JP3516927B2 - Seismic reinforcement frame - Google Patents
Seismic reinforcement frameInfo
- Publication number
- JP3516927B2 JP3516927B2 JP2001106892A JP2001106892A JP3516927B2 JP 3516927 B2 JP3516927 B2 JP 3516927B2 JP 2001106892 A JP2001106892 A JP 2001106892A JP 2001106892 A JP2001106892 A JP 2001106892A JP 3516927 B2 JP3516927 B2 JP 3516927B2
- Authority
- JP
- Japan
- Prior art keywords
- bundle
- frame
- seismic
- pillar
- main body
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
Landscapes
- Working Measures On Existing Buildindgs (AREA)
Description
【０００１】[0001]
【発明の属する技術分野】この発明は既存建物の、また
は新設建物の柱・梁のフレームの耐震性を高める耐震補
強用束柱を用いた耐震補強フレームに関するものであ
る。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a seismic reinforcement frame using a seismic reinforcement bundling column for enhancing the seismic resistance of a frame of a pillar or beam of an existing building or a new building.
【０００２】[0002]
【従来の技及び発明が解決しようとする課題】例えば既
存建物の、または新設建物の柱・梁のフレームの耐震性
を高める場合、フレーム内にブレースや耐震壁等の耐震
要素を配置することが考えられるが、柱・梁の躯体が鉄
筋コンクリート造の場合で、耐震壁が鉄筋コンクリート
造の場合には耐震壁が水平力を負担するときの斜め引張
力によって耐震壁にひび割れが発生し、柱にまで伸展す
ることがある。2. Description of the Related Art For example, when the seismic resistance of a frame of a pillar or a beam of an existing building or of a new building is to be improved, seismic resistant elements such as braces and seismic resistant walls may be arranged in the frame. It is conceivable that if the frame of the pillar / beam is reinforced concrete and the earthquake-resistant wall is reinforced concrete, the earthquake-resistant wall is cracked due to the diagonal tensile force when the earthquake-resistant wall bears the horizontal force, and May extend.
【０００３】柱にまで伸展したひび割れが更に進み、柱
を貫通するひび割れに発展すれば、柱のせん破壊により
建物が崩壊する可能性があるため、フレームに対し、耐
震要素を付加することでフレームを耐震補強する場合に
は柱に対する補強も併せて必要になる場合がある。If the crack extending to the pillar further progresses and develops into a crack penetrating the pillar, the building may collapse due to the breaking of the pillar. Therefore, by adding a seismic resistant element to the frame, In case of seismic retrofitting, columns may also need to be reinforced.
【０００４】またフレーム内に耐震要素を配置する場合
で、通路等のためにフレーム内に開口部を確保した場
合、耐震要素の不在により上下の梁の拘束がなくなり、
せん断破壊し易くなるため、この面からも建物が崩壊に
至る可能性がある。Further, in the case of arranging the seismic resistant element in the frame, when an opening is secured in the frame for a passage or the like, the upper and lower beams are not restrained due to the absence of the seismic resistant element.
Since shear fracture is likely to occur, the building may collapse from this aspect as well.
【０００５】特にフレーム内の一部に開口部を確保しな
がら、耐震要素として耐震壁を配置する場合には、地震
時にフレームに入力する水平せん断力によって耐震壁に
斜め方向に発生する圧縮抵抗力の影響により、梁に鉛直
方向のせん断力が作用するため、梁の、開口部に面する
区間においてせん断破壊が起こり易くなる。In particular, when arranging an earthquake resistant wall as an earthquake resistant element while securing an opening in a part of the frame, a compression resistance force generated in an oblique direction on the earthquake resistant wall by a horizontal shearing force input to the frame during an earthquake. As a result, a vertical shearing force acts on the beam, so that shear failure easily occurs in the section of the beam facing the opening.
【０００６】この発明は上記背景より、例えば耐震壁を
配置した場合のひび割れの柱への伸展を抑制すると共
に、梁のせん断破壊を防止する耐震補強用束柱を用いた
耐震補強フレームを提案するものである。[0006] The present invention than the above background, for example, suppresses the extension of the crack pillar in the case where a shear wall, <br/> Retrofit with seismic reinforcement beam columns to prevent shear failure of beam It proposes a frame.
【０００７】[0007]
【課題を解決するための手段】本発明では上下の梁と左
右の柱から構成されるフレームの構面内に、上下の梁間
に架設され、各梁に直接、もしくは間接的に接合される
束柱本体と、束柱本体の上下端部に一体化し、各梁の両
側面に重なって梁に接合される拘束材からなり、拘束材
が束柱本体の位置から、フレームを構成する少なくとも
いずれか一方の柱までに跨る長さを有する耐震補強用束
柱を配置した上で、上下の梁と、左右のいずれかの柱と
それに隣接する束柱とで囲まれた開口部、または上下の
梁と、隣接する２本の束柱とで囲まれたいずれかの開口
部のフレームの構面内に耐震要素を配置し、フレームを
構成する柱と耐震壁等の耐震要素を分離させることによ
り、耐震要素が鉄筋コンクリート造の耐震壁である場合
に耐震壁に発生するひび割れの柱への伸展を抑制する。In the present invention, the upper and lower beams and the left
In the frame of the frame composed of the right column, it is erected between the upper and lower beams and is directly or indirectly joined to each beam, and the bundle column body is integrated with the upper and lower ends of the bundle column body. Ri Do from the restrained member to be joined to the beam overlap on both sides of the beam, restraining member
From the position of the bundle column body, at least constituting the frame
After arranging the seismic reinforcement bundle column having a length that extends to either one of the columns , the upper and lower beams and one of the left and right columns
The opening surrounded by the bundle column adjacent to it, or the upper and lower
Any opening surrounded by a beam and two adjoining bundle columns
By arranging seismic resistant elements within the frame of the frame part and separating the columns that make up the frame and seismic resistant elements such as seismic resistant walls, cracks that occur in the seismic resistant walls when the seismic resistant elements are reinforced concrete seismic resistant walls Suppresses the extension to the pillar.
【０００８】束柱が配置されたフレームは左右の柱と束
柱によって複数の開口部に区画されるため、その区画さ
れた開口部の少なくともいずれかに耐震要素を配置する
ことにより、フレームの耐震性能を自由に向上させるこ
とができる。The frame on which the bundle columns are arranged is divided into a plurality of openings by the left and right columns and the bundle columns . Therefore, by arranging a seismic element on at least one of the divided openings, the frame is quake-proof. The performance can be improved freely.
【０００９】また拘束材に束柱本体の位置から柱にまで
跨る長さを与え、梁の、束柱本体から柱までの区間を拘
束材によって両側から拘束しながら、せん断補強するこ
とにより、束柱本体と柱間に開口部が形成されることに
伴う梁の、開口部の区間におけるせん断破壊を防止す
る。Further, the restraint member is provided with a length extending from the position of the bundle column main body to the column, and the section of the beam from the bundle column main body to the column is restrained from both sides by the restraint member, and shear reinforcement is carried out, whereby the bundle is bundled. The shear fracture in the section of the opening of the beam due to the formation of the opening between the column main body and the column is prevented.
【００１０】拘束材は梁の両側面に重なって梁に接合さ
れることにより、フレームがコンクリート造である場合
の梁のコンクリートを拘束し、コンクリートのせん断耐
力を向上させ、コンクリートのひび割れ発生と剥離を防
止する。By binding the restraining material to both sides of the beam and joining them to the beam, the restraining material restrains the concrete of the beam when the frame is made of concrete, improves the shear strength of the concrete, and causes cracking and peeling of the concrete. Prevent.
【００１１】拘束材が束柱本体の位置から一方の柱まで
に跨る長さを持つとしても、束柱本体の位置から他方の
柱までの区間に耐震要素が配置されず、開口部が残され
る場合には梁がその開口部に面する区間においてせん断
破壊する可能性があるが、その他方の柱の付近に束柱本
体を配置し、隣接する束柱本体間に耐震要素を配置すれ
ば、耐震要素が梁の変形を拘束するため、拘束材が不在
の区間の梁のせん断破壊を防止することができる。Even if the restraint member has a length extending from the position of the bundle column body to one of the columns, the seismic resistant element is not arranged in the section from the position of the bundle column body to the other column, and the opening is left. In that case, there is a possibility of shear failure in the section where the beam faces the opening, but if the bundle column main body is placed near the other column and the seismic resistant element is placed between the adjacent bundle column bodies, Since the seismic element restrains the deformation of the beam, it is possible to prevent the shear failure of the beam in the section where the restraint is absent.
【００１２】束柱本体の位置から他方の柱までの区間に
耐震要素が配置されず、隣接する束柱本体間に耐震要素
が配置されない場合でも、請求項２に記載のように拘束
材に梁の全長に亘る長さを与えれば、束柱のみの配置に
よって梁のせん断破壊を全長に亘って回避することが可
能になる。Even if the seismic resistant element is not arranged in the section from the position of the bundle column main body to the other pillar, and the seismic resistant element is not arranged between the adjacent bundle column main bodies, the beam is restrained on the restraint member according to claim 2. If the length over the entire length is given, it becomes possible to avoid the shear failure of the beam over the entire length by disposing only the bundle columns.
【００１３】束柱本体と拘束材は一体的に製作される場
合の他、請求項３に記載のように予め互いに分離してい
る場合がある。束柱の設置対象が新設建物である場合に
は束柱の設置上の制約がないため、束柱本体と拘束材が
予め一体化しているか、分離しているかは問われない。The bundle column main body and the restraint member may be manufactured integrally, or may be separated from each other in advance as described in claim 3. If the bundle column is installed in a new building, there is no constraint on the installation of the bundle column, so it does not matter whether the bundle column main body and the restraint member are previously integrated or separated.
【００１４】束柱の設置対象が既存建物である場合には
既存の梁を使用状態に置いたまま束柱を設置する上では
束柱本体と拘束材は予め分離し、拘束材は単独で梁に接
合され、束柱本体の設置後に束柱本体と接合されること
になる。When the bundle column is to be installed in an existing building, the bundle column main body and the restraint member are separated in advance when the bundle column is installed while the existing beam is left in use, and the restraint member is the beam alone. And will be joined to the bundle column body after the bundle column body is installed.
【００１５】束柱が束柱本体と拘束材とに分離する場合
に、請求項４に記載のように拘束材が梁の側面に重なっ
たときに、その梁から上下いずれかの梁側へ張り出す張
出部を有すれば、梁の側面に重なって対向している拘束
材の張出部に束柱本体を挟んだ状態で接合することがで
きるため、拘束材の梁への接合後の、束柱本体の設置と
拘束材への接合時の位置決めがし易く、接合作業が容易
に行える。When the bundle column is separated into the bundle column main body and the restraint member, when the restraint member overlaps the side surface of the beam as described in claim 4, it is stretched from the beam to one of upper and lower beam sides. If there is an overhanging part, it is possible to join the overhanging part of the restraint material that overlaps the side surface of the beam while sandwiching the bundle column main body, so The installation of the bundle column main body and the positioning at the time of joining to the restraint member are easy to perform, and the joining work can be performed easily.
【００１６】請求項５に記載のように左右の柱間に、複
数本の束柱が配置される場合は、柱寄りに位置する拘束
材が束柱本体の位置からその側の柱までに跨る長さを有
し、梁の束柱から柱までの区間をせん断補強する。When a plurality of bundle pillars are arranged between the left and right pillars as claimed in claim 5 , the restraint member located near the pillar extends from the position of the bundle pillar main body to the pillar on that side. It has a length, and the section from the beam column to the column is shear-reinforced.
【００１７】特に請求項６に記載のように各束柱本体に
接合される拘束材が左右の柱間で連続し、全体として梁
の全長に亘る長さを有していれば、梁を全長に亘ってせ
ん断補強する形になるため、隣接する柱と束柱間、また
は束柱間に耐震要素が配置されない場合でも梁のせん断
破壊を全長に亘って回避することができる。[0017] In particular restraint material to be joined to each bundle pillar body is continuous between the left and right pillars as claimed in claim 6, as long as it has a length over the entire length of the beam as a whole, the total length of the beam Since the shape is shear-reinforced over the entire length, shear failure of the beam can be avoided over the entire length even if no seismic resistant element is arranged between the adjacent columns and the bundle columns or between the bundle columns.
【００１８】拘束材を梁にＰＣ鋼材を用いて接合する場
合にはＰＣ鋼材に導入される張力の損失を防止するため
に、拘束材は請求項７に記載のようにそれに重なる台座
と共に梁に圧着接合される。[0018] For the case of joining using a PC steel restraint material to the beam is to prevent loss of tension introduced into the PC steel, is bound material to the beam with the base overlapping it as claimed in claim 7 Crimped and joined.
【００１９】束柱は上下の梁間に架設されることで、上
側の梁が負担すべき鉛直荷重の一部を下側の梁に伝達す
る機能も持つため、上側の梁が曲げ、もしくはせん断破
壊を起こし、荷重支持能力を失うことがあった場合に
も、建物の崩壊を防止する働きをする。Since the bundle column is installed between the upper and lower beams, it also has a function of transmitting a part of the vertical load that the upper beam should bear to the lower beam, so that the upper beam bends or shears. It also acts to prevent the collapse of the building if the load bearing capacity is lost.
【００２０】ここで、拘束材３が束柱本体２の位置から
柱６までに跨る長さを有する束柱１の配置によるフレー
ム４のせん断補強効果を確認するために、本発明の束柱
１を用いた図１−(a) に示す耐震補強フレームに水平力
を繰り返して加えたときの結果と、拘束材３が束柱本体
２の位置にのみ配置され、柱６にまで跨らない図３に示
す耐震補強フレームに水平力を繰り返して加えたときの
結果を対比する。図１−(a) は請求項５の耐震補強フレ
ームに該当する。Here, in order to confirm the shear reinforcement effect of the frame 4 by the arrangement of the bundle column 1 having the length in which the restraint member 3 extends from the position of the bundle column body 2 to the column 6, the bundle column 1 of the present invention. Fig. 1- (a) of Fig. 1- (a) shows the result when the horizontal force is repeatedly applied to the seismic reinforcement frame, and the restraint 3 is placed only in the position of the bundle main body 2 and does not extend to the pillar 6. Contrast the results when the horizontal force is repeatedly applied to the seismic reinforcement frame shown in 3. Figure 1- (a) corresponds to the seismic retrofit frame of claim 5 .
【００２１】図１，図３は共にフレーム４内に２本の束
柱１，１を、束柱１，１間に耐震要素として耐震壁７を
それぞれ配置し、束柱１と柱６間の開口部８が開放する
点で共通するが、図３は拘束材３が梁５の、束柱本体２
の上下に位置する部分のみに配置されているのに対し、
図１は拘束材３が束柱本体２の位置から隣接する柱６ま
でに跨る点で相違する。フレーム４は反力台９上に組み
立てられている。In both FIGS. 1 and 3, two bundle columns 1 and 1 are arranged in a frame 4, and a seismic wall 7 is arranged between the bundle columns 1 and 1 as a seismic element, and between the bundle columns 1 and 6. Although it is common in that the opening 8 is open, in FIG.
Whereas it is placed only in the parts located above and below,
1 is different in that the restraint member 3 extends from the position of the bundle column body 2 to the adjacent column 6. The frame 4 is assembled on the reaction table 9.
【００２２】図１−(a) ，図３に示すフレーム４は鉄筋
コンクリート造であり、拘束材３にはプレートを使用
し、図１−(b) に示すように２枚で一組の拘束材３，３
を梁５の両側面に重ねると共に、台座15，15で挟み込
み、両台座15，15を貫通するＰＣ鋼材、特にＰＣ鋼棒10
により梁５に圧着接合している。束柱本体２にはＨ形鋼
を使用し、これを２枚の拘束材３，３間に挟み込み、拘
束材３，３にフランジにおいてボルト11で接合してい
る。The frame 4 shown in FIGS. 1- (a) and 3 is made of reinforced concrete, a plate is used as the restraint member 3, and as shown in FIG. 1- (b), a set of two restraint members is used. 3,3
PC steel material, especially PC steel rod 10 that pierces both pedestals 15 and 15 while sandwiching them on both sides of beam 5 and sandwiching them with pedestals 15 and 15.
Is bonded to the beam 5 by pressure. An H-shaped steel is used for the bundle column main body 2, and the H-shaped steel is sandwiched between two restraining members 3 and 3 and joined to the restraining members 3 and 3 with a bolt 11 at a flange.
【００２３】耐震壁７には鉄筋コンクリート製の壁板71
を使用し、幅方向両端部をＨ形鋼の束柱本体２に飲み込
ませ、壁板71と束柱本体２との間の空隙と上下の梁５，
５との間の空隙に無収縮モルタル等の充填材12を充填し
ている。耐震壁７が複数枚の壁板71，71から構成される
場合、隣接する壁板71，71は両者間で鉛直せん断力が伝
達されるように接合される。The seismic wall 7 is a wall plate 71 made of reinforced concrete.
The both ends of the width direction are swallowed into the H-shaped steel bundle column main body 2, and the space between the wall plate 71 and the bundle column main body 2 and the upper and lower beams 5, 5.
A space 12 between the space 5 and the space 5 is filled with a filler 12 such as non-shrink mortar. When the earthquake-resistant wall 7 is composed of a plurality of wall plates 71, 71, the adjacent wall plates 71, 71 are joined so that a vertical shearing force is transmitted between them.
【００２４】加力はフレーム４の上側の梁５に対し、増
分層間変形角ΔＲ毎に２回のサイクルで行い、最大強度
まではΔＲ＝1.0 ×10-3rad （以下ΔＲ＝1.0 と略
す）、その後は層間変形角Ｒ＝15.0（×10-3rad ）まで
ΔＲ＝2.0 、Ｒ＝25.0（×10-3rad ）までΔＲ＝5.0 と
し、フレーム４が破壊に至るまでの図１−(a) ，図３の
荷重−変形関係をそれぞれ図２，図４に示す。図１−
(a) ，図３は最終的なひび割れ発生状況を示している。The load is applied to the upper beam 5 of the frame 4 in two cycles at each incremental interlayer deformation angle ΔR, and up to the maximum strength ΔR = 1.0 × 10 −3 rad (hereinafter abbreviated as ΔR = 1.0). After that, the interlayer deformation angle R = 15.0 (× 10 -3 rad) up to ΔR = 2.0, R = 25.0 (× 10 -3 rad) up to ΔR = 5.0, and Fig. 1- (a ) And the load-deformation relationship of FIG. 3 are shown in FIGS. 2 and 4, respectively. Figure 1-
(a) and Fig. 3 show the final crack occurrence.
【００２５】図３の場合、Ｒ＝1.0 のときに開口部８回
りの上下の梁５，５にせん断ひび割れが、柱６の頭部と
脚部に曲げひび割れがそれぞれ発生し、Ｒ＝2.0 のとき
に耐震壁７に斜めひび割れが発生し、Ｒ＝3.0 〜4.0 の
ときに開口部８回りの上下の梁５，５にせん断ひび割れ
と剥離が発生した。更にＲ＝5.0 のときに負加力の最大
強度Ｑmax(-495.7kN)に達し、Ｒ＝6.0 のときに正加力
の最大強度Ｑmax(413.7kN) に達し、Ｒ＝8.0 のときに
上下の梁５，５のせん断ひび割れが伸展，拡幅し、コン
クリートの剥落と共にせん断破壊した。In FIG. 3, when R = 1.0, shear cracks are generated in the upper and lower beams 5, 5 around the opening 8 and bending cracks are generated in the head and legs of the column 6, respectively, and R = 2.0. At times, diagonal cracks occurred in the earthquake-resistant wall 7, and when R = 3.0 to 4.0, shear cracks and peeling occurred in the upper and lower beams 5 and 5 around the opening 8. Further, when R = 5.0, the maximum strength of negative force Qmax (-495.7kN) is reached, when R = 6.0, the maximum strength of positive force Qmax (413.7kN) is reached, and when R = 8.0 Shear cracks of beams 5 and 5 spread and widened, and shear failure occurred as the concrete fell off.
【００２６】これに対し、図１の場合、Ｒ＝1.0 〜2.0
のときに耐震壁７に斜めひび割れが、耐震壁７の水平目
地に水平ひび割れがそれぞれ発生し、柱６と下の梁５に
曲げひび割れが発生し、Ｒ＝4.0 のときに耐震壁７隅角
部に剥離が発生した。更にＲ＝5.0 のときに負加力の最
大強度Ｑmax(-628.9kN)に達し、柱・梁接合部にひび割
れが発生し、Ｒ＝6.0 のときに正加力の最大強度Ｑmax
(620.0kN) に達した後、耐震壁７に３mm弱の滑りが生じ
た。Ｒ＝8.0〜10.0のときに耐震壁７の左下隅角部の壁
筋が座屈し、コンクリートが剥離した。Ｒ＝12〜20で柱
６の脚部と柱・梁接合部に剥離が生じた。On the other hand, in the case of FIG. 1, R = 1.0 to 2.0
When, the diagonal cracks occurred on the earthquake-resistant wall 7, horizontal cracks occurred on the horizontal joints of the earthquake-resistant wall 7, bending cracks occurred on the pillar 6 and the lower beam 5, respectively, and the corner angle of the earthquake-resistant wall 7 when R = 4.0. Peeling occurred on the part. Furthermore, when R = 5.0, the maximum strength Qmax (-628.9kN) of negative load is reached, cracks occur at the column-beam joint, and when R = 6.0, the maximum strength Qmax of positive load is reached.
After reaching (620.0kN), the seismic wall 7 slipped by less than 3mm. When R = 8.0 to 10.0, the wall reinforcement at the lower left corner of the earthquake-resistant wall 7 buckled and the concrete peeled off. At R = 12 to 20, peeling occurred between the leg portion of the column 6 and the column-beam joint.
【００２７】図２と図４の結果の対比から、図１の場合
には拘束材３が束柱本体２に隣接する柱６までに跨るこ
とで、フレーム４の最大せん断強度がおよそ1.3(628.9/
495.7)〜1.5(620.0/413.7 ）倍に増大しており、開口部
８の上下の梁５，５への拘束材３によるせん断補強が有
効であることが分かる。From the comparison of the results of FIG. 2 and FIG. 4, in the case of FIG. 1, the maximum shear strength of the frame 4 is about 1.3 (628.9) because the restraint member 3 extends to the column 6 adjacent to the bundle column body 2. /
495.7) to 1.5 (620.0 / 413.7) times, and it can be seen that the shear reinforcement by the restraining member 3 to the beams 5 and 5 above and below the opening 8 is effective.
【００２８】図５，図７は束柱１をフレーム４の柱６に
接近させて配置することで、拘束材３を束柱本体２の位
置から柱６にまで跨らせた場合を示す。図５は耐震壁７
として１枚の壁板71を配置した場合、図７は３枚の壁板
71を配置した場合である。FIGS. 5 and 7 show the case where the restraint member 3 extends from the position of the bundle column main body 2 to the column 6 by arranging the bundle column 1 close to the column 6 of the frame 4. Fig. 5 shows earthquake resistant wall 7
When one wall plate 71 is arranged as the above, FIG. 7 shows three wall plates.
This is the case when 71 is arranged.
【００２９】図５と図７の結果をそれぞれ図６，図８に
示すが、図５の場合は図３の場合の結果を示す図４との
対比では最大せん断強度がおよそ1.15(569.3/495.7)〜
1.4(570.4/413.7)倍、図７の場合は1.13(559.0/495.7)
〜1.4(578.5/413.7)倍に増大し、共に拘束材３によるせ
ん断補強効果が表れていることが分かる。The results of FIGS. 5 and 7 are shown in FIGS. 6 and 8, respectively. In the case of FIG. 5, the maximum shear strength is about 1.15 (569.3 / 495.7) in comparison with FIG. 4, which shows the result of FIG. ) ~
1.4 (570.4 / 413.7) times, 1.13 (559.0 / 495.7) in the case of FIG.
It is understood that the shear reinforcement effect by the restraint material 3 is exhibited in both cases, which is up to 1.4 (578.5 / 413.7) times.
【００３０】図５，図７の場合、拘束材３が梁５に重な
る区間が短くなる結果、拘束材３の大きさが図３の場合
と同程度であるものの、拘束材３が束柱本体２の位置か
ら柱６までの区間に跨ることで、上記の通り、その区間
の梁５をせん断補強する効果は発揮される。また束柱１
が僅かながらも柱６との間に空間（開口部８）を確保す
ることで、耐震壁７に発生したひび割れの柱６への伸展
を阻止する役目を果たしている。In the case of FIGS. 5 and 7, the section in which the restraint member 3 overlaps the beam 5 is shortened, so that the restraint member 3 is about the same size as in FIG. By straddling the section from the position 2 to the pillar 6, the effect of shearing the beam 5 in that section is exerted as described above. Bundle 1
However, by securing a space (opening 8) between the pillar 6 and the pillar 6, it serves to prevent the cracks generated in the earthquake-resistant wall 7 from extending to the pillar 6.
【００３１】なお、図２，図４，図６，図８においてＲ
a は0.8Ｑmaxと包絡線の交点の小さい方の層間変形角
を、Ｒb は0.8Ｑmaxと包絡線の交点の大きい方の層間変
形角を示す。Incidentally, in FIG. 2, FIG. 4, FIG. 6 and FIG.
a indicates the interlayer deformation angle at the smaller intersection of 0.8Qmax and the envelope, and Rb indicates the interlayer deformation angle at the larger intersection of 0.8Qmax and the envelope.
【００３２】[0032]
【発明の実施の形態】この発明の束柱１は上下の梁５，
５と左右の柱６，６から構成されるフレーム４におい
て、上下の梁５，５間に架設され、各梁５に直接、もし
くは間接的に接合される束柱本体２と、束柱本体２の上
下端部に一体化し、各梁５の両側面に重なって梁５に接
合され、束柱本体２の位置から、フレーム４を構成する
少なくともいずれか一方の柱６までに跨る長さを有する
拘束材３，３から構成される。BEST MODE FOR CARRYING OUT THE INVENTION The bundle column 1 of the present invention includes upper and lower beams 5, 5.
In a frame 4 composed of 5 and left and right columns 6 and 6, a bundle column main body 2 which is installed between upper and lower beams 5 and 5 and is directly or indirectly joined to each beam 5, and a bundle column main body 2 It is integrated with the upper and lower ends of the beam 5, is overlapped with both side surfaces of each beam 5 and is joined to the beam 5, and has a length extending from the position of the bundle column main body 2 to at least one of the columns 6 forming the frame 4. It is composed of restraint members 3 and 3.
【００３３】フレーム４は既設建物であるか、新設建物
であるかを問わず、フレーム４の構造は鉄骨造、鉄筋コ
ンクリート造、鉄骨鉄筋コンクリート造のいずれである
かを問わない。鉄筋コンクリート造や鉄骨鉄筋コンクリ
ート造の場合にはプレキャスト部材から構成される場合
もあり、フレーム４を構成する梁５と柱６のいずれか一
方の軸方向、または梁５と柱６の各軸方向にプレストレ
スが導入される場合もある。Regardless of whether the frame 4 is an existing building or a new building, the structure of the frame 4 does not matter whether it is a steel frame structure, a reinforced concrete structure or a steel frame reinforced concrete structure. In the case of a reinforced concrete structure or a steel frame reinforced concrete structure, it may be composed of a precast member, and a pre-cast member may be used in the axial direction of either one of the beam 5 and the pillar 6 which form the frame 4, or in each axial direction of the beam 5 and the pillar 6. Stress may also be introduced.
【００３４】本発明は耐震要素が鉄筋コンクリート造の
耐震壁７である場合に耐震壁７に発生するひび割れの柱
６への伸展を防止することを目的の一つとするが、フレ
ーム４を耐震補強する上では耐震要素は耐震壁７に限定
されないため、耐震要素は図示する耐震壁７とブレース
72を含み、それぞれの構造も問われない。The purpose of the present invention is to prevent the cracks generated in the earthquake-resistant wall 7 from extending to the pillars 6 when the earthquake-resistant element is the earthquake-resistant wall 7 made of reinforced concrete. Since the seismic element is not limited to the seismic wall 7 above, the seismic element is the seismic wall 7 and the brace shown in the figure.
Including 72, each structure does not matter.
【００３５】耐震壁７は図示するようなプレキャストコ
ンクリート製や現場打ちコンクリート造の他、鋼板、ま
たは鋼材とコンクリートの合成構造等で製作、もしくは
構築される。ブレースは鋼管を含む鋼材、または鋼材と
コンクリートの合成構造の他、プレキャストコンクリー
ト製の場合があり、コンクリートの場合に、引張力にも
抵抗させる場合には軸方向にプレストレスが与えられ
る。The earthquake-resistant wall 7 is made of precast concrete or cast-in-place concrete as shown in the figure, or is made of steel plate or a composite structure of steel and concrete, or is constructed. The brace may be made of steel including a steel pipe, a composite structure of steel and concrete, or precast concrete. In the case of concrete, when the tensile force is also resisted, prestress is given in the axial direction.
【００３６】耐震壁７にコンクリートを使用する場合、
コンクリートには普通コンクリートその他のコンクリー
トの他、超軽量コンクリートも使用され、剛性を調整す
るために、鉛直方向と水平方向の少なくともいずれかに
プレストレスを導入することもある。When concrete is used for the earthquake resistant wall 7,
In addition to ordinary concrete and other concrete, ultra-lightweight concrete is also used as the concrete, and prestress may be introduced in at least one of the vertical direction and the horizontal direction in order to adjust the rigidity.
【００３７】束柱本体２と拘束材３もプレキャストコン
クリート製や現場打ちコンクリート造、もしくは鉄骨鉄
筋コンクリート造の他、図示するような鋼材や鋼材とコ
ンクリートの合成構造の場合があり、束柱本体２には必
要により軸方向にプレストレスが導入される。The bundle column main body 2 and the restraint member 3 may also be made of precast concrete, cast-in-place concrete, steel frame reinforced concrete, or a steel material as shown in the figure or a composite structure of steel and concrete. If necessary, prestress is introduced in the axial direction.
【００３８】図面では柱６と束柱１間、または束柱１，
１間に形成される開口部８に耐震壁７を配置する場合の
取合いの面から束柱本体２にＨ形鋼を使用し、束柱本体
２との取合いの面から拘束材３にプレート（ガセットプ
レート）を使用している。拘束材３は束柱本体２の上端
部と下端部のそれぞれに付き、梁５の両側面を挟み込む
２枚で対になる。In the drawing, between the pillar 6 and the bundle pillar 1, or the bundle pillar 1,
The H-shaped steel is used for the bundle column main body 2 from the side of the connection when the earthquake-resistant wall 7 is arranged in the opening 8 formed between the plates 1, and the plate 3 is attached to the restraining member 3 from the side of the connection with the bundle column main body 2. Gusset plate). The restraint members 3 are attached to the upper end portion and the lower end portion of the bundle column main body 2, respectively, and two sheets sandwiching both side surfaces of the beam 5 form a pair.
【００３９】図１は前記の通り、柱６，６間に２本の束
柱１，１を配置して１フレームを３個の開口部８に区分
し、中間の開口部８に耐震要素としての耐震壁７を配置
した場合を示す。耐震壁７が配置されない開口部８は通
路として、または採光・通風用の窓として使用できる。As shown in FIG. 1, two bundle pillars 1 and 1 are arranged between the pillars 6 and 6 to divide one frame into three openings 8, and the middle opening 8 serves as a seismic element. The case where the earthquake resistant wall 7 is arranged is shown. The opening 8 where the seismic wall 7 is not arranged can be used as a passage or a window for daylighting / ventilation.
【００４０】フレーム４内に耐震壁７を配置しない場合
には束柱１の配置本数は１本のみの場合もある。束柱１
が１本の場合、拘束材３は束柱本体２の位置から少なく
とも片側の柱６までに跨る長さを持てばよいが、耐震壁
７を配置しない場合には、束柱本体２を挟んだ両側に開
口部８が形成されるため、梁５の開口部８に面する区間
を均等にせん断補強する上で、拘束材３に両柱６，６間
に跨る長さが与えられる。When the seismic wall 7 is not arranged in the frame 4, the number of the bundle columns 1 may be only one. Bundle pillar 1
In the case of one, the restraint member 3 may have a length extending from the position of the bundle column body 2 to at least one of the columns 6, but when the earthquake resistant wall 7 is not arranged, the bundle column body 2 is sandwiched. Since the openings 8 are formed on both sides, in order to evenly shear and reinforce the section of the beam 5 that faces the openings 8, the restraint member 3 is provided with a length that extends between the columns 6 and 6.
【００４１】束柱１が１本の場合で、いずれか一方の開
口部８に耐震壁７を配置する場合は、耐震壁７が梁５の
変形を拘束する効果を発揮するため、拘束材３は耐震壁
７の配置されない開口部８に面する区間に跨る長さを持
てばよい。In the case where there is only one bundle column 1 and the seismic resistant wall 7 is arranged in either one of the openings 8, the seismic resistant wall 7 exerts the effect of restricting the deformation of the beam 5, and therefore the restraint member 3 Need only have a length that spans the section facing the opening 8 where the seismic wall 7 is not arranged.
【００４２】この他、束柱１を柱６，６間に３本以上架
設して１フレームを４個以上の開口部８に区分し、その
内の１個、または２個以上の開口部８に耐震要素を配置
することもある。In addition, three or more bundle columns 1 are installed between columns 6 and 6 to divide one frame into four or more openings 8, and one or two or more openings 8 among them. Seismic resistant elements may be placed in.
【００４３】図９は耐震壁７の両端を面外方向両側から
挟み込めるよう、束柱本体２にＨ形鋼を用いた場合に、
耐震壁７をプレキャスト化された、互いに接合される２
枚の壁板71，71で構成した場合を示す。ここではフレー
ム４が鉄筋コンクリート造、壁板71がプレキャストコン
クリート製の場合のそれぞれの配筋状態を示している。
耐震壁７の両端を挟み込む上では束柱本体２の耐震壁７
側が凹となる断面形状をしていればよいため、束柱本体
２にその形状のコンクリート部材を使用することもあ
る。FIG. 9 shows a case where H-shaped steel is used for the bundle column main body 2 so that both ends of the earthquake-resistant wall 7 can be sandwiched from both sides in the out-of-plane direction.
Seismic wall 7 precast, joined together 2
The case where it is constituted by the wall plates 71, 71 is shown. Here, the respective bar arrangement states when the frame 4 is made of reinforced concrete and the wall plate 71 is made of precast concrete are shown.
When sandwiching both ends of the earthquake resistant wall 7, the earthquake resistant wall 7 of the bundle column main body 2
Since it suffices to have a cross-sectional shape with a concave side, a concrete member having that shape may be used for the bundle column main body 2.
【００４４】図示するように束柱１と耐震壁７はフレー
ム４の構面内に配置される。As shown in the figure, the bundle column 1 and the seismic wall 7 are framed.
It is located in the construction plane of Mu 4 .
【００４５】図10〜図13は図９に示す束柱１と耐震壁７
の配置例の具体的な束柱本体２と梁５との取合い例を示
す。10 to 13 show the bundle column 1 and the earthquake resistant wall 7 shown in FIG.
A specific example of the connection between the bundle column main body 2 and the beam 5 in the above arrangement example is shown.
【００４６】束柱本体２は下階の梁５の天端から上階の
梁５の下端までの距離より僅かに短い程度の長さを持
ち、拘束材３は梁５の側面に重なったときに、その梁５
から上下いずれかの梁５側へ張り出す張出部3aを有し、
束柱本体２は、梁５の側面に重なって対向する拘束材
３，３の張出部3a，3aに挟まれて接合される。図10，図
18，図20に示すように束柱１が少なくとも２層に亘って
連続的に配置される場合には、各拘束材３の上下に張出
部3a，3aが形成される。The bundle column main body 2 has a length which is slightly shorter than the distance from the top end of the beam 5 on the lower floor to the lower end of the beam 5 on the upper floor, and when the restraint member 3 overlaps the side surface of the beam 5. To the beam 5
Has an overhanging part 3a that overhangs to either the upper or lower beam 5 side,
The bundle column main body 2 is sandwiched between the overhanging portions 3a, 3a of the restraining members 3, 3 which are overlapped with the side surfaces of the beam 5 and are joined to each other. Figure 10, Figure
18, when the bundle column 1 is continuously arranged in at least two layers as shown in FIG. 20, overhang portions 3a, 3a are formed above and below each restraint member 3.
【００４７】図面では束柱本体２にＨ形鋼を使用してい
ることから、束柱本体２の上端と下端を梁５の両側面に
接合され、梁５と束柱本体２に跨る拘束材３，３として
のガセットプレートによって挟み、これにボルト11や溶
接により接合し、束柱本体２と梁５間に無収縮モルタル
等の充填材12を充填して束柱本体２を梁５に接合してい
るが、束柱本体２と梁５，５との接合方法はこれに限ら
れない。In the drawing, since the H-shaped steel is used for the bundle column body 2, the upper and lower ends of the bundle column body 2 are joined to both side surfaces of the beam 5, and a restraint member extending over the beam 5 and the bundle column body 2. It is sandwiched by gusset plates as 3, 3 and joined to this by bolts 11 or welding, and a filler 12 such as non-shrink mortar is filled between the bundle column body 2 and the beam 5 to join the bundle column body 2 to the beam 5. However, the method of joining the bundle column body 2 and the beams 5 and 5 is not limited to this.
【００４８】フレーム４が鉄筋コンクリート造の場合
に、拘束材３にガセットプレートを使用する場合、拘束
材３は図10のｙ−ｙ線断面図である図12に示すように梁
５を幅方向に貫通するボルトやＰＣ鋼棒10等によって梁
５に接合される。フレーム４が既存の場合には予めコア
ボーリングによって貫通孔が形成される。拘束材３は梁
５に重なる区間において均等に梁５に接合され、図19に
示すように拘束材３が柱６，６間で連続する場合は梁５
の全長に亘って均等に接合される。When the frame 4 is made of reinforced concrete and a gusset plate is used as the restraint member 3, the restraint member 3 has the beam 5 in the width direction as shown in FIG. 12 which is a sectional view taken along the line yy of FIG. It is joined to the beam 5 by a penetrating bolt or a PC steel rod 10. If the frame 4 already exists, a through hole is previously formed by core boring. The restraint member 3 is evenly joined to the beam 5 in a section overlapping the beam 5, and when the restraint member 3 is continuous between the columns 6 and 6 as shown in FIG.
Are evenly joined over the entire length of.
【００４９】また建物が既存の場合に、図示するように
束柱１と耐震壁７が複数層に亘って設置され、拘束材３
が梁５の上下に跨る場合には図12に示すように梁５に接
続するスラブ13の拘束材３部分が除去され、拘束材３の
接合後にコンクリートやモルタルの充填によって復旧さ
せられる。スラブ13の一部を除去する場合はスラブ13上
からその除去部分に拘束材３を落とし込むことにより拘
束材３の設置が行われる。When the building is existing, the bundle columns 1 and the seismic wall 7 are installed in a plurality of layers as shown in the figure, and the restraint 3
In the case of straddling the upper and lower sides of the beam 5, the restraint member 3 portion of the slab 13 connected to the beam 5 is removed as shown in FIG. 12, and after the restraint member 3 is joined, it is restored by filling with concrete or mortar. When part of the slab 13 is removed, the restraint material 3 is installed by dropping the restraint material 3 from above the slab 13 to the removed portion.
【００５０】束柱本体２がフレーム４の構面内に位置す
る関係から、フレーム４に作用する水平力を束柱１と耐
震壁７に伝達する上で、図14に示すように束柱本体２の
上端及び下端と梁５との間の空隙には充填材12が充填さ
れる。[0050] From the relationship Tababashira body 2 is located in the Plane of the frame 4, in order to transmit the horizontal force acting on the frame 4 in Tababashira 1 and shear wall 7, Tababashira body as shown in FIG. 14 The space between the upper and lower ends of 2 and the beam 5 is filled with the filler 12.
【００５１】図12では拘束材３が上下に張出部3a，3aを
有し、梁５の上下に跨る部位において充填材12が梁５の
上下に回り込むよう、束柱本体２のフランジ2aと拘束材
３との間にフィラープレート14を挟み、梁５の側面と拘
束材３との間に空隙を形成している。束柱本体２の上端
と下端には拘束材３と共に充填材12のせき板となるエン
ドプレート2cが接合されている。In FIG. 12, the restraining member 3 has protruding portions 3a and 3a vertically, and the filler 2 is provided on the flange 2a of the bundle column main body 2 so that the filler 12 can go around the beam 5 at the upper and lower portions of the beam 5. A filler plate 14 is sandwiched between the restraint member 3 and a space between the side surface of the beam 5 and the restraint member 3. An end plate 2c, which serves as a weir for the filler 12, is joined to the upper and lower ends of the bundle column body 2 together with the restraining member 3.
【００５２】図12ではまた、ＰＣ鋼棒10が拘束材３を梁
５に圧着接合する上で、ＰＣ鋼棒10の張力を拘束材３に
分散させ、拘束材３の変形を防止するためと、ＰＣ鋼棒
10への一定の張力を導入する上で、ＰＣ鋼棒10の両端間
距離を確保するために、梁５の両側面にコンクリート製
や鋼製の台座15，15を配置し、ＰＣ鋼棒10の両端を台座
15に定着している。In FIG. 12, when the PC steel rod 10 press-bonds the restraint member 3 to the beam 5, the tension of the PC steel rod 10 is dispersed in the restraint member 3 to prevent the restraint member 3 from being deformed. , PC steel rod
In order to secure a distance between both ends of the PC steel rod 10 when introducing a constant tension to the PC steel rods 10, pedestals 15 and 15 made of concrete or steel are arranged on both side surfaces of the beam 5 to make the PC steel rod 10 Both ends of the pedestal
It is well established at 15.
【００５３】束柱本体２寄りに位置する壁板71の端部は
図10のｘ−ｘ線断面図である図11、及びその詳細を示す
図13に示すように束柱本体２のフランジ2a，2aに挟み込
まれるように配置される。The end portion of the wall plate 71 located near the bundle main body 2 is a flange 2a of the bundle main body 2 as shown in FIG. 11 which is a sectional view taken along line xx of FIG. 10 and FIG. 13 showing the details thereof. , 2a so as to be sandwiched between them.
【００５４】図14〜図17は束柱本体２，２間に４枚の壁
板71を配置した場合の、壁板71と束柱本体２及び梁５と
の取合い例を示す。束柱本体２側の壁板71は上記の通
り、図14のｘ−ｘ線断面図である図15に示すように束柱
本体２の両フランジ2a，2aに挟み込まれ、フランジ2a，
2aとウェブ2bで囲まれた空間内に充填材12が充填される
ことにより束柱本体２に接合される。図14では束柱本体
２の断面を示すために拘束材３の張出部3aを省略してい
る。14 to 17 show an example of the connection between the wall plate 71 and the bundle column main body 2 and the beam 5 when four wall plates 71 are arranged between the bundle column main bodies 2 and 2. As described above, the wall plate 71 on the bundle column main body 2 side is sandwiched between the flanges 2a, 2a of the bundle column main body 2 as shown in FIG. 15 which is a sectional view taken along line xx of FIG.
The space between the web 2b and the web 2b is filled with the filling material 12 to be joined to the bundle column main body 2. In FIG. 14, the projecting portion 3a of the restraint member 3 is omitted to show the cross section of the bundle column main body 2.
【００５５】充填材12を通じて壁板71と束柱本体２との
間でせん断力の伝達が行われるよう、図15に示すように
壁板71の束柱本体２側の端面からは横筋7aが突出し、横
筋7aの突出部分に定着筋7bが溶接され、束柱本体２のウ
ェブ2bにはシアコネクタ2dが溶接される。充填材12中に
は縦筋16が配筋される。ウェブ2bの、壁板71の反対側の
面のフランジ2a，2a間にはフランジ2a，2aを補剛するた
めのスチフナ2eが溶接される。In order to transmit the shearing force between the wall plate 71 and the bundle column main body 2 through the filling material 12, as shown in FIG. 15, a horizontal streak 7a is formed from the end face of the wall plate 71 on the bundle column main body 2 side. The fixing line 7b is welded to the projecting portion of the horizontal line 7a, and the shear connector 2d is welded to the web 2b of the bundle column main body 2. Longitudinal lines 16 are arranged in the filling material 12. A stiffener 2e for stiffening the flanges 2a, 2a is welded between the flanges 2a, 2a on the surface of the web 2b opposite to the wall plate 71.
【００５６】図16は壁板71の上端と梁５との取合い例を
示す。図16は図14のｙ−ｙ線の断面を示すが、壁板71の
下端と梁５との取合いも同様になる。壁板71と梁５との
間には充填材12が充填されるための空隙が確保され、壁
板71と梁５間でもせん断力の伝達が行われるよう、壁板
71の上端と下端からは縦筋7cが突出し、その突出部分に
定着筋7dが溶接される。梁５中には壁板71側の面から後
施工アンカーその他のアンカー17やスタッドボルトが埋
設され、もしくは打ち込まれ、壁板71側へ突出する。充
填材12中には横筋18が配筋される。FIG. 16 shows an example of the connection between the upper end of the wall plate 71 and the beam 5. FIG. 16 shows a cross section taken along the line yy of FIG. 14, but the same applies to the lower end of the wall plate 71 and the beam 5. A space for the filling material 12 to be filled is secured between the wall plate 71 and the beam 5, so that the shear force is also transmitted between the wall plate 71 and the beam 5.
The vertical streaks 7c project from the upper and lower ends of 71, and the fixing streaks 7d are welded to the projecting portions. Post-installed anchors and other anchors 17 and stud bolts are embedded or driven into the beam 5 from the surface on the side of the wall plate 71, and project toward the side of the wall plate 71. Transverse lines 18 are arranged in the filler 12.
【００５７】図17は隣接する壁板71，71の接合例を示
す。ここでは各壁板71の端面から図９に示す定着筋7e
と、アンカー筋7gによってコンクリート中に定着された
プレート7fを突出させ、両プレート7f，7f間にプレート
19を渡してプレート7f，7fに溶接、もしくはボルト接合
すると共に、壁板71，71の端面間に充填材12を充填する
ことにより壁板71，71間で鉛直せん断力が伝達されるよ
うに壁板71，71を接合している。また両壁板71，71のプ
レート19，19間に充填材12を補強するためのメタルラス
20を渡し、双方に溶接している。図17は図14のｚ−ｚ線
の断面を示す。FIG. 17 shows an example of joining the adjacent wall plates 71, 71. Here, from the end face of each wall plate 71, the anchoring line 7e shown in FIG.
And, the plate 7f fixed in the concrete by the anchor bar 7g is projected, and the plate is placed between both plates 7f and 7f.
By passing 19 and welding or bolting to the plates 7f, 7f, and filling the filler 12 between the end faces of the wall plates 71, 71, the vertical shearing force is transmitted between the wall plates 71, 71. The wall plates 71, 71 are joined together. Further, a metal lath for reinforcing the filler 12 between the plates 19 and 19 of the both wall plates 71 and 71.
Passed 20 and welded to both sides. FIG. 17 shows a cross section taken along the line zz of FIG.
【００５８】図18は束柱１と耐震壁７を４層のフレーム
４に亘って連続的に設置したときの立面を、図19は複数
層の内の特定のフレーム４に対してのみ束柱１と耐震壁
７を設置したときの立面を示す。FIG. 18 shows the elevation when the bundle column 1 and the earthquake-resistant wall 7 are continuously installed over the four-layer frame 4, and FIG. 19 shows the bundle only for a specific frame 4 of a plurality of layers. The elevation of the pillar 1 and the earthquake resistant wall 7 is shown.
【００５９】図20は耐震要素としてのブレース72と束柱
１を４層のフレーム４に亘って連続的に設置したときの
立面を示す。FIG. 20 shows an elevation when the brace 72 as the seismic resistant element and the bundle column 1 are continuously installed over the four-layer frame 4.
【００６０】ブレース72は並列する束柱１，１の対角線
方向に対向する拘束材３，３間に、もしくは一方の束柱
本体２の上端部と他方の束柱本体２の下端部間に、ある
いはそれに対応する部分の梁５，５間に架設されること
になる。図20では拘束材３に張出部3aの他、ブレース72
と接続される接続部3bを形成し、ブレース72の端部を接
続部3bに突き合わせるか重ね、両者に跨るスプライスプ
レート21を用いてブレース72の端部を拘束材３に接続し
ている。[0060] Brace 72 between restraint member 3, 3 opposed to the diagonal Tababashira 1,1 in parallel, or between one of the upper end portion of Tababashira body 2 and the lower end portion of the other Tababashira body 2, Or it will be installed between the beams 5 and 5 of the part corresponding to it. In FIG. 20, the brace 72 is provided on the restraint member 3 in addition to the overhanging portion 3a.
The connecting portion 3b connected to the connecting portion 3b is formed, and the end portion of the brace 72 is abutted on or overlapped with the connecting portion 3b, and the end portion of the brace 72 is connected to the restraining member 3 by using the splice plate 21 extending over the both.
【００６１】図20では交差するブレース72，72の内の一
方のブレース72に、束柱１，１の対角線方向に対向する
拘束材３，３間に跨る長さを与え、その一方のブレース
72の中間部に、他方のブレース72を突き合わせて接合す
ることで、交差するブレース72，72を同一面内に架設し
ているが、両ブレース72，72に束柱１，１の対角線方向
に対向する拘束材３，３間に跨る長さを与え、梁５を挟
んで対向する拘束材３，３間距離の範囲内で、両ブレー
ス72，72を梁５の幅方向にずらして架設する場合もあ
る。In FIG. 20, one of the intersecting braces 72, 72 is provided with a length extending between the restraining members 3, 3 which are diagonally opposed to each other of the bundle columns 1, 1, and one of the braces 72 is provided.
By crossing and joining the other brace 72 to the middle part of 72, the crossing braces 72, 72 are installed in the same plane, but both braces 72, 72 are arranged in the diagonal direction of the bundle columns 1, 1. Giving a length across the restraining members 3 and 3 facing each other, and erecting both braces 72, 72 in the width direction of the beam 5 within a range of a distance between the restraining members 3 and 3 facing each other with the beam 5 interposed therebetween. In some cases.
【００６２】[0062]
【発明の効果】左右の柱間に、上下の梁間に架設され、
各梁に直接、もしくは間接的に接合される束柱本体と、
束柱本体に一体化し、各梁の両側面に重なって梁に接合
される拘束材からなる束柱によって、フレームを構成す
る柱と耐震要素を分離させるため、耐震要素が鉄筋コン
クリート造の耐震壁である場合に耐震壁に発生するひび
割れの柱への伸展を抑制することができる。[Effects of the Invention] Between the left and right columns, and between the upper and lower beams,
A bundle column body that is directly or indirectly joined to each beam,
The seismic resistant element is a reinforced concrete seismic wall to separate the seismic resistant element from the pillars that make up the frame by a bundled pillar that is integrated into the main body of the bundled pillar and is joined to the beam by overlapping both sides of each beam. In some cases, it is possible to suppress the extension of cracks that occur in the earthquake-resistant wall to the column.
【００６３】また拘束材に束柱本体の位置から柱にまで
跨る長さを与え、梁の、束柱本体から柱までの区間を拘
束材によって両側から拘束しながら、せん断補強するた
め、束柱本体と柱間に開口部が形成されることに伴う梁
の、開口部の区間におけるせん断破壊を防止することが
できる。The restraint member is given a length extending from the position of the bundle column main body to the column, and the section of the beam from the bundle column main body to the column is restrained from both sides by the restraint material while shear reinforcement is performed. It is possible to prevent shear failure in the section of the opening of the beam due to the opening being formed between the main body and the pillar.
【００６４】更に左右の柱と束柱によって区画された複
数の開口部の少なくともいずれかに耐震要素を配置する
ため、フレームの耐震性能を自由に向上させることがで
きる。[0064] Further for placing seismic elements to at least one of the plurality of openings defined by the left and right pillars and Tababashira, it is possible to freely improve the seismic performance of the frame.
【００６５】請求項２では拘束材に梁の全長に亘る長さ
を与えるため、梁のせん断破壊を全長に亘って回避する
ことができる。In the second aspect, since the restraint member is provided with the length over the entire length of the beam, shear failure of the beam can be avoided over the entire length.
【００６６】請求項３では束柱本体と拘束材が予め分離
しているため、束柱の設置対象が既存建物である場合
に、既存の梁を使用状態に置いたまま束柱を設置するこ
とができる。In the third aspect, since the bundle column main body and the restraint member are separated in advance, when the bundle column installation target is an existing building, the bundle column should be installed while the existing beam is left in use. You can
【００６７】請求項４では束柱が束柱本体と拘束材とに
分離する場合に、拘束材が梁の側面に重なったときに、
その梁から上下いずれかの梁側へ張り出す張出部を有す
るため、梁の側面に重なって対向している拘束材の張出
部に束柱本体を挟んだ状態で接合することができ、拘束
材の梁への接合後の、束柱本体の設置と拘束材への接合
時の位置決めがし易く、接合作業が容易に行える。In the fourth aspect, when the bundle column is separated into the bundle column main body and the restraint member, when the restraint member overlaps the side surface of the beam,
Since it has an overhanging portion that projects from the beam to either the upper or lower beam side, it is possible to join the bundle column main body to the overhanging portion of the restraint material that overlaps and is opposed to the side surface of the beam, After the binding of the restraint member to the beam, the bundle column main body can be easily installed and positioned at the time of joining to the restraint member, and the joining work can be performed easily.
【００６８】請求項６では左右の柱間に、複数本の束柱
を配置する場合に、各束柱本体に接続される拘束材を左
右の柱間で連続させるため、梁を全長に亘ってせん断補
強することができ、隣接する柱と束柱間、または束柱間
に耐震要素が配置されない場合でも梁のせん断破壊を全
長に亘って回避することができる。In the sixth aspect , when a plurality of bundle pillars are arranged between the left and right pillars, the restraint member connected to each bundle pillar main body is made continuous between the left and right pillars, so that the beam is extended over the entire length. Shear reinforcement can be performed, and shear failure of the beam can be avoided over the entire length even if seismic resistant elements are not arranged between adjacent columns and bundle columns or between bundle columns.
【００６９】請求項７では拘束材をそれに重なる台座と
共に梁に圧着接合するため、ＰＣ鋼材を用いて接合する
場合にＰＣ鋼材に導入される張力の損失を防止すること
ができる。According to the seventh aspect , since the restraint member is pressure-bonded to the beam together with the pedestal overlapping with the restraint member, it is possible to prevent the loss of the tension introduced into the PC steel member when the PC steel member is bonded.
【００７０】束柱は上下の梁間に架設されることで、上
側の梁が負担すべき鉛直荷重の一部を下側の梁に伝達す
る機能も持つため、上側の梁が曲げ、もしくはせん断破
壊を起こし、荷重支持能力を失うことがあった場合に
も、建物の崩壊を防止することができる。Since the bundle column is installed between the upper and lower beams, it also has a function of transmitting a part of the vertical load that the upper beam should bear to the lower beam, so that the upper beam bends or shears. Even if there is a risk of losing the load bearing capacity, it is possible to prevent the building from collapsing.
【図１】(a) は拘束材を有する束柱と耐震要素を配置し
たフレームを示した立面図、(b) は(a) の拘束材部分の
平面図である。1A is an elevation view showing a bundle column having a restraint member and a frame in which seismic resistant elements are arranged, and FIG. 1B is a plan view of the restraint member portion in FIG. 1A.
【図２】図１のフレームに水平力を繰り返して加えたと
きの荷重−変形曲線を示したグラフである。FIG. 2 is a graph showing a load-deformation curve when a horizontal force is repeatedly applied to the frame of FIG.
【図３】拘束材のない束柱と耐震要素を配置したフレー
ムを示した立面図である。FIG. 3 is an elevation view showing a frame in which bundle columns without restraint members and seismic resistant elements are arranged.
【図４】図３のフレームに水平力を繰り返して加えたと
きの荷重−変形曲線を示したグラフである。FIG. 4 is a graph showing a load-deformation curve when a horizontal force is repeatedly applied to the frame of FIG.
【図５】拘束材を有する束柱と耐震要素を配置した他の
フレームを示した立面図である。FIG. 5 is an elevation view showing another frame in which bundle columns having restraint members and seismic resistant elements are arranged.
【図６】図５のフレームに水平力を繰り返して加えたと
きの荷重−変形曲線を示したグラフである。6 is a graph showing a load-deformation curve when a horizontal force is repeatedly applied to the frame of FIG.
【図７】拘束材を有する束柱と耐震要素を配置した他の
フレームを示した立面図である。FIG. 7 is an elevation view showing another frame in which bundle columns having restraint members and seismic resistant elements are arranged.
【図８】図７のフレームに水平力を繰り返して加えたと
きの荷重−変形曲線を示したグラフである。8 is a graph showing a load-deformation curve when a horizontal force is repeatedly applied to the frame of FIG.
【図９】図１の場合のフレームと耐震壁の配筋状態を示
した立面図である。FIG. 9 is an elevational view showing a reinforcement state of the frame and the earthquake-resistant wall in the case of FIG.
【図１０】梁への束柱の接合例を示した立面図である。FIG. 10 is an elevational view showing an example of joining the bundle columns to the beams.
【図１１】図10のｘ−ｘ線断面図である。11 is a sectional view taken along line xx of FIG.
【図１２】図10のｙ−ｙ線断面図である。12 is a cross-sectional view taken along line yy of FIG.
【図１３】図11の一部拡大図である。FIG. 13 is a partially enlarged view of FIG. 11.
【図１４】梁と束柱への耐震壁の接合例を示した立面図
である。FIG. 14 is an elevation view showing an example of joining a beam and a bundle column to an earthquake-resistant wall.
【図１５】図14のｘ−ｘ線断面図である。15 is a sectional view taken along line xx of FIG.
【図１６】図14のｙ−ｙ線断面図である。16 is a cross-sectional view taken along the line yy of FIG.
【図１７】図14のｚ−ｚ線断面図である。FIG. 17 is a sectional view taken along line zz of FIG.
【図１８】束柱と耐震壁を４層のフレームに連続的に設
置した場合を示した立面図である。FIG. 18 is an elevation view showing a case where a bundle column and an earthquake-resistant wall are continuously installed in a four-layer frame.
【図１９】複数層の内の特定のフレームに対して束柱と
耐震壁を設置した場合を示した立面図である。FIG. 19 is an elevational view showing a case where a bundle column and a seismic wall are installed on a specific frame in a plurality of layers.
【図２０】束柱とブレースを４層のフレームに連続的に
設置した場合を示した立面図である。FIG. 20 is an elevation view showing a case where a bundle column and a brace are continuously installed in a four-layer frame.
１……束柱、２……束柱本体、2a……フランジ、2b……
ウェブ、2c……エンドプレート、2d……シアコネクタ、
2e……スチフナ、３……拘束材、3a……張出部、3b……
接続部、４……フレーム、５……梁、６……柱、７……
耐震壁、71……壁板、7a……横筋、7b……定着筋、7c…
…縦筋、7d……定着筋、7e……定着筋、7f……プレー
ト、7g……アンカー筋、72……ブレース、８……開口
部、９……反力台、10……ＰＣ鋼棒、11……ボルト、12
……充填材、13……スラブ、14……フィラープレート、
15……台座、16……縦筋、17……アンカー、18……横
筋、19……プレート、20……メタルラス、21……スプラ
イスプレート。1 ... Bundle pillar, 2 ... Bundle pillar main body, 2a ... Flange, 2b ......
Web, 2c …… End plate, 2d …… Shear connector,
2e …… Stiffener, 3 …… Restraint material, 3a …… Overhang part, 3b ……
Connection part, 4 …… frame, 5 …… beam, 6 …… pillar, 7 ……
Seismic wall, 71 …… Wall plate, 7a …… Horizontal streak, 7b …… Anchorage, 7c…
… Vertical streak, 7d …… Fixing streak, 7e …… Fixing streak, 7f …… Plate, 7g …… Anchor streak, 72 …… Brace, 8 …… Aperture, 9 …… Reaction stand, 10 …… PC steel Rod, 11 ... bolt, 12
…… Filling material, 13 …… Slab, 14 …… Filler plate,
15 …… Pedestal, 16 …… Vertical streak, 17 …… Anchor, 18 …… Horizontal streak, 19 …… Plate, 20 …… Metal lath, 21 …… Splice plate.
───────────────────────────────────────────────────── フロントページの続き (72)発明者 益山 徹 東京都千代田区西神田３−８−１ 太平 洋セメント株式会社内 (56)参考文献 特開 平11−336334（ＪＰ，Ａ) 特開 平11−229632（ＪＰ，Ａ) 登録実用新案3040095（ＪＰ，Ｕ) (58)調査した分野(Int.Cl.7，ＤＢ名) E04G 23/02 ─────────────────────────────────────────────────── ─── Continuation of the front page (72) Inventor Toru Masuyama 3-8-1, Nishikanda, Chiyoda-ku, Tokyo Taihei Yoyo Cement Co., Ltd. (56) Reference JP-A-11-336334 (JP, A) JP-A 11-229632 (JP, A) Registered utility model 3040095 (JP, U) (58) Fields investigated (Int.Cl. 7 , DB name) E04G 23/02
Claims (7)
ームの構面内に、上下の梁間に架設され、各梁に直接、
もしくは間接的に接合される束柱本体と、束柱本体の上
下端部に一体化し、各梁の両側面に重なって梁に接合さ
れる拘束材からなり、拘束材が束柱本体の位置から、フ
レームを構成する少なくともいずれか一方の柱までに跨
る長さを有する耐震補強用束柱が配置されると共に、前
記上下の梁と、左右のいずれかの柱とそれに隣接する束
柱とで囲まれた開口部、または上下の梁と、隣接する２
本の束柱とで囲まれたいずれかの開口部のフレームの構
面内に耐震要素が配置され、耐震要素は前記束柱本体と
拘束材とによってフレームを構成する柱から分離してい
る耐震補強フレーム。1. A frame , which is composed of upper and lower beams and left and right columns, is erected between the upper and lower beams and directly on each beam.
Or a Tababashira body is indirectly joined integrally to the upper and lower ends of the Tababashira body consists restraint material is bonded to the beam overlap on both sides of each beam, restraining member from the position of Tababashira body , along with seismic reinforcement beam column to have at least a length extending over up to one of the pillars constituting the frame are arranged, prior to
The upper and lower beams, one of the left and right columns, and the bundle adjacent to it
Adjacent to the opening surrounded by the pillar or the upper and lower beams
The structure of the frame of one of the openings surrounded by the bundle pillar of the book
A seismic element is arranged in the plane, and the seismic element is
Separated from the columns that make up the frame by the restraint
Seismic reinforcement frame .
る請求項１記載の耐震補強フレーム。2. The seismic reinforcement frame according to claim 1, wherein the restraint member has a length extending over the entire length of the beam.
いる請求項１、もしくは請求項２記載の耐震補強フレー
ム。3. The seismic reinforcement frame according to claim 1, wherein the bundle column main body and the restraint member are separated from each other in advance.
Mu .
の梁から上下いずれかの梁側へ張り出す張出部を有し、
束柱本体は、梁の側面に重なって対向する拘束材の張出
部に挟まれて接合されている請求項３記載の耐震補強フ
レーム。4. The restraint member has an overhanging portion protruding from the beam to one of upper and lower beam sides when the restraint member overlaps a side surface of the beam,
The seismic reinforcement member according to claim 3, wherein the bundle column main body is joined by being sandwiched between the overhanging portions of the restraining members which overlap with the side surfaces of the beam and are opposed to each other.
Lame .
れ、柱に隣接する束柱の拘束材は束柱本体の位置からそ
の側の柱までに跨る長さを有している請求項１乃至請求
項４のいずれかに記載の耐震補強フレーム。5. A plurality of bundle pillars are arranged between the left and right pillars, and a restraint member of the bundle pillar adjacent to the pillar has a length extending from the position of the bundle pillar main body to the pillar on the side thereof. Claims 1 to
The seismic strengthening frame according to any one of Items 4 .
柱間で連続している請求項１乃至請求項５のいずれかに
記載の耐震補強フレーム。6. The seismic retrofit frame according to any one of claims 1 to 5, wherein the restraint member joined to each bundle column body is continuous between the left and right columns.
鋼材により梁に圧着接合されている請求項１乃至請求項
６のいずれかに記載の耐震補強フレーム。7. The restraining member, together with a pedestal that overlaps with it, is a PC.
Claim 1 thru | or Claim which is crimp-bonded to the beam by the steel material.
The earthquake-proof reinforcing frame according to any one of 6 .
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2001106892A JP3516927B2 (en) | 2001-04-05 | 2001-04-05 | Seismic reinforcement frame |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2001106892A JP3516927B2 (en) | 2001-04-05 | 2001-04-05 | Seismic reinforcement frame |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JP2002303050A JP2002303050A (en) | 2002-10-18 |
| JP3516927B2 true JP3516927B2 (en) | 2004-04-05 |
Family
ID=18959323
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2001106892A Expired - Fee Related JP3516927B2 (en) | 2001-04-05 | 2001-04-05 | Seismic reinforcement frame |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3516927B2 (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104032862A (en) * | 2014-05-15 | 2014-09-10 | 中国建筑股份有限公司 | Assembly-type steel beam joint L-shaped mixed coupled wall and construction method thereof |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP6439977B2 (en) * | 2015-05-15 | 2018-12-19 | 清水建設株式会社 | Seismic reinforcement structure |
| CN109162352B (en) * | 2018-10-25 | 2024-07-02 | 安徽建筑大学 | Beam column connecting node assembled by high-strength bolts |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3040095U (en) | 1997-01-31 | 1997-08-05 | 株式会社間組 | Reinforcement structure and reinforcement member used therefor |
-
2001
- 2001-04-05 JP JP2001106892A patent/JP3516927B2/en not_active Expired - Fee Related
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3040095U (en) | 1997-01-31 | 1997-08-05 | 株式会社間組 | Reinforcement structure and reinforcement member used therefor |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104032862A (en) * | 2014-05-15 | 2014-09-10 | 中国建筑股份有限公司 | Assembly-type steel beam joint L-shaped mixed coupled wall and construction method thereof |
| CN104032862B (en) * | 2014-05-15 | 2016-06-15 | 中国建筑股份有限公司 | Assembled girder steel seam line L shape mixing coupled wall and construction method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| JP2002303050A (en) | 2002-10-18 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| TWI759947B (en) | Method of introducing prestress to beam-column joint of pc structure in triaxial compression | |
| JPH09105173A (en) | Connecting section structure of precast prestressed reinforced-concrete frame | |
| JP4024212B2 (en) | Double prestressed roof ceiling structure with flat bottom grid for very large spans | |
| JP5521105B1 (en) | Joining structure and joining method of PC column and steel beam | |
| JP3516927B2 (en) | Seismic reinforcement frame | |
| JP7118507B2 (en) | Steel reinforced concrete wall pillar building structure | |
| JP2021085163A (en) | Steel structure having triaxial compression column-beam joint part, and construction method thereof | |
| JP4095534B2 (en) | Joint structure of column and beam in ramen structure and its construction method | |
| JPS6349776B2 (en) | ||
| JPH1096294A (en) | Steel frame and reinforced concrete beam | |
| Schneider et al. | The design and construction of concrete-filled steel tube column frames | |
| JPH06173343A (en) | Column and beam joint structure for laminated wood sturtcture | |
| JP4045502B2 (en) | Structure | |
| JP3519331B2 (en) | Joint structure between bundle columns and beams of seismic retrofit unit | |
| JP2021107619A (en) | Building structure and method for forming building structure | |
| KR102144579B1 (en) | Module structure with shear reinforcement device | |
| JP2001342711A (en) | Columnar structure and its execution method and joint structure of steel pipe | |
| JP2004092156A (en) | Vibration control construction of structure | |
| JPH10184031A (en) | Method of earthquake-proof reinforcing for already constructed pillar beam construction | |
| JP7427507B2 (en) | Bonding structure and bonding method | |
| KR101024262B1 (en) | Steel plate structure | |
| JP2001262707A (en) | Junction structure for reinforced concrete column and steel beam | |
| JP2023094933A (en) | Column-beam connection structure and method for manufacturing column-beam connection structure | |
| JPH11131591A (en) | Joint for steel structure and junction structure using the same | |
| JP3162699B2 (en) | Column-beam joint structure of concrete members |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| A01 | Written decision to grant a patent or to grant a registration (utility model) |
Free format text: JAPANESE INTERMEDIATE CODE: A01 Effective date: 20040120 |
|
| A61 | First payment of annual fees (during grant procedure) |
Free format text: JAPANESE INTERMEDIATE CODE: A61 Effective date: 20040121 |
|
| R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
|
| FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20080130 Year of fee payment: 4 |
|
| FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20090130 Year of fee payment: 5 |
|
| FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20090130 Year of fee payment: 5 |
|
| FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20100130 Year of fee payment: 6 |
|
| LAPS | Cancellation because of no payment of annual fees |