強金物が配置されていないことを特徴とする請求項１または請求項２に記載の耐力壁並列式の壁構造。 The vertical frame members in the first and second load bearing walls on the upper floor side and the lower floor side and the vertical frame members in the adjustment load bearing walls on the upper floor side and the lower floor side directly The side joists or end joists that are connected via the joint hardware to be transmitted and are arranged between the bearing walls on the upper floor side and the lower floor side are not provided with compression reinforcement hardware in the side joists or end joists. The load-bearing wall side-by-side wall structure according to claim 1 or 2 . 請求項１〜３のいずれか１項に記載の耐力壁並列式の壁構造を備えた建築構造物。 Building structure having a wall structure of the bearing walls parallel fashion according to any one of claims 1 to 3.

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