JP3962424B2

JP3962424B2 - Column base joint

Info

Publication number: JP3962424B2
Application number: JP2006232835A
Authority: JP
Inventors: 克則大西
Original assignee: Sekisui Chemical Co Ltd
Current assignee: Sekisui Chemical Co Ltd
Priority date: 2005-09-01
Filing date: 2006-08-29
Publication date: 2007-08-22
Anticipated expiration: 2026-08-29
Also published as: JP2007092511A

Description

本発明は建物の柱脚接合仕口に関する。 The present invention relates to a column base joint joint of a building.

建物の柱脚接合仕口として、特許文献１に記載の如く、建物のもつ柱の柱脚を基礎に剛接合するものがある。即ち、柱の柱脚を基礎に剛接合し、柱と基礎の交差角度の変位をピン接合による場合よりも少なくし、建物全体の変形を少なくすることができる。
特開2005-2777 As a column base joint connection of a building, as described in Patent Document 1, there is one that rigidly joins a column base of a building with a foundation. That is, the column base of the column is rigidly connected to the foundation, and the displacement of the crossing angle between the column and the foundation is reduced as compared with the case of the pin connection, and the deformation of the entire building can be reduced.
JP2005-2777

本発明の課題は、柱脚接合仕口において、建物全体の変形を極小にすることにある。 The subject of this invention is making the deformation | transformation of the whole building into the minimum in a column base joining joint.

請求項１の発明は、建物構造体の相並ぶ複数の柱の各柱脚を下部構造体に接合する柱脚接合仕口において、前記各柱脚には構造材としての横架材が接合され、複数の柱のうちの少なくとも１つの柱の柱脚に横材からなるベース部材を剛接合し、下部構造体とベース部材の間に少なくとも２本のロッドの組合せからなるロッド対を設け、それらのロッドはそれらの下端を下部構造体に接合するとともに、それらの上端をベース部材に接合し、それらのロッドの上端間隔を下端間隔より狭くし、それらのロッドのうちで少なくとも一方のロッドの上端をベース部材の一端に剛接合してなるようにしたものである。 According to the first aspect of the present invention, there is provided a column base joint that joins the column bases of a plurality of columns arranged side by side to a lower structure, and a horizontal member as a structural member is joined to each column base. A base member made of a cross member is rigidly joined to a column base of at least one of the plurality of pillars, and a rod pair made of a combination of at least two rods is provided between the lower structure and the base member, and These rods have their lower ends joined to the lower structure, their upper ends joined to the base member, and the upper end intervals of these rods are narrower than the lower end intervals, and the upper ends of at least one of these rods Is rigidly joined to one end of the base member.

請求項２の発明は、請求項１の発明において更に、前記建物構造体を前記ベース部材と前記ロッドとの剛接合部の上に載置してなるようにしたものである。 According to a second aspect of the present invention, in the first aspect of the invention, the building structure is placed on a rigid joint between the base member and the rod.

請求項３の発明は、請求項１又は２の発明において更に、前記建物構造体の柱に剪断力が作用し、ロッド対の構成ロッドに軸力が発生するとき、それらのロッドの軸力に起因して柱脚に生ずる曲げモーメントＭrが、柱に作用する剪断力に起因して柱脚に生ずる曲げモーメントＭcと逆方向になるようにしたものである。 According to a third aspect of the present invention, in the first or second aspect of the invention, when a shearing force acts on the pillars of the building structure and an axial force is generated on the constituent rods of the rod pair, the axial force of the rods is reduced. The bending moment Mr generated in the column base due to the shearing force acting on the column is opposite to the bending moment Mc generated in the column base.

請求項４の発明は、請求項３の発明において更に、Ｍr＝Ｍcであるようにしたものである。 The invention of claim 4 is the invention of claim 3, wherein Mr = Mc.

請求項５の発明は、請求項３の発明において更に、Ｍr＞Ｍcであるようにするものである。 The invention of claim 5 is such that Mr> Mc in the invention of claim 3.

請求項６の発明は、請求項５の発明において更に、前記ベース部材に、前記柱に作用する剪断力と同方向の剪断力が作用するようにするようにしたものである。 According to a sixth aspect of the present invention, in the fifth aspect of the present invention, a shear force in the same direction as a shear force acting on the column is applied to the base member.

請求項７の発明は、請求項１〜６のいずれかの発明において更に、前記下部構造体が基礎であるようにしたものである。 The invention according to claim 7 is the invention according to any one of claims 1 to 6, wherein the lower structure is a basis.

請求項８の発明は、請求項１〜６のいずれかの発明において更に、前記下部構造体が下階建物構造体であるようにしたものである。 The invention according to claim 8 is the invention according to any one of claims 1 to 6, wherein the lower structure is a lower-floor building structure.

（請求項１）
(a)柱脚にベース部材を剛接合し、下部構造体とベース部材の間に２本のロッドの組合せからなるロッド対を設け、２本のロッドはそれらの下端を下部構造体に接合するとともに、それらの上端をベース部材に接合し、２本のロッドの上端間隔を下端間隔より狭くしてなることにより、２本のロッドの軸力がベース部材に曲げモーメントを及ぼし、この曲げモーメントが柱の変形（柱と基礎の交差角度の変位）を少なくし、建物全体の変形を極小にするように作用する。 (Claim 1)
(a) The base member is rigidly joined to the column base, and a rod pair comprising a combination of two rods is provided between the lower structure and the base member, and the two rods join their lower ends to the lower structure. At the same time, the upper ends of the two rods are joined to the base member, and the distance between the upper ends of the two rods is made smaller than the distance between the lower ends, so that the axial force of the two rods exerts a bending moment on the base member. It works to minimize the deformation of the entire building by reducing the deformation of the column (displacement of the crossing angle between the column and the foundation).

(b)ベース部材を柱脚に接合する構造材としての横架材（梁、桁、胴差し、土台等）とは別構成の横材からなるものにしたから、ベース部材を上記柱脚に接合する構造材としての横架材とするものに比して、ベース部材を高剛性のものにすることができる。従って、２本のロッドの軸力がベース部材に及ぼす上述(a)の曲げモーメントＭrを、安定的に柱脚に伝え、柱脚に生ずる曲げモーメントＭcと相殺させることができる。これにより、建物全体の変形を安定的に極小化できる。 (b) Since the horizontal members (beams, girders, trunks, foundations, etc.) as the structural material that joins the base member to the column base are made of horizontal members with a different configuration, the base member is The base member can be made to be highly rigid as compared with a horizontal member as a structural material to be joined. Therefore, the bending moment Mr of (a) described above exerted on the base member by the axial force of the two rods can be stably transmitted to the column base and offset with the bending moment Mc generated at the column base. Thereby, the deformation | transformation of the whole building can be minimized stably.

(c)柱脚（柱脚に溶接される床梁用ジョイントピースを含む）に定められるベース部材の剛接合点の位置に関係なく、横材からなるベース部材の長さを長くできる。これは、ベース部材と柱脚の上述の剛接合点から、ベース部材とロッドとの接合点までのフランジ長さｆを長くできることを意味し、ひいては２本のロッドの軸力がベース部材に及ぼす前述(a)の曲げモーメントＭrを大きくとることができること（理由は後述する）を意味する。これにより、建物全体の変形を確実に極小化できる。 (c) The length of the base member made of the cross member can be increased regardless of the position of the rigid joint point of the base member determined on the column base (including the floor beam joint piece welded to the column base). This means that the flange length f from the above-mentioned rigid joint point between the base member and the column base to the joint point between the base member and the rod can be increased. As a result, the axial force of the two rods exerts on the base member. This means that the bending moment Mr of (a) can be increased (the reason will be described later). Thereby, the deformation | transformation of the whole building can be minimized reliably.

(d)ベース部材（横材）とロッド（斜材及び／又は鉛直材）の上端を剛接合することで、ベース部材に作用する剪断力Ｑ2の変動を回避できる。１本のロッドの下端と下部構造体の接合点ｒ1、該ロッドの上端とベース部材（横材）との接合点ｒ2、他の１本のロッド（斜材）の下端と下部構造体の接合点ｓ1、該ロッドの上端とベース部材（横材）の接合点ｓ2を考える。このとき、全てのｒ1、ｒ2、ｓ1、ｓ2がピン接合であれば、２本のロッドの軸力がベース部材に及ぼす前述(a)の曲げモーメントＭrは大きくなるが、建物構造体の強度は柱に作用する剪断力Ｑ1と上述のＱ2の比率で大きく異なるものになり、建物構造体の強度を予め特定できない。他方、ベース部材（横材）とロッド（斜材及び／又は鉛直材）の上端（ｒ2及び／又はｓ2）を剛接合しておくと、曲げモーメントＭrは上記ほど大きくならないが、建物構造体の強度はＱ1、Ｑ2の比率による差異が殆どなくなり、建物構造体の強度をプランに左右されることなく予め特定できる。 (d) By rigidly joining the upper ends of the base member (transverse member) and the rod (oblique member and / or vertical member), fluctuations in the shearing force Q2 acting on the base member can be avoided. Joining point r1 between the lower end of one rod and the lower structure, joining point r2 between the upper end of the rod and the base member (cross member), joining of the lower end of the other rod (diagonal member) and the lower structure Consider a point s1, a joint point s2 between the upper end of the rod and the base member (cross member). At this time, if all r1, r2, s1, and s2 are pin-joined, the bending moment Mr of the above (a) exerted on the base member by the axial force of the two rods will be large, but the strength of the building structure will be The strength of the building structure cannot be specified in advance because the shearing force Q1 acting on the column is greatly different from the ratio of Q2 described above. On the other hand, if the base member (cross member) and the upper end (r2 and / or s2) of the rod (diagonal member and / or vertical member) are rigidly connected, the bending moment Mr will not increase as much as described above. The strength is almost the same due to the ratio of Q1 and Q2, and the strength of the building structure can be specified in advance without being influenced by the plan.

（請求項２）
(e)建物構造体を上述(d)のベース部材（横材）とロッド（斜材及び／又は鉛直材）との剛接合部の上に載置するときには、建物構造体の柱脚に接合する構造材としての横架材（梁、桁、胴差し、土台等）の固定度を強化できる。２本のロッドの軸力がベース部材に及ぼす前述(a)の曲げモーメントＭrを建物構造体の柱脚（床梁）に伝えるとき、建物構造体の柱と、建物構造体のベース部材への支圧支点（載置点）の距離が大きくなり、支点反力が軽減する（但し、曲げモーメントＭrが建物構造体の支圧でなく、引き抜き力を当該支点に及ぼすときには、支点反力軽減の効果はなく、別途の梁固定ボルトに反力がかかる。） (Claim 2)
(e) When the building structure is placed on the rigid joint between the base member (cross member) and rod (diagonal and / or vertical member) described in (d) above, it is joined to the column base of the building structure. It is possible to strengthen the fixing degree of horizontal members (beams, girders, torches, foundations, etc.) as structural materials. When transmitting the bending moment Mr of (a) above, which the axial force of the two rods exerts on the base member, to the column base (floor beam) of the building structure, the column of the building structure and the base member of the building structure The distance of the fulcrum fulcrum (mounting point) is increased and the fulcrum reaction force is reduced (however, when the bending moment Mr is applied to the fulcrum instead of the support pressure of the building structure, the fulcrum reaction force is reduced. There is no effect, and a reaction force is applied to a separate beam fixing bolt.)

（請求項３）
(f)建物構造体の柱に剪断力が作用し、２本のロッドに軸力が発生するとき、２本のロッドの軸力に起因して柱脚に生ずる曲げモーメントＭrが、柱に作用する剪断力に起因して柱脚に生ずる曲げモーメントＭcと逆方向になる。従って、曲げモーメントＭcによる柱の変形と、曲げモーメントＭrによる柱の変形が互いに相殺し、柱の変形を少なくし、建物全体の変形を極小にする。 (Claim 3)
(f) When a shearing force acts on the column of the building structure and an axial force is generated on the two rods, a bending moment Mr generated on the column base due to the axial force of the two rods acts on the column. The bending moment Mc is generated in the column base due to the shearing force. Therefore, the deformation of the column due to the bending moment Mc and the deformation of the column due to the bending moment Mr cancel each other, thereby reducing the deformation of the column and minimizing the deformation of the entire building.

(g)柱の変形を上述(a)、(f)の如くにベース部材に作用する曲げモーメントＭr、Ｍcにより少なくできるから、２本のロッドの下端を下部構造体に剛接合せず、簡易にピン接合する場合でも柱の変形を少なくし、建物全体の変形を極小にできる。 (g) Since the deformation of the column can be reduced by the bending moments Mr and Mc acting on the base member as described in (a) and (f) above, the lower ends of the two rods are not rigidly joined to the lower structure and simplified. Even when it is pin-joined, the deformation of the column can be reduced and the deformation of the entire building can be minimized.

（請求項４）
(h)曲げモーメントＭrと曲げモーメントＭcを、Ｍr＝Ｍcとすることにより、柱脚は下部構造体に対し剛接合状態（柱脚は回転せず、柱と基礎の交差角度は変位しない）になり、柱の変形を少なくすることができる。ベース部材の移動はない。 (Claim 4)
(h) By setting the bending moment Mr and the bending moment Mc to Mr = Mc, the column base is rigidly connected to the lower structure (the column base does not rotate and the intersection angle between the column and the foundation does not change). Therefore, the deformation of the pillar can be reduced. There is no movement of the base member.

（請求項５）
(i)曲げモーメントＭrと曲げモーメントＭcを、Ｍr＞Ｍcとすることにより、柱脚はＭcよる変形をＭrによって逆方向に戻され、超剛接合状態になり、柱の変形を上述(h)より少なくすることができる。ベース部材は剪断方向に移動する。 (Claim 5)
(i) By setting the bending moment Mr and the bending moment Mc to Mr> Mc, the column base is deformed by Mc in the opposite direction, and becomes a super-rigid joint state. Can be less. The base member moves in the shear direction.

（請求項６）
(j)ベース部材に、柱に作用する剪断力Ｑ1と同方向の剪断力Ｑ2が作用するようにすることにより、下部構造体が２本のロッドに及ぼす支点反力Ｑ＝Ｑ1＋Ｑ2を大きくし、ひいては２本のロッドの軸力を大きく、曲げモーメントＭrを大きくし、２本のロッドを設けたことの効果を一層向上できる。 (Claim 6)
(j) By causing a shear force Q2 in the same direction as the shear force Q1 acting on the column to act on the base member, the fulcrum reaction force Q = Q1 + Q2 exerted by the lower structure on the two rods is increased, As a result, the axial force of the two rods can be increased, the bending moment Mr can be increased, and the effect of providing the two rods can be further improved.

（請求項７）
(k)下部構造体を基礎とし、建物構造体の柱を基礎に接合する接合仕口において、上述(a)〜(j)を実現できる。 (Claim 7)
(k) The above-mentioned (a) to (j) can be realized in the joint joint that is based on the lower structure and is joined to the column of the building structure.

（請求項８）
(l)下部構造体を下階建物構造体とし、上階建物構造体の柱を下階建物構造体の柱頭又は梁に接合する接合仕口において、上述(a)〜(j)を実現できる。梁勝ち工法において高い剛性を得ることができる。 (Claim 8)
(l) The above-mentioned (a) to (j) can be realized at the joint joint where the lower structure is a lower-floor building structure and the columns of the upper-floor building structure are joined to the heads or beams of the lower-floor building structure. . High rigidity can be obtained in the beam winning method.

図１は実施例１の建物構造体を示す模式図、図２は図１の要部拡大図、図３は図２の平面図、図４は図２の変形例を示す模式図、図５は柱脚接合架台を示し、（Ａ）は外側から視た斜視図、（Ｂ）は内側から視た斜視図、図６は柱脚接合架台を示す外面図、図７は柱脚接合架台を示す内面図、図８は柱脚接合架台を示す平面図、図９は柱脚接合仕口に作用する水平力を示す模式図、図１０は柱脚接合仕口に作用する曲げモーメントを示す模式図、図１１は実施例２のラーメン構造体を示す模式図、図１２は実施例３の建物構造体を示す模式平面図、図１３は実施例４の柱脚接合仕口を示す模式図、図１４は実施例５の柱脚接合仕口を示す模式図、図１５は実施例６の柱脚接合仕口を示す模式図である。 1 is a schematic diagram showing a building structure of Example 1, FIG. 2 is an enlarged view of a main part of FIG. 1, FIG. 3 is a plan view of FIG. 2, FIG. 4 is a schematic diagram showing a modification of FIG. Is a perspective view seen from the outside, (B) is a perspective view seen from the inside, FIG. 6 is an external view showing the column base joining base, and FIG. 7 is a column base joining base. Fig. 8 is a plan view showing the column base joint mount, Fig. 9 is a schematic diagram showing horizontal force acting on the column base joint, and Fig. 10 is a schematic diagram showing bending moment acting on the column base joint. FIG. 11, FIG. 11 is a schematic diagram showing the frame structure of Example 2, FIG. 12 is a schematic plan view showing the building structure of Example 3, and FIG. 13 is a schematic diagram showing the column base joint joint of Example 4. FIG. 14 is a schematic diagram illustrating a column base joint connection according to the fifth embodiment, and FIG. 15 is a schematic view illustrating a column base joint connection according to the sixth embodiment.

（実施例１）（図１〜図１０）
建物構造体（建物ユニット）１０は、図１〜図３に示す如く、四角箱形骨組構造のラーメン構造をなし、平面視で相直交する桁面と妻面のそれぞれにおいて、相並ぶ柱１１、１１の上端部に剛接合されるジョイントピース１２Ａに天井梁１２を剛接合することにより、それら柱１１、１１の上端部を連結するとともに、相並ぶ柱１１、１１の下端部（柱脚１１Ａ）に剛接合されるジョイントピース１３Ａに床梁１３（横架材）を剛接合することにより、それら柱１１、１１の下端部を連結する。 Example 1 (FIGS. 1 to 10)
The building structure (building unit) 10 has a rectangular frame-shaped frame structure as shown in FIG. 1 to FIG. The ceiling beam 12 is rigidly joined to a joint piece 12A that is rigidly joined to the upper end of the column 11, thereby connecting the upper ends of the columns 11 and 11 and the lower end (column base 11A) of the columns 11 and 11 arranged side by side. By rigidly joining the floor beam 13 (horizontal material) to the joint piece 13A that is rigidly joined to each other, the lower ends of the columns 11 and 11 are connected.

建物構造体１０は、桁面と妻面のそれぞれにおいて、柱１１、１１の各柱脚１１Ａを、柱脚接合架台２０Ａの柱脚接合仕口２０により基礎１４（下部構造体）に接合される。 In the building structure 10, the column bases 11 A of the columns 11 and 11 are joined to the foundation 14 (lower structure) by the column base joint joint 20 of the column base joint mount 20 A on each of the girder face and the end face. .

以下、柱脚接合架台２０Ａの柱脚接合仕口２０について説明する。
柱脚接合架台２０Ａは、図５〜図８に示す如く、建物構造体１０の桁面と妻面が直交するコーナー部に設けられる柱１１の柱脚１１Ａの直下に配置される１本のロッド２２Ａと、桁面と妻面のそれぞれの床梁１３の直下に配置される各１本のロッド２２Ｂと、桁面と妻面のそれぞれにおいて両ロッド２２Ａ、２２Ｂの上端部に接合されてそれらを連結するベース部材２１とを有する。２本のロッド２２Ａとロッド２２Ｂは桁面と妻面のそれぞれにおいてロッド対２２を構成し、それらの上端間隔を下端間隔より狭くする。 Hereinafter, the column base joint 20 of the column base joint 20A will be described.
As shown in FIG. 5 to FIG. 8, the column base joining frame 20 A is a single rod arranged immediately below the column base 11 A of the column 11 provided at a corner portion where the girder surface and the wife surface of the building structure 10 are orthogonal to each other. 22A, one rod 22B arranged immediately below the floor beam 13 of each of the spar surface and the wife surface, and joined to the upper end portions of both rods 22A and 22B in each of the spar surface and the wife surface. And a base member 21 to be connected. The two rods 22 A and 22 B constitute a rod pair 22 on each of the girder face and the end face, and the upper end interval thereof is narrower than the lower end interval.

柱脚接合架台２０Ａは、図９に示す如く、ベース部材２１を形鋼と補強片により補強した横材とし、ロッド２２Ａを角鋼管からなる鉛直材とし、ロッド２２Ｂを形鋼と補強片により補強した斜材とする。ロッド２２Ａの下端部と基礎１４の接合点ｒ1、ロッド２２Ａの上端部とベース部材２１の一端部の接合点ｒ2、ロッド２２Ｂの下端部と基礎１４の接合点ｓ1、ロッド２２Ｂの上端部とベース部材２１の他端部の接合点ｓ2を備える。４つの接合点ｒ1、ｒ2、ｓ1、ｓ2のうちの少なくとも１つを剛接合点とし、残余の接合点をピン接合点とする。本実施例ではｓ2を剛接合点とし、ｒ1、ｒ2、ｓ1をピン接合点とする。 As shown in FIG. 9, the column base joining base 20 A is a horizontal member in which the base member 21 is reinforced with a shape steel and a reinforcing piece, the rod 22 A is a vertical material made of a square steel pipe, and the rod 22 B is reinforced with a shape steel and a reinforcing piece. Diagonal material. Joining point r1 of the lower end of the rod 22A and the base 14, joining point r2 of the upper end of the rod 22A and one end of the base member 21, joining point s1 of the lower end of the rod 22B and the base 14, the upper end of the rod 22B and the base A joining point s2 at the other end of the member 21 is provided. At least one of the four junction points r1, r2, s1, and s2 is a rigid junction point, and the remaining junction points are pin junction points. In this embodiment, s2 is a rigid junction point, and r1, r2, and s1 are pin junction points.

柱脚接合架台２０Ａは柱脚接合仕口２０を以下の如くに形成する。以下、桁面（妻面も同じ）について説明する。 The column base joining base 20A forms the column base joint 20 as follows. Hereinafter, the girder face (the same for the wife face) will be described.

(1)柱脚接合架台２０Ａを基礎１４の上に載置し、基礎１４とベース部材２１の間に２つのロッド２２Ａ、２２Ｂの組合せからなるロッド対２２を設ける。２本のロッド２２Ａ、２２Ｂは、それらの下端（ｒ1、ｓ1）をアンカーボルト２３、２４により基礎１４にピン接合（剛接合でも可）するとともに、ロッド２２Ａの上端（ｒ2）を溶接（溶接長は短い）によりベース部材２１にピン接合（剛接合でも可）し、ロッド２２Ｂの上端（ｓ2）を溶接（溶接長は長い）によりベース部材２１に剛接合する。２本のロッド２２Ａ、２２Ｂの上端間隔を下端間隔より狭くする（ロッド２２Ａ、２２Ｂを互いにハの字をなすように配置し、柱１１側の上端間隔を基礎１４側の下端間隔より狭くする）。本実施例では、柱１１に作用する水平剪断力Ｑ1の方向に沿う剪断前方側のロッド２２Ａを鉛直配置し、剪断後方側のロッド２２Ｂを前傾させる。 (1) The column base joining base 20A is placed on the foundation 14, and a rod pair 22 comprising a combination of two rods 22A and 22B is provided between the foundation 14 and the base member 21. The two rods 22A and 22B have their lower ends (r1, s1) pin-connected to the base 14 by anchor bolts 23 and 24 (or rigid connections are possible), and the upper end (r2) of the rod 22A is welded (welding length). Is short-joined to the base member 21 (rigid joining is also possible), and the upper end (s2) of the rod 22B is rigidly joined to the base member 21 by welding (welding length is long). The distance between the upper ends of the two rods 22A and 22B is made smaller than the distance between the lower ends (the rods 22A and 22B are arranged so as to form a square shape with each other, and the upper end distance on the column 11 side is made narrower than the lower end distance on the foundation 14 side). . In this embodiment, the rod 22A on the shear front side along the direction of the horizontal shearing force Q1 acting on the column 11 is vertically arranged, and the rod 22B on the shear rear side is tilted forward.

(2)建物構造体１０を柱脚接合架台２０Ａのベース部材２１とロッド２２Ａ、２２Ｂとの接合部の上に載置する。本実施例では、柱脚１１Ａの下端板１１Ｂをロッド２２Ａの上端板３１の上に載置し、ジョイントピース１３Ａの自由端側の下面１３Ｂをロッド２２Ｂの上端板３２の上に載置する。このとき、ロッド２２Ａとロッド２２Ｂの上端板３１と上端板３２の外法間隔Ｋに対し、建物構造体１０の柱脚１１Ａとジョイントピース１３Ａの外法間隔Ｌを小とする。また、ロッド２２Ａの上端板３１とロッド２２Ｂの上端板３２は同一レベル面に位置し、ベース部材２１の上面はそれらのレベル面よりギャップＧだけ低位をなし、結果としてベース部材２１の上面とジョイントピース１３Ａの下面との間にギャップＧを形成する。 (2) The building structure 10 is placed on the joint between the base member 21 and the rods 22A and 22B of the column base joining base 20A. In this embodiment, the lower end plate 11B of the column base 11A is placed on the upper end plate 31 of the rod 22A, and the lower surface 13B on the free end side of the joint piece 13A is placed on the upper end plate 32 of the rod 22B. At this time, the outer distance L between the column base 11A of the building structure 10 and the joint piece 13A is made smaller than the outer distance K between the upper end plate 31 and the upper end plate 32 of the rods 22A and 22B. Further, the upper end plate 31 of the rod 22A and the upper end plate 32 of the rod 22B are located on the same level surface, and the upper surface of the base member 21 is lower than the level surface by a gap G. A gap G is formed between the lower surface of the piece 13A.

(3)ボルト４１をワッシャ４１Ａを介してロッド２２Ａの上端板３１に挿通し、柱脚１１Ａの下端板１１Ｂの裏面側に溶接してある締結ブロック４１Ｂに締結する。 (3) The bolt 41 is inserted into the upper end plate 31 of the rod 22A through the washer 41A, and fastened to the fastening block 41B welded to the back surface side of the lower end plate 11B of the column base 11A.

(4)ボルト４２を厚板ワッシャ４２Ａを介して柱１１の柱脚１１に剛接合してあるジョイントピース１３Ａ、ジョイントピース１３Ａ内の床梁１３、ベース部材２１を挿通し、ベース部材２１の裏面側にてナット４２Ｂを締結する。これにより、柱１１の柱脚１１Ａ（ジョイントピース１３Ａ）に横材からなるベース部材２１が剛接合された。 (4) The bolt 42 is inserted through the joint piece 13A in which the bolt 42 is rigidly joined to the column base 11 of the column 11 via the thick plate washer 42A, the floor beam 13 in the joint piece 13A, and the base member 21, and the back surface of the base member 21 is inserted. The nut 42B is fastened on the side. Thereby, the base member 21 made of a cross member was rigidly joined to the column base 11A (joint piece 13A) of the column 11.

尚、柱脚接合架台２０Ａの柱脚接合仕口２０にあっては、図４に示す如く、ボルト４３を厚板ワッシャ４３Ａ、柱１１の柱脚１１Ａにジョイントピース１３Ａを介して剛接合してある床梁１３、ロッド２２Ｂの上端板３２を挿通し、上端板３２の裏面にてナット４３Ｂを締結しても良い。ロッド２２Ｂと建物構造体１０とを強固に接合できる。 In the column base joint 20 of the column base joint 20A, as shown in FIG. 4, a bolt 43 is rigidly joined to the thick plate washer 43A and the column base 11A of the column 11 via the joint piece 13A. The floor beam 13 and the upper end plate 32 of the rod 22B may be inserted, and the nut 43B may be fastened on the back surface of the upper end plate 32. The rod 22B and the building structure 10 can be joined firmly.

以下、建物構造体１０の支持メカニズムについて説明する（図９、図１０）。
(1)柱１１に水平剪断力Ｑ1が作用する。本実施例では更に、ベース部材２１に、柱１１に作用する剪断力Ｑ1と同方向の水平剪断力Ｑ2（柱１１の下半分に対応する壁荷重、風圧力等）が作用する。尚、剪断力Ｑ1、Ｑ2は仮想的に１つの柱に作用する剪断力とする。 Hereinafter, the support mechanism of the building structure 10 will be described (FIGS. 9 and 10).
(1) A horizontal shearing force Q1 acts on the column 11. Further, in this embodiment, a horizontal shearing force Q2 (wall load, wind pressure, etc. corresponding to the lower half of the column 11) acts on the base member 21 in the same direction as the shearing force Q1 acting on the column 11. Note that the shearing forces Q1 and Q2 are assumed to be virtually acting on one column.

このとき、２本のロッド２２Ａ、２２Ｂの基礎１４への接合部には、支点反力Ｑ＝Ｑ1＋Ｑ2が作用する。 At this time, a fulcrum reaction force Q = Q1 + Q2 acts on the joint portion of the two rods 22A, 22B to the base 14.

(2)柱１１に作用する剪断力Ｑ1に起因する曲げモーメントＭcが柱脚１１Ａ（ベース部材２１との剛接合点）に生ずる。 (2) A bending moment Mc caused by the shearing force Q1 acting on the column 11 is generated at the column base 11A (the rigid joint point with the base member 21).

(3)２本のロッド２２Ａ、２２Ｂに作用する支点反力Ｑ（Ｑ1＋Ｑ2）により、各ロッド２２Ａ、２２Ｂに軸力Ｔa、Ｔbが発生する。尚、軸力Ｔa、Ｔbは、柱１１に作用する剪断力Ｑ1、Ｑ2によってベース部材２１が同剪断方向に移動させられようとするときに発生する。 (3) Due to the fulcrum reaction force Q (Q1 + Q2) acting on the two rods 22A, 22B, axial forces Ta, Tb are generated on the rods 22A, 22B. The axial forces Ta and Tb are generated when the base member 21 is about to be moved in the shear direction by the shear forces Q1 and Q2 acting on the column 11.

そして、２本のロッド２２Ａ、２２Ｂの軸力Ｔa、Ｔbに起因する曲げモーメントＭrが柱脚１１Ａ（ベース部材２１との剛接合点）に生ずる。曲げモーメントＭrは曲げモーメントＭcと逆方向になる。曲げモーメントＭrは、剪断前方側のロッド２２Ａの上端を下げ、剪断後方側のロッド２２Ｂの上端を上げ、ベース部材２１を微小回転させる。 A bending moment Mr resulting from the axial forces Ta and Tb of the two rods 22A and 22B is generated at the column base 11A (the rigid joint point with the base member 21). The bending moment Mr is in the opposite direction to the bending moment Mc. The bending moment Mr lowers the upper end of the rod 22A on the shear front side, raises the upper end of the rod 22B on the shear rear side, and slightly rotates the base member 21.

軸力Ｔa、Ｔbの水平成分をＨa、Ｈb、鉛直成分をＶa、Ｖbとし、軸力Ｔa、Ｔbの柱脚１１Ａ（ベース部材２１との剛接合点）に対するモーメントの腕の長さをａ、ｂとし、ベース部材２１における柱脚１１Ａとの接合点からロッド２２Ａとの接合点までのフランジ長さをｆ、ロッド２２Ｂとの接合点までのフランジ長さをｆとし、ロッド２２Ａが基礎１４に対してなす交差角度をθａ（図１０）とし、ロッド２２Ｂが基礎１４に対してなす交差角度をθｂ（図１０）とするとき、下記(1)式〜(5)式が成立する。尚、柱１１の軸力を無視する。 The horizontal components of the axial forces Ta and Tb are Ha and Hb, the vertical components are Va and Vb, and the arm length of the moment with respect to the column base 11A (the rigid joint point with the base member 21) of the axial forces Ta and Tb is a, b, the flange length from the junction point with the column base 11A to the junction point with the rod 22A in the base member 21 is f, the flange length to the junction point with the rod 22B is f, and the rod 22A is the base 14 When the crossing angle formed with respect to the base 14 is θa (FIG. 10) and the crossing angle formed by the rod 22B with respect to the foundation 14 is θb (FIG. 10), the following formulas (1) to (5) are established. Note that the axial force of the column 11 is ignored.

Ｑ1＋Ｑ2＝Ｈa＋Ｈb … (1) Q1 + Q2 = Ha + Hb (1)

Ｖa＋Ｖb＝０ … (2) Va + Vb = 0 (2)

Ｍr＝Ｔa×ａ＋Ｔb＋ｂ … (3) Mr = Ta × a + Tb + b (3)

Ｍr＝（Ｈa／cosθa）×ａ＋（Ｈb／cosθb）×ｂ … (4) Mr = (Ha / cos θa) × a + (Hb / cos θb) × b (4)

ａ＝ｆ・sinθa、ｂ＝ｆ・sinθb … (5) a = f · sin θa, b = f · sin θb (5)

従って、曲げモーメントＭrを大きくとるためには、ロッド２２Ａ、２２Ｂの角度θa、θbを大きくとる、ベース部材２１のフランジ長さｆを大きくとる、ベース部材２１に作用する剪断力Ｑ2を大きくとることが必要になる。 Therefore, in order to increase the bending moment Mr, the angles θa and θb of the rods 22A and 22B are increased, the flange length f of the base member 21 is increased, and the shearing force Q2 acting on the base member 21 is increased. Is required.

ベース部材２１に作用する剪断力Ｑ2を大きくすることは、床荷重や風圧力を梁材や胴縁で受け、これをベース部材２１に伝える等にて実現できる。 Increasing the shearing force Q2 acting on the base member 21 can be realized by receiving a floor load or wind pressure with a beam material or a trunk edge and transmitting this to the base member 21.

また、ロッド２２Ａ（２２Ｂ）と、ベース部材２１又は基礎１４との接合をピン接合とした場合は、ベース部材２１の移動に対する抵抗が少ないため、ベース部材２１が大きく移動され、Ｍｒも大きくすることができ、剛接合とした場合は、ベース部材２１の移動に対する抵抗が大きくなるため、Ｍｒはピン接合に比べ小さくなるが、ロッド２２Ａ（２２Ｂ）の変形が微少となるため、微振動の発生を抑制することができる。 In addition, when the rod 22A (22B) and the base member 21 or the base 14 are joined by pin joining, the resistance to the movement of the base member 21 is small, so the base member 21 is moved greatly and Mr is also increased. In the case of rigid joining, the resistance to movement of the base member 21 is increased, so that Mr is smaller than that of the pin joining, but the deformation of the rod 22A (22B) is very small, so that slight vibration is generated. Can be suppressed.

(4)Ｍr＝Ｍcで柱脚１１Ａは剛接合状態（柱脚１１Ａが回転しない、柱１１と基礎１４の相対角度を不変）になる。ベース部材２１の移動はない。 (4) When Mr = Mc, the column base 11A is in a rigid connection state (the column base 11A does not rotate, the relative angle between the column 11 and the foundation 14 is unchanged). There is no movement of the base member 21.

(5)Ｍr＞Ｍcで柱脚１１ＡはＭcによる変形方向と逆方向に戻される。これを、超剛接合状態というものとする。ベース部材２１は剪断方向（Ｑ1の方向）に移動する。 (5) When Mr> Mc, the column base 11A is returned in the direction opposite to the direction of deformation by Mc. This is called a super-rigid joint state. The base member 21 moves in the shearing direction (Q1 direction).

(6)Ｍr＜Ｍcで柱脚１１Ａは半剛接合状態（剛接合より弱い）になる。ベース部材２１は剪断方向と逆方向に移動する。 (6) When Mr <Mc, the column base 11A is in a semi-rigid joint state (weaker than the rigid joint). The base member 21 moves in the direction opposite to the shearing direction.

本実施例によれば以下の作用効果を奏する。
(a)柱脚１１Ａにベース部材２１を剛接合し、基礎１４とベース部材２１の間に２本のロッド２２Ａ、２２Ｂの組合せからなるロッド対２２を設け、２本のロッド２２Ａ、２２Ｂはそれらの下端を基礎１４に接合するとともに、それらの上端をベース部材２１に接合し、２本のロッド２２Ａ、２２Ｂの上端間隔を下端間隔より狭くしてなることにより、２本のロッド２２Ａ、２２Ｂの軸力Ｔa、Ｔbがベース部材２１に曲げモーメントＭrを及ぼし、この曲げモーメントＭrが柱１１の変形（柱１１と基礎の交差角度の変位）を少なくし、建物全体の変形を極小にするように作用する。 According to the present embodiment, the following operational effects can be obtained.
(a) The base member 21 is rigidly joined to the column base 11A, and a rod pair 22 composed of a combination of two rods 22A and 22B is provided between the base 14 and the base member 21, and the two rods 22A and 22B The lower ends of the two rods 22A and 22B are joined by joining the lower ends of the two rods 22A and 22B to the base member 14 and joining the upper ends thereof to the base member 21 and making the upper end interval of the two rods 22A and 22B narrower than the lower end interval. The axial forces Ta and Tb exert a bending moment Mr on the base member 21, and this bending moment Mr reduces deformation of the column 11 (displacement of the crossing angle between the column 11 and the foundation) and minimizes deformation of the entire building. Works.

(b)ベース部材２１を横材からなるものにしたから、ベース部材２１を柱脚１１Ａに接合するフランジや床梁とするものに比して、ベース部材２１を高剛性にすることができる。従って、２本のロッド２２Ａ、２２Ｂの軸力Ｔa、Ｔbがベース部材２１に及ぼす上述(a)の曲げモーメントＭrを、安定的に柱脚１１Ａに伝え、柱脚１１Ａに生ずる曲げモーメントＭcと相殺させることができる。これにより、建物全体の変形を安定的に極小化できる。 (b) Since the base member 21 is made of a cross member, the base member 21 can be made highly rigid as compared with a flange or floor beam that joins the base member 21 to the column base 11A. Accordingly, the bending moment Mr of (a) described above that the axial forces Ta and Tb of the two rods 22A and 22B exert on the base member 21 is stably transmitted to the column base 11A, and offset with the bending moment Mc generated in the column base 11A. Can be made. Thereby, the deformation | transformation of the whole building can be minimized stably.

(c)柱脚１１Ａ（柱脚１１Ａに溶接される床梁用ジョイントピース１３Ａを含む）に定められるベース部材２１の剛接合点の位置に関係なく、横材からなるベース部材２１の長さを長くできる。これは、ベース部材２１と柱脚１１Ａの上述の剛接合点から、ベース部材２１とロッド２２Ｂとの接合点までのフランジ長さｆを長くできることを意味し、ひいては２本のロッド２２Ａ、２２Ｂの軸力Ｔa、Ｔbがベース部材２１に及ぼす前述(a)の曲げモーメントＭrを大きくとることができること（理由は前述した）を意味する。これにより、建物全体の変形を確実に極小化できる。 (c) Regardless of the position of the rigid joint point of the base member 21 defined on the column base 11A (including the floor beam joint piece 13A welded to the column base 11A), the length of the base member 21 made of a cross member is set. Can be long. This means that the flange length f from the above-described rigid joint point of the base member 21 and the column base 11A to the joint point of the base member 21 and the rod 22B can be increased. As a result, the two rods 22A and 22B This means that the bending moment Mr (a) described above (a) exerted on the base member 21 by the axial forces Ta and Tb can be increased (the reason is described above). Thereby, the deformation | transformation of the whole building can be minimized reliably.

(d)ベース部材２１（横材）とロッド（斜材２２Ｂ及び／又は鉛直材２２Ａ）の上端を剛接合することで、ベース部材２１に作用する剪断力Ｑ2の変動を回避できる。１本のロッド２２Ａの下端と基礎１４の接合点ｒ1、該ロッド２２Ａの上端とベース部材２１（横材）との接合点ｒ2、他の１本のロッド２２Ｂ（斜材）の下端と基礎１４の接合点ｓ1、該ロッド２２Ｂの上端とベース部材２１（横材）の接合点ｓ2を考える。このとき、全てのｒ1、ｒ2、ｓ1、ｓ2がピン接合であれば、２本のロッド２２Ａ、２２Ｂの軸力Ｔａ、Ｔｂがベース部材２１に及ぼす前述(a)の曲げモーメントＭrは大きくなるが、建物構造体１０の強度は柱１１に作用する剪断力Ｑ1と上述のＱ2の比率で大きく異なるものになり、建物構造体１０の強度を予め特定できない。他方、ベース部材２１（横材）とロッド（斜材２２Ｂ及び／又は鉛直材２２Ａ）の上端（ｒ2及び／又はｓ2）を剛接合しておくと、曲げモーメントＭｒは上記ほど大きくならないが、建物構造体１０の強度はＱ1、Ｑ2の比率による差異が殆どなくなり、建物構造体１０の強度をプランに左右されることなく予め特定できる。 (d) Fluctuation of the shearing force Q2 acting on the base member 21 can be avoided by rigidly joining the upper end of the base member 21 (cross member) and the rod (oblique member 22B and / or vertical member 22A). The joint point r1 between the lower end of one rod 22A and the foundation 14, the joint point r2 between the upper end of the rod 22A and the base member 21 (cross member), the lower end of the other rod 22B (diagonal material) and the foundation 14 Let us consider a joint point s1 and a joint point s2 between the upper end of the rod 22B and the base member 21 (cross member). At this time, if all r1, r2, s1, and s2 are pin-joined, the bending moment Mr of (a) described above exerted on the base member 21 by the axial forces Ta and Tb of the two rods 22A and 22B is increased. The strength of the building structure 10 differs greatly depending on the ratio of the shearing force Q1 acting on the column 11 and the above-described Q2, and the strength of the building structure 10 cannot be specified in advance. On the other hand, if the base member 21 (cross member) and the upper end (r2 and / or s2) of the rod (oblique member 22B and / or vertical member 22A) are rigidly connected, the bending moment Mr will not increase as much as described above. The strength of the structure 10 is hardly different depending on the ratio of Q1 and Q2, and the strength of the building structure 10 can be specified in advance without being influenced by the plan.

(e)建物構造体１０を上述(d)のベース部材２１（横材）とロッド（斜材２２Ｂ及び／又は鉛直材２２Ａ）との剛接合部の上に載置するときには、建物構造体１０の（床梁１３の）固定度を強化できる。２本のロッド２２Ａ、２２Ｂの軸力Ｔa、Ｔbがベース部材２１に及ぼす前述(a)の曲げモーメントＭrを建物構造体１０の柱脚１１Ａ（床梁）に伝えるとき、建物構造体１０の柱１１と、建物構造体１０のベース部材２１への支圧支点（載置点）の距離が大きくなり、支点反力が軽減する（但し、曲げモーメントＭrが建物構造体１０の支圧でなく、引き抜き力を当該支点に及ぼすときには、支点反力軽減の効果はなく、別途の梁固定ボルトに反力がかかる。 (e) When the building structure 10 is placed on the rigid joint between the base member 21 (cross member) and the rod (oblique member 22B and / or vertical member 22A) of (d), the building structure 10 The degree of fixation (of the floor beam 13) can be strengthened. When the bending moment Mr of (a) described above that the axial forces Ta and Tb of the two rods 22A and 22B exert on the base member 21 is transmitted to the column base 11A (floor beam) of the building structure 10, the column of the building structure 10 11 and the support fulcrum (mounting point) to the base member 21 of the building structure 10 is increased, and the fulcrum reaction force is reduced (however, the bending moment Mr is not the support pressure of the building structure 10; When the pulling force is applied to the fulcrum, there is no effect of reducing the fulcrum reaction force, and a reaction force is applied to a separate beam fixing bolt.

(f)建物構造体１０の柱１１に剪断力が作用し、２本のロッド２２Ａ、２２Ｂに軸力Ｔa、Ｔbが発生するとき、２本のロッド２２Ａ、２２Ｂの軸力Ｔa、Ｔbに起因して柱脚１１Ａに生ずる曲げモーメントＭrが、柱１１に作用する剪断力に起因して柱脚１１Ａに生ずる曲げモーメントＭcと逆方向になる。従って、曲げモーメントＭcによる柱１１の変形と、曲げモーメントＭrによる柱１１の変形が互いに相殺し、柱１１の変形を少なくし、建物全体の変形を極小にする。 (f) When a shearing force acts on the pillar 11 of the building structure 10 and the axial forces Ta and Tb are generated on the two rods 22A and 22B, the axial forces Ta and Tb of the two rods 22A and 22B are caused. Thus, the bending moment Mr generated in the column base 11A is opposite to the bending moment Mc generated in the column base 11A due to the shearing force acting on the column 11. Therefore, the deformation of the column 11 due to the bending moment Mc and the deformation of the column 11 due to the bending moment Mr cancel each other, reducing the deformation of the column 11 and minimizing the deformation of the entire building.

(g)柱１１の変形を上述(a)、(f)の如くにベース部材２１に作用する曲げモーメントＭr、Ｍcにより少なくできるから、２本のロッド２２Ａ、２２Ｂの下端を基礎１４に剛接合せず、簡易にピン接合する場合でも柱１１の変形を少なくし、建物全体の変形を極小にできる。 (g) Since the deformation of the column 11 can be reduced by the bending moments Mr and Mc acting on the base member 21 as described above (a) and (f), the lower ends of the two rods 22A and 22B are rigidly joined to the foundation 14. Without deformation, it is possible to reduce the deformation of the column 11 and minimize the deformation of the entire building even when the pins are simply joined.

(h)曲げモーメントＭrと曲げモーメントＭcを、Ｍr＝Ｍcとすることにより、柱脚１１Ａは基礎１４に対し剛接合状態（柱脚１１Ａは回転せず、柱１１と基礎の交差角度は変位しない）になり、柱１１の変形を少なくすることができる。ベース部材２１の移動はない。 (h) By setting the bending moment Mr and the bending moment Mc to Mr = Mc, the column base 11A is rigidly connected to the foundation 14 (the column base 11A does not rotate, and the intersection angle between the column 11 and the foundation is not displaced). ) And deformation of the pillar 11 can be reduced. There is no movement of the base member 21.

(i)曲げモーメントＭrと曲げモーメントＭcを、Ｍr＞Ｍcとすることにより、柱脚１１ＡはＭcよる変形をＭrによって逆方向に戻され、超剛接合状態になり、柱１１の変形を上述(d)より少なくすることができる。ベース部材２１は剪断方向に移動する。 (i) By setting the bending moment Mr and the bending moment Mc to Mr> Mc, the column base 11A is returned to the opposite direction by Mr, and becomes a super-rigid joint state, and the column 11 is deformed as described above. d) can be less. The base member 21 moves in the shear direction.

(j)ベース部材２１に、柱１１に作用する剪断力Ｑ1と同方向の剪断力Ｑ2が作用するようにすることにより、基礎１４が２本のロッド２２Ａ、２２Ｂに及ぼす支点反力Ｑ＝Ｑ1＋Ｑ2を大きくし、ひいては２本のロッド２２Ａ、２２Ｂの軸力Ｔa、Ｔbを大きく、曲げモーメントＭrを大きくし、２本のロッド２２Ａ、２２Ｂを設けたことの効果を一層向上できる。 (j) A fulcrum reaction force Q = Q1 + Q2 exerted by the foundation 14 on the two rods 22A and 22B by applying a shearing force Q2 in the same direction as the shearing force Q1 acting on the column 11 to the base member 21. , And consequently the axial forces Ta and Tb of the two rods 22A and 22B are increased, the bending moment Mr is increased, and the effect of providing the two rods 22A and 22B can be further improved.

(k)下部構造体を基礎１４とし、建物構造体１０の柱１１を基礎１４に接合する接合仕口２０において、上述(a)〜(j)を実現できる。 (k) The above-described (a) to (j) can be realized in the joint joint 20 that uses the lower structure as the foundation 14 and joins the column 11 of the building structure 10 to the foundation 14.

（実施例２）（図１１）
建物構造体６０は、図１１に示す如く、四角箱形骨組構造のラーメン構造をなし、平面視で相直交する桁面と妻面のそれぞれにおいて、相並ぶ柱６１、６１の上端部に剛接合されるジョイントピース６２Ａに天井梁６２を剛接合することにより、それら柱６１、６１の上端部を連結するとともに、相並ぶ柱６１、６１の下端部（柱脚６１Ａ）に剛接合されるジョイントピース６３Ａに床梁６３（横架材）を剛接合することにより、それら柱６１、６１の下端部を連結する。 Example 2 (FIG. 11)
As shown in FIG. 11, the building structure 60 has a rectangular frame-shaped frame structure, and is rigidly connected to the upper ends of the columns 61 and 61 that are arranged side by side in a plane orthogonal to each other in plan view. By jointing the ceiling beam 62 to the joint piece 62A, the upper ends of the columns 61 and 61 are connected, and the joint piece is rigidly joined to the lower ends (column bases 61A) of the columns 61 and 61 arranged side by side. By rigidly joining the floor beam 63 (horizontal member) to 63A, the lower ends of the columns 61 and 61 are connected.

建物構造体６０は、桁面と妻面のそれぞれにおいて、柱６１、６１の各柱脚６１Ａを、実施例１の柱脚接合架台２０Ａの柱脚接合仕口２０により下階構造体７０（下部構造体）に接合される。 In the building structure 60, the column base 61A of the columns 61 and 61 is connected to the lower floor structure 70 (lower part) by the column base joint joint 20 of the column base joint mount 20A of the first embodiment in each of the girder face and the end face. Structure).

下階建物構造体７０は柱７１と梁７２を剛接合したラーメン構造体であり、その上階建物構造体６０の柱６１の柱脚６１Ａが柱脚接合仕口２０により梁７２に接合される。 The lower-floor building structure 70 is a rigid frame structure in which a column 71 and a beam 72 are rigidly joined, and the column base 61A of the column 61 of the upper-floor building structure 60 is joined to the beam 72 by the column base joint 20. .

建物構造体６０の支持メカニズムは、建物構造体１０の支持メカニズムと実質的に同一である。従って、建物構造体６０の柱６１に剪断力Ｑ1が作用し、この剪断力Ｑ１によってベース部材２１が同剪断方向に移動させられようとすることにて２本のロッド２２Ａ、２２Ｂに軸力Ｔa、Ｔbが発生するとき、２本のロッド２２Ａ、２２Ｂの軸力Ｔa、Ｔbに起因して柱脚６１Ａ（ベース部材２１との剛接合点）に生ずる曲げモーメントＭrが、柱６１に作用する剪断力Ｑ1に起因して柱脚６１Ａ（ベース部材２１との剛接合点）に生ずる曲げモーメントＭcと逆方向になる。尚、ベース部材２１に、柱６１に作用する剪断力Ｑ1と同方向の剪断力Ｑ2（柱６１の下半部に対応する壁荷重、風圧力等）が作用する。
本実施例によれば、実施例１と実質的に同様の作用効果を奏する。 The support mechanism of the building structure 60 is substantially the same as the support mechanism of the building structure 10. Accordingly, the shearing force Q1 acts on the column 61 of the building structure 60, and the base member 21 is moved in the shearing direction by the shearing force Q1, so that the axial force Ta is applied to the two rods 22A and 22B. , Tb occurs, the bending moment Mr generated at the column base 61A (the rigid joint point with the base member 21) due to the axial forces Ta, Tb of the two rods 22A, 22B is a shear acting on the column 61. The direction is opposite to the bending moment Mc generated at the column base 61A (the rigid joint point with the base member 21) due to the force Q1. The base member 21 is subjected to a shearing force Q2 in the same direction as the shearing force Q1 acting on the column 61 (wall load, wind pressure, etc. corresponding to the lower half of the column 61).
According to the present embodiment, substantially the same functions and effects as those of the first embodiment are obtained.

（実施例３）（図１２）
建物構造体８０は、図１２に示す如く、四角箱形骨組構造のラーメン構造をなし、相並ぶ４本の柱８１を、それらの上端部に剛接合される梁８２（天井梁）により連結し、相並ぶ４本の柱８１を、それらの下端部に剛接合される梁８３（床梁）により併せ連結するものである。建物構造体８０は、図１２の平面視で、柱８１に交差する長辺側と短辺側のそれぞれにおいて、各柱脚８１Ａを柱脚接合仕口８４、８５により基礎又は下階構造体に接合される。柱脚接合仕口８４、８５は、前述した柱脚接合仕口２０、４０、６０、或いは後述する柱脚接合仕口９０Ａ、９０Ｂ、１００と同一の構成からなるものとすることができる。 Example 3 (FIG. 12)
As shown in FIG. 12, the building structure 80 has a rectangular frame-shaped frame structure, and four columns 81 arranged side by side are connected by beams 82 (ceiling beams) rigidly joined to their upper ends. The four columns 81 arranged side by side are connected together by a beam 83 (floor beam) that is rigidly joined to their lower end portions. In the plan view of FIG. 12, the building structure 80 is configured such that each column base 81 A is formed into a foundation or lower floor structure by the column base joints 84 and 85 on each of the long side and the short side that intersect the column 81. Be joined. The column base joints 84 and 85 may have the same configuration as the above-described column base joints 20, 40, 60, or column base joints 90 A, 90 B, 100 described later.

（実施例４）（図１３）
図１３に示した柱脚接合仕口９０Ａは、下部構造体と、柱９１の柱脚９１Ａに剛接合したベース部材９１Ｂの間に、３本のロッド９２Ａ、９２Ｂ、９２Ｃの組合せからなるロッド対９０を設ける。柱９１の柱脚９１Ａには床梁９３が剛接合される。３本のロッド９２Ａ〜９２Ｃは、それらの下端を下部構造体にピン接合（剛接合でも可）するとともに、それらの上端をベース部材９１Ｂにピン接合（剛接合でも可）する。柱脚接合仕口９０Ａの平面視で、柱９１に作用する水平剪断力Ｑに沿う方向に関し、２本のロッド９２Ａ、９２Ｂと１本のロッド９２Ｃは互いに柱９１を挟む反対側に位置付けられ、２本のロッド９２Ａ、９２Ｂは、水平剪断力Ｑの方向に沿う剪断前方側で互いに剪断力Ｑを含む鉛直面の反対側に位置付けられて後傾配置される。１本のロッド９２Ｃは、水平剪断力Ｑの方向に沿う剪断後方向で、剪断力Ｑを含む鉛直面内に位置付けられて前傾配置される。２本のロッド９２Ａ、９２Ｃの上端間隔を下端間隔より狭くし、２本のロッド９２Ｂ、９２Ｃの上端間隔を下端間隔より狭くする。 Example 4 (FIG. 13)
A column base joint 90A shown in FIG. 13 is a pair of rods composed of a combination of three rods 92A, 92B, 92C between a lower structure and a base member 91B rigidly joined to a column base 91A of a column 91. 90 is provided. A floor beam 93 is rigidly joined to the column base 91A of the column 91. The three rods 92 A to 92 C have their lower ends pin-joined (or rigidly joined) to the lower structure, and their upper ends are pin-joined (or rigidly joined) to the base member 91 B. The two rods 92A, 92B and one rod 92C are positioned on opposite sides of the column 91 with respect to the direction along the horizontal shearing force Q acting on the column 91 in a plan view of the column base joint 90A. The two rods 92A and 92B are positioned on the opposite side of the vertical plane including the shearing force Q on the front side of the shearing along the direction of the horizontal shearing force Q and are tilted backward. One rod 92 C is positioned in a vertical direction in a post-shear direction along the direction of the horizontal shearing force Q and positioned in a vertical plane including the shearing force Q. The upper end interval between the two rods 92A and 92C is made smaller than the lower end interval, and the upper end interval between the two rods 92B and 92C is made smaller than the lower end interval.

柱脚接合仕口９０Ａによる支持メカニズムは、前述柱脚接合仕口２０の支持メカニズムと実質的に同一である。 The support mechanism by the column base joint 90A is substantially the same as the support mechanism of the column base joint 20 described above.

（実施例５）（図１４）
図１４に示した柱脚接合仕口９０Ｂは、下部構造体と、柱９１の柱脚９１Ａに剛接合したベース部材９１Ｂの間に、４本のロッド９２Ａ、９２Ｂ、９２Ｃ、９２Ｄの組合せからなるロッド対９２を設ける。柱９１の柱脚９１Ａには床梁９３が剛接合される。４本のロッド９２Ａ〜９２Ｄは、それらの下端を下部構造体にピン接合（剛接合でも可）するとともに、それらの上端をベース部材９１Ｂにピン接合（剛接合でも可）する。柱脚接合仕口９０Ｂの平面視で、柱９１に作用する水平剪断力Ｑに沿う方向に関し、２本のロッド９２Ａ、９２Ｂと２本のロッド９２Ｃ、９２Ｄは互いに柱９１を挟む反対側に位置付けられ、２本のロッド９２Ａ、９２Ｂは、水平剪断力Ｑの方向に沿う剪断前方側で互いに剪断力Ｑを含む鉛直面の反対側に位置付けられて後傾配置される。２本のロッド９２Ｃ、９２Ｄは、水平剪断力Ｑの方向に沿う剪断後方向側で互いに剪断力Ｑを含む鉛直面の反対側に位置付けられて前傾配置される。 Example 5 (FIG. 14)
14 includes a combination of four rods 92A, 92B, 92C, and 92D between the lower structure and the base member 91B that is rigidly connected to the column base 91A of the column 91. A rod pair 92 is provided. A floor beam 93 is rigidly joined to the column base 91A of the column 91. The four rods 92A to 92D have their lower ends pin-joined (or rigidly joined) to the lower structure, and their upper ends are pin-joined (or rigidly joined) to the base member 91B. The two rods 92A and 92B and the two rods 92C and 92D are positioned on opposite sides of the column 91 with respect to the direction along the horizontal shearing force Q acting on the column 91 in a plan view of the column base joint 90B. The two rods 92A and 92B are positioned on the opposite side of the vertical plane including the shearing force Q on the front side of the shearing along the direction of the horizontal shearing force Q and are inclined backward. The two rods 92 C and 92 D are positioned on the opposite side of the vertical plane including the shearing force Q on the side in the post-shear direction along the direction of the horizontal shearing force Q.

２本のロッド９２Ａ、９２Ｃの上端間隔を下端間隔より狭くし、２本のロッド９２Ｂ、９２Ｄの上端間隔を下端間隔より狭くする。 The upper end interval between the two rods 92A and 92C is made smaller than the lower end interval, and the upper end interval between the two rods 92B and 92D is made smaller than the lower end interval.

柱脚接合仕口９０Ｂによる支持メカニズムは、前述柱脚接合仕口２０の支持メカニズムと実質的に同一である。 The support mechanism by the column base joint 90B is substantially the same as the support mechanism of the column base joint 20 described above.

（実施例６）（図１５）
図１５に示した柱脚接合仕口１００は、下部構造体と、建物構造体１００Ａのコーナーに立設された柱１０１の柱脚１０１Ａに剛接合したベース部材１０１Ｂの間に、４本のロッド１０２Ａ〜１０２Ｄの組合せからなるロッド対１０２を設ける。柱１０１の柱脚１０１Ａには床梁１０３が剛接合される。４本のロッド１０２Ａ〜１０２Ｄは、それらの下端を下部構造体にピン接合（剛接合でも可）するとともに、それらの上端をベース部材１０１Ｂにピン接合（剛接合でも可）する。各ロッド１０２Ａ〜１０２Ｄは、四角断面をなす柱脚１０１Ａと同様に四角断面をなすベース部材１０１Ｂの、柱脚１０１Ａの各角部と同一向きの各角部から当該柱脚１０１Ａの各側面に対し45度をなす放射下向き方向に斜交配置される。 Example 6 (FIG. 15)
15 has four rods between a lower structure and a base member 101B rigidly connected to a column base 101A of a column 101 standing at a corner of the building structure 100A. A rod pair 102 comprising a combination of 102A to 102D is provided. The floor beam 103 is rigidly joined to the column base 101A of the column 101. The four rods 102 A to 102 D have their lower ends pin-joined (or rigidly joined) to the lower structure, and their upper ends are pin-joined (or rigidly joined) to the base member 101 B. Each rod 102A to 102D is connected to each side surface of the column base 101A from each corner portion of the base member 101B having a square cross section in the same direction as each corner portion of the column base 101A in the same manner as the column base 101A having a square cross section. It is diagonally arranged in the downward direction of radiation at 45 degrees.

柱脚接合仕口１００の平面視で、柱１０１に作用する桁方向水平剪断力ＱAに沿う方向に関し、２本のロッド１０２Ａ、１０２Ｂと２本のロッド１０２Ｃ、１０２Ｄは互いに柱１０１を挟む反対側に位置付けられる。２本のロッド１０２Ａ、１０２Ｂは、桁方向水平剪断力ＱAに沿う剪断前方側で互いに剪断力ＱAを含む鉛直面の反対側に位置付けられて後傾配置される。２本のロッド１０２Ｃ、１０２Ｄは、桁方向水平剪断力ＱAの方向に沿う剪断後方向で互いに剪断力ＱAを含む鉛直面の反対側に位置付けられて前傾配置される。２本のロッド１０２Ａ、１０２Ｄの上端間隔を下端間隔より狭くし、２本のロッド１０２Ｂ、１０２Ｃの上端間隔を下端間隔より狭くする。 The two rods 102A and 102B and the two rods 102C and 102D are opposite to each other across the column 101 in the plan view of the column base joint 100 with respect to the direction along the girder horizontal shearing force QA acting on the column 101. Positioned on. The two rods 102A and 102B are positioned on the opposite side of the vertical plane including the shearing force QA on the front side of the shear along the girder-direction horizontal shearing force QA. The two rods 102 C and 102 D are positioned forwardly so as to be positioned on opposite sides of the vertical plane including the shearing force QA in the post-shear direction along the direction of the horizontal shearing force QA. The upper end interval between the two rods 102A and 102D is made smaller than the lower end interval, and the upper end interval between the two rods 102B and 102C is made smaller than the lower end interval.

柱脚接合仕口１００の平面視で、柱１０１に作用する妻方向水平剪断力ＱBに沿う方向に関し、２本のロッド１０２Ｂ、１０２Ｃと２本のロッド１０２Ａ、１０２Ｄは互いに柱１０１を挟む反対側に位置付けられる。２本のロッド１０２Ｂ、１０２Ｃは、妻方向水平剪断力ＱBの方向に沿う剪断前方側で互いに剪断力ＱBを含む鉛直面の反対側に位置付けられて後傾配置される。２本のロッド１０２Ａ、１０２Ｄは、妻方向水平剪断力ＱBの方向に沿う剪断後方向で互いに剪断力ＱBを含む鉛直面の反対側に位置付けられて前傾配置される。２本のロッド１０２Ａ、１０２Ｂの上端間隔を下端間隔より狭くし、２本のロッド１０２Ｃ、１０２Ｄの上端間隔を下端間隔より狭くする。 The two rods 102B and 102C and the two rods 102A and 102D are opposite to each other across the column 101 in a plan view of the column base joint 100 with respect to the horizontal shearing force QB acting on the column 101. Positioned on. The two rods 102B and 102C are positioned on the opposite side of the vertical plane including the shearing force QB on the front side of the shear along the direction of the horizontal shearing force QB in the wife direction. The two rods 102A and 102D are positioned forwardly and positioned on opposite sides of the vertical plane including the shearing force QB in the direction of shearing along the direction of the horizontal shearing force QB in the wife direction. The upper end interval between the two rods 102A and 102B is made smaller than the lower end interval, and the upper end interval between the two rods 102C and 102D is made smaller than the lower end interval.

柱脚接合仕口１００による支持メカニズムは、前述した柱脚接合仕口２０の支持メカニズムと実質的に同一である。柱脚接合仕口１００は、前述柱脚接合仕口８３、８４の機能を併せ含むものであり、桁方向水平剪断力ＱAと妻方向水平剪断力ＱBに対応できる。 The support mechanism by the column base joint opening 100 is substantially the same as the support mechanism of the column base joint joint 20 described above. The column base joint joint 100 includes the functions of the above-mentioned column base joint joints 83 and 84, and can cope with the girder direction horizontal shear force QA and the wife direction horizontal shear force QB.

以上、本発明の実施例を図面により記述したが、本発明の具体的な構成はこの実施例に限られるものではなく、本発明の要旨を逸脱しない範囲の設計の変更等があっても本発明に含まれる。 The embodiment of the present invention has been described with reference to the drawings. However, the specific configuration of the present invention is not limited to this embodiment, and even if there is a design change or the like without departing from the gist of the present invention. Included in the invention.

図１は実施例１の建物構造体を示す模式図である。FIG. 1 is a schematic diagram illustrating a building structure according to the first embodiment. 図２は図１の要部拡大図である。FIG. 2 is an enlarged view of a main part of FIG. 図３は図２の平面図である。FIG. 3 is a plan view of FIG. 図４は図２の変形例を示す模式図である。FIG. 4 is a schematic diagram showing a modification of FIG. 図５は柱脚接合架台を示し、（Ａ）は外側から視た斜視図、（Ｂ）は内側から視た斜視図である。FIGS. 5A and 5B show a column base joining frame, where FIG. 5A is a perspective view seen from the outside, and FIG. 5B is a perspective view seen from the inside. 図６は柱脚接合架台を示す外面図である。FIG. 6 is an external view showing the column base joining frame. 図７は柱脚接合架台を示す内面図である。FIG. 7 is an internal view showing the column base joining frame. 図８は柱脚接合架台を示す平面図である。FIG. 8 is a plan view showing the column base joining frame. 図９は柱脚接合仕口に作用する水平力を示す模式図である。FIG. 9 is a schematic diagram showing the horizontal force acting on the column base joint. 図１０は柱脚接合仕口に作用する曲げモーメントを示す模式図である。FIG. 10 is a schematic diagram showing the bending moment acting on the column base joint. 図１１は実施例２のラーメン構造体を示す模式図である。FIG. 11 is a schematic diagram showing the frame structure of the second embodiment. 図１２は実施例３の建物構造体を示す模式平面図である。FIG. 12 is a schematic plan view showing the building structure of the third embodiment. 図１３は実施例４の柱脚接合仕口を示す模式図である。FIG. 13 is a schematic diagram illustrating a column base joint connection according to a fourth embodiment. 図１４は実施例５の柱脚接合仕口を示す模式図である。FIG. 14 is a schematic diagram illustrating a column base joint connection according to the fifth embodiment. 図１５は実施例６の柱脚接合仕口を示す模式図である。FIG. 15 is a schematic diagram illustrating a column base joint according to the sixth embodiment.

符号の説明Explanation of symbols

１０、６０、８０建物構造体
１１、５１、８１、９１、１０１柱
１１Ａ、５１Ａ、８１Ａ、９１Ａ、１０１Ａ柱脚
１３、６３、８３、９３、１０３床梁（横架材）
１４基礎（下部構造体）
２０、８４、８５、９０Ａ、９０Ｂ、１００柱脚接合仕口
２１、９１Ｂ、１０１Ｂベース部材
２２、９２、１０２ロッド対
２２Ａ、２２Ｂ、９２Ａ、９２Ｂ、９２Ｃ、９２Ｄ、１０２Ａ、１０２Ｂ、１０２Ｃ、１０２Ｄロッド
７０下階建物構造体（下部構造体）
Ｑ1、Ｑ2 剪断力
Ｔa、Ｔb 軸力
Ｍc、Ｍr 曲げモーメント 10, 60, 80 Building structure 11, 51, 81, 91, 101 Column 11A, 51A, 81A, 91A, 101A Column base 13, 63, 83, 93, 103 Floor beam (horizontal)
14 Foundation (substructure)
20, 84, 85, 90A, 90B, 100 Column base connection port 21, 91B, 101B Base member 22, 92, 102 Rod pair 22A, 22B, 92A, 92B, 92C, 92D, 102A, 102B, 102C, 102D Rod 70 Lower-floor building structure (lower structure)
Q1, Q2 Shear force Ta, Tb Axial force Mc, Mr Bending moment

Claims

建物構造体の相並ぶ複数の柱の各柱脚を下部構造体に接合する柱脚接合仕口において、
前記各柱脚には構造材としての横架材が接合され、複数の柱のうちの少なくとも１つの柱の柱脚に横材からなるベース部材を剛接合し、
下部構造体とベース部材の間に少なくとも２本のロッドの組合せからなるロッド対を設け、それらのロッドはそれらの下端を下部構造体に接合するとともに、それらの上端をベース部材に接合し、それらのロッドの上端間隔を下端間隔より狭くし、それらのロッドのうちで少なくとも一方のロッドの上端をベース部材の一端に剛接合してなることを特徴とする柱脚接合仕口。 In the column base connection joint that connects each column base of multiple columns of building structures to the lower structure,
A horizontal member as a structural member is bonded to each column base, and a base member made of the horizontal member is rigidly connected to a column base of at least one column among a plurality of columns,
A rod pair consisting of a combination of at least two rods is provided between the lower structure and the base member, and these rods have their lower ends joined to the lower structure and their upper ends joined to the base member. A column-base joint is characterized in that the upper end interval of the rods is made smaller than the lower end interval, and the upper end of at least one of the rods is rigidly joined to one end of the base member.

前記建物構造体を前記ベース部材と前記ロッドとの剛接合部の上に載置してなる請求項１に記載の柱脚接合仕口。 The column base joint according to claim 1, wherein the building structure is placed on a rigid joint between the base member and the rod.

前記建物構造体の柱に剪断力が作用し、ロッド対の構成ロッドに軸力が発生するとき、それらのロッドの軸力に起因して柱脚に生ずる曲げモーメントＭrが、柱に作用する剪断力に起因して柱脚に生ずる曲げモーメントＭcと逆方向になる請求項１又は２に記載の柱脚接合仕口。 When a shearing force acts on the column of the building structure and an axial force is generated on the constituent rods of the rod pair, a bending moment Mr generated on the column base due to the axial force of these rods is applied to the column. 3. The column base joint according to claim 1, wherein the column base joint has a direction opposite to a bending moment Mc generated in the column base due to a force.

Ｍr＝Ｍcである請求項３に記載の柱脚接合仕口。 4. The column base joint according to claim 3, wherein Mr = Mc.

Ｍr＞Ｍcである請求項３に記載の柱脚接合仕口。 4. The column base joint according to claim 3, wherein Mr> Mc.

前記ベース部材に、前記柱に作用する剪断力と同方向の剪断力が作用するようにする請求項５に記載の柱脚接合仕口。 The column base joint according to claim 5, wherein a shearing force in the same direction as a shearing force acting on the column acts on the base member.

前記下部構造体が基礎である請求項１〜６のいずれかに記載の柱脚接合仕口。 The column base joint according to any one of claims 1 to 6, wherein the lower structure is a foundation.

前記下部構造体が下階建物構造体である請求項１〜６のいずれかに記載の柱脚接合仕口。 The column base joint according to any one of claims 1 to 6, wherein the lower structure is a lower-floor building structure.