JPH0415350B2 - - Google Patents
Info
- Publication number
- JPH0415350B2 JPH0415350B2 JP23025087A JP23025087A JPH0415350B2 JP H0415350 B2 JPH0415350 B2 JP H0415350B2 JP 23025087 A JP23025087 A JP 23025087A JP 23025087 A JP23025087 A JP 23025087A JP H0415350 B2 JPH0415350 B2 JP H0415350B2
- Authority
- JP
- Japan
- Prior art keywords
- wall
- plate
- plates
- connecting plate
- steel
- 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
Links
- 229910000831 Steel Inorganic materials 0.000 claims description 32
- 239000010959 steel Substances 0.000 claims description 32
- 239000000463 material Substances 0.000 claims description 13
- 230000001105 regulatory effect Effects 0.000 claims description 6
- 239000011178 precast concrete Substances 0.000 claims description 3
- 239000000853 adhesive Substances 0.000 claims description 2
- 230000001070 adhesive effect Effects 0.000 claims description 2
- 230000000694 effects Effects 0.000 description 5
- 230000003068 static effect Effects 0.000 description 5
- OKTJSMMVPCPJKN-UHFFFAOYSA-N Carbon Chemical compound [C] OKTJSMMVPCPJKN-UHFFFAOYSA-N 0.000 description 4
- 230000003014 reinforcing effect Effects 0.000 description 4
- 238000010586 diagram Methods 0.000 description 3
- 238000006073 displacement reaction Methods 0.000 description 3
- 229910052799 carbon Inorganic materials 0.000 description 2
- 239000004567 concrete Substances 0.000 description 2
- 230000007423 decrease Effects 0.000 description 2
- 229910002804 graphite Inorganic materials 0.000 description 2
- 239000010439 graphite Substances 0.000 description 2
- 239000004519 grease Substances 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 239000004793 Polystyrene Substances 0.000 description 1
- 239000004809 Teflon Substances 0.000 description 1
- 229920006362 Teflon® Polymers 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 238000013016 damping Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 238000010030 laminating Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000006082 mold release agent Substances 0.000 description 1
- 229920002223 polystyrene Polymers 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- BFKJFAAPBSQJPD-UHFFFAOYSA-N tetrafluoroethene Chemical group FC(F)=C(F)F BFKJFAAPBSQJPD-UHFFFAOYSA-N 0.000 description 1
Landscapes
- Load-Bearing And Curtain Walls (AREA)
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Description
【発明の詳細な説明】
「産業上の利用分野」
この発明は、建築物の梁間に設けられる耐震壁
に係わり、特に、超高層建築物等柔構造の建築物
に用いられて好適な耐震壁に関する。[Detailed Description of the Invention] "Industrial Application Field" The present invention relates to a seismic wall installed between beams of a building, and particularly to a seismic wall suitable for use in buildings with flexible structures such as skyscrapers. Regarding.
「従来の技術およびその問題点」
超高層建築物においては、その躯体たる柱、梁
間に耐震壁やブレースを固定的に設ける等して建
築物の剛性を高めて剛構造とし、外力に対する耐
力を増強させるような従前一般に行われている耐
震設計の手法が適用された場合、応力集中や靱性
低下を招く恐れがある。従つて、このような超高
層建築物においては、その構造を軽量かつ柔軟な
構造（いわゆる柔構造）とすることで建築物の剛
性を低め、これにより地震入力等を低減させるよ
うな耐震設計の手法が従来適用されている。"Conventional technology and its problems" In high-rise buildings, the rigidity of the building is increased by fixedly installing shear walls and braces between the pillars and beams that make up the building frame, creating a rigid structure that has a high resistance to external forces. If conventional seismic design methods such as reinforcement are applied, there is a risk of stress concentration and a decrease in toughness. Therefore, for such high-rise buildings, it is necessary to make the structure lightweight and flexible (so-called flexible structure) to reduce the rigidity of the building, thereby reducing the earthquake input. method is traditionally applied.
しかしながら、柔構造の建築物はその固有振動
数が低く、また、内部での振動減衰も小さくなる
傾向にあるので、横風等による外力の影響により
比較的容易にかつ振幅の大きな振動が発生してし
まうことがあり、居住性の低下が問題にされるこ
とがあつた。 However, buildings with flexible structures have a low natural frequency and tend to have low internal vibration damping, so vibrations with large amplitudes can occur relatively easily due to the influence of external forces such as crosswinds. There were cases where the buildings were stored away, and the decline in livability was sometimes raised as a problem.
この発明は前記問題点に鑑みてなされたもの
で、大規模の外力に対する耐震効果を損なうこと
なく、比較的生起頻度の大きい小規模の外力に対
する建築物の振動を抑制しうる耐震壁を如何にし
て実現するかを問題にしている。 This invention was made in view of the above-mentioned problems, and how to create a seismic wall that can suppress the vibration of buildings due to small-scale external forces that occur relatively frequently, without impairing the seismic effect against large-scale external forces. The question is whether it will be realized.
「問題点を解決するための手段」
そこでこの発明は、前記問題点を解決するため
に、プレキヤストコンクリートからなる壁体と、
該壁体に沿つて取り付けられ、建築物の上下方向
に連接する一対の梁間に架設された鋼製の連結板
と、前記壁体に沿つて取り付けられ、一端が前記
梁に、かつ他端が前記連結板に連結された鋼製の
ブレース板とからなり、かつ、前記壁体と連結板
との接触面にはこれらの間の付着力を低減させる
アンボンド層を形成した耐震壁を構成するに当つ
て、前記連結板を複数枚の鋼板がその厚さ方向に
積層された構成とすると共に、これら鋼板を移動
規制手段によりその面方向以外の移動が規制して
いる。さらにこれら鋼板のうち中央の一枚のみが
前記ブレース板に結合され、他は摩擦力によつて
力を伝達するようにしている。かつ、相接する前
記鋼板間の少なくとも一部に摩擦低減材を介在さ
せている。"Means for Solving the Problems" Therefore, in order to solve the above problems, the present invention provides a wall body made of precast concrete,
A steel connecting plate installed along the wall and installed between a pair of beams connected in the vertical direction of the building, and a steel connecting plate installed along the wall with one end connected to the beam and the other end and a steel brace plate connected to the connecting plate, and an unbonded layer is formed on the contact surface between the wall body and the connecting plate to reduce the adhesive force between them. In this case, the connecting plate has a structure in which a plurality of steel plates are laminated in the thickness direction, and movement of these steel plates in a direction other than the plane direction is regulated by a movement regulating means. Further, among these steel plates, only one in the center is connected to the brace plate, and the other steel plates transmit force through frictional force. Further, a friction reducing material is interposed between at least a portion of the adjacent steel plates.
「作用」
この発明では、壁体に沿つて取り付けられ、か
つその両端が建築物の梁に連結されたアンボンド
構成の連結板が複数枚の鋼板から構成され、か
つ、これら鋼板が移動規制手段によりその面方向
以外の移動を規制された状態とされていると共
に、相接する鋼板間の少なくとも一部に摩擦低減
材が介在されているので、鋼板間の最大静止摩擦
力以下の力が前記連結板に加えられた時にはこの
連結板が一体に挙動し、また、最大静止摩擦力以
上の力が前記連結板に加えられた時にはそれぞれ
の鋼板がその面方向への移動が拘束されない状態
となる。従つて、小規模の水平外力が耐震壁に作
用した際には、この水平外力はブレース板を介し
て前記連結板に伝達され、この連結板全体により
水平外力が受け持たれると共に、大規模の水平外
力が耐震壁に作用した際には、摩擦力が切れて前
記ブレース板に連結された鋼板のみにより水平外
力が受け持たれる。"Function" In this invention, an unbonded connecting plate attached along a wall and connected at both ends to beams of a building is composed of a plurality of steel plates, and these steel plates are controlled by a movement regulating means. Movement in directions other than the plane direction is regulated, and a friction reducing material is interposed at least in part between the adjacent steel plates, so that the force less than the maximum static friction between the steel plates is applied to the connection between the steel plates. When a force is applied to the plates, the connecting plates behave as one, and when a force greater than the maximum static friction force is applied to the connecting plates, each steel plate becomes unrestricted from moving in the plane direction. Therefore, when a small-scale horizontal external force acts on the shear wall, this horizontal external force is transmitted to the connecting plate through the brace plate, and the horizontal external force is borne by the entire connecting plate, and the large-scale horizontal external force is When a horizontal external force acts on the shear wall, the frictional force is broken and the horizontal external force is borne only by the steel plate connected to the brace plate.
「実施例」
以下、この発明の実施例について図面を参照し
て説明する。"Embodiments" Hereinafter, embodiments of the present invention will be described with reference to the drawings.
第１図ないし第６図は、この発明の一実施例で
ある耐震壁を示す図である。図中、符号１は建築
物の水平方向に架設された梁、符号２はその梁１
の上階に位置する梁を示し、これら梁１，２はい
ずれも鉄骨（図示例ではＨ形鋼）から構成されて
いる。そして、これら梁１，２で挾まれた平面内
には、この発明の一実施例たる耐震壁３が取り付
けられている。 1 to 6 are diagrams showing a seismic wall that is an embodiment of the present invention. In the figure, code 1 is a beam installed in the horizontal direction of the building, code 2 is the beam 1
The beams 1 and 2 are both made of steel (H-shaped steel in the illustrated example). In a plane sandwiched by these beams 1 and 2, a seismic wall 3, which is an embodiment of the present invention, is attached.
この耐震壁３は、プレキヤストコンクリート製
の壁体４と、壁体４の面方向に沿うようにこの壁
体４内の両端部に埋設され、その両端が前記梁
１，２にそれぞれ連結された連結板５，５と、同
様に壁体４の面方向に沿うようにこの壁体４内に
埋設され、一端が前記連結板５に、また、他端が
前記梁１，２にそれぞれ連結されたブレース板
６，６，…（図中では４本のうち２本のみ図示し
てある）とから概略構成されている。連結板５と
壁体４との接触面には、第５図ないし第６図に示
すように、グリスあるいは型枠剥離剤等から構成
されるアンボンド層７が形成されている。 This shear wall 3 is embedded in a wall 4 made of precast concrete and at both ends of the wall 4 along the surface direction of the wall 4, and both ends are connected to the beams 1 and 2, respectively. Connecting plates 5, 5 are similarly buried in the wall 4 along the surface direction of the wall 4, and one end is connected to the connecting plate 5, and the other end is connected to the beams 1, 2, respectively. It is generally constructed of brace plates 6, 6, . . . (only two of the four brace plates are shown in the figure). As shown in FIGS. 5 and 6, an unbonding layer 7 made of grease, formwork release agent, etc. is formed on the contact surface between the connecting plate 5 and the wall 4. As shown in FIGS.
前記連結板５は、第１図に示すように、帯状の
鋼材がその両端部５ａ，５ａ及び中央部５ｂにお
いて幅広に形成されて構成れている。この連結板
５は、第３図に示すような鋼製の中板８と、第４
図に示すような中板８を両側面から挾みこむ一対
の外板９，９とがその厚さ方向に積層されて構成
されている。これら中板８及び外板９，９はその
形状がそれぞれ略同一とされ、すなわち帯状の鋼
材がその両先端部８ａ，９ａ及び中央部８ｂ，９
ｂにおいて幅広に形成されて構成されている。し
かしながら、前記中板８の中央部８ｂには前記ブ
レース板６，６が連結されているので、この中央
部８ｂは前記外板９の中央部９ｂよりも幅広に形
成されている。 As shown in FIG. 1, the connecting plate 5 is composed of a band-shaped steel material having a wide width at both end portions 5a, 5a and a central portion 5b. This connecting plate 5 consists of a steel middle plate 8 as shown in FIG.
As shown in the figure, a pair of outer plates 9, 9 sandwiching a middle plate 8 from both sides are laminated in the thickness direction. These middle plate 8 and outer plates 9, 9 have substantially the same shape, that is, the belt-shaped steel material is formed at both tip portions 8a, 9a and central portions 8b, 9.
It is configured to be formed wide at b. However, since the brace plates 6, 6 are connected to the central portion 8b of the middle plate 8, the central portion 8b is formed wider than the central portion 9b of the outer plate 9.
外板９の中央部９ｂには、これを厚さ方向に貫
通する貫通孔１１，１１，…が複数個（図示例で
は外板９の長手方向に列設された２個の貫通孔１
１，１１が２対、合計４個）穿設されている。ま
た、中板８の中央部８ｂには、前記外板９の長手
方向に列設された２個の貫通孔１１，１１を連ね
る方向に延在する長穴状の貫通孔１０，１０が穿
設されている。そして、第６図に示すように、こ
れら貫通孔１０，１１にはボルト１２が挿通され
ると共に、このボルト１２にナツト１３が螺着、
緊締され、これにより前記中板８及び外板９，９
はその中央部８ｂ，９ｂにおいてその長手方向以
外への相対的移動が規制された状態で連結板５と
して一体化される。以上の構成において、貫通孔
１０，１１及びボルト１２、ナツト１３は、中板
８及び外板９，９の長手方向以外への相対的移動
を規制する移動規制手段１４を構成している。 In the central part 9b of the outer panel 9, there are a plurality of through holes 11, 11, .
1 and 11 (2 pairs, total 4 holes) are drilled. Further, in the central portion 8b of the middle plate 8, elongated through holes 10, 10 are bored which extend in a direction in which two through holes 11, 11 arranged in a row in the longitudinal direction of the outer plate 9 are connected. It is set up. As shown in FIG. 6, bolts 12 are inserted into these through holes 10 and 11, and nuts 13 are screwed onto these bolts 12.
The middle plate 8 and the outer plate 9, 9 are tightened.
are integrated as the connecting plate 5 in a state in which relative movement in directions other than the longitudinal direction is restricted at the central portions 8b, 9b. In the above configuration, the through holes 10 and 11, the bolts 12, and the nuts 13 constitute a movement restricting means 14 that restricts the relative movement of the middle plate 8 and the outer plates 9 and 9 in a direction other than the longitudinal direction.
また、中板８の中央部８ｂ両面及びこれに接触
する外板９の中央部９ｂ片面には、第３図ないし
第４図に示すように、カーボングラフアイドから
なる摩擦低減材１５，１５が披着されている。こ
の摩擦低減材１５は、中板中央部８ｂ及び外板中
央部９ｂ間の摺動抵抗を低減させるために設けら
れたものであり、カーボングラフアイトのみなら
ず、テトラフルオロエチレン（商品名：テフロン
（登録商標））等の他の材質でも良いことは勿論で
ある。さらに、中央部８ｂ，９ｂを除く中板８と
外板９との間の部分、すなわち前記摩擦低減材１
５，１５が披着されていない部分には、前記連結
板５及び壁体４間と同様に、グリスあるいは型枠
剥離剤等で構成されるアンボンド層１６，１６が
形成されている。なお、第６図に示すように、壁
体４のボルト１２及びナツト１３頭部周囲には、
これらを覆うようにそれぞれ切欠部４ａ，４ａが
形成されていると共に、これら切欠部４ａ，４ａ
とボルト１２、ナツト１３頭部との間〓内にはポ
リスチレン等の充填材１７，１７が充填されてい
る。また、符号１８，１９は、ボルト１２と外板
９との間、及びナツト１３と外板９との間にそれ
ぞれ介在されたワツシヤーである。 Further, as shown in FIGS. 3 and 4, friction reducing materials 15 and 15 made of carbon graphite are provided on both sides of the center portion 8b of the middle plate 8 and on one side of the center portion 9b of the outer plate 9 that is in contact therewith. It is being worn. This friction reducing material 15 is provided to reduce the sliding resistance between the middle plate central part 8b and the outer plate central part 9b, and is made of not only carbon graphite but also tetrafluoroethylene (trade name: Teflon). Of course, other materials such as (registered trademark) may also be used. Further, a portion between the middle plate 8 and the outer plate 9 excluding the central portions 8b and 9b, that is, the friction reducing material 1
Similar to the area between the connecting plate 5 and the wall 4, unbonding layers 16, 16 made of grease, mold release agent, etc. are formed in the areas where the connecting plates 5, 15 are not bonded. As shown in FIG. 6, around the heads of the bolts 12 and nuts 13 of the wall 4,
Notches 4a, 4a are formed to cover these, and these notches 4a, 4a
A filler material 17, such as polystyrene, is filled between the head of the bolt 12 and the nut 13. Further, reference numerals 18 and 19 indicate washers interposed between the bolt 12 and the outer plate 9 and between the nut 13 and the outer plate 9, respectively.
一方、中板８及び外板９の先端部８ａ，９ａの
一部は、壁体４の上下隅部に形成された切欠部４
ｂ，４ｂに露出され、これら露出部には、第３図
ないし第５図に示すように、中板８及び外板９を
その厚さ方向に一直線に貫通してなる貫通孔２
１，２２，…がそれぞれ複数個（図示例ではそれ
ぞれ２個）穿設されている。 On the other hand, parts of the tips 8a and 9a of the middle plate 8 and the outer plate 9 are cut out by cutouts 4 formed at the upper and lower corners of the wall 4.
b, 4b, and in these exposed parts, as shown in FIGS. 3 to 5, there are through holes 2 that penetrate the middle plate 8 and the outer plate 9 in a straight line in the thickness direction.
1, 22, . . . , a plurality of each (in the illustrated example, two each) are bored.
同様に、前記梁１の上面及び前記梁２の下面に
は、第５図に示すように、梁１，２で挾まれる平
面に沿つて延在され、かつ他方の梁１，２に向つ
て延出する取付プレート２３，２３が取付けられ
ている。この取付プレート２３の厚みは、中板８
及び外板９，９を積層して構成される連結板５の
厚みと略同一とされている。また、取付プレート
２３には、これらをその厚さ方向に一直線に貫通
してなる貫通孔２５が穿設されている。 Similarly, on the upper surface of the beam 1 and the lower surface of the beam 2, as shown in FIG. Attached are mounting plates 23, 23 extending therefrom. The thickness of this mounting plate 23 is the middle plate 8
and the thickness of the connecting plate 5 formed by laminating the outer plates 9, 9. Further, the mounting plate 23 is provided with a through hole 25 that extends in a straight line through the mounting plate 23 in its thickness direction.
そして、前記連結板５及び取付プレート２３の
両側方には、これらの間に架け渡される一対の当
て板２７，２７が設けられ、さらにこれらを当て
板２７，…の前記貫通孔２１，２５，…を臨む位
置に貫通孔２８，２９，…がそれぞれ穿設される
と共に、これら貫通孔２１，２２，２８及び貫通
孔２５，２９内にボルト３０，３１が挿通され、
さらにこれらボルト３０，３１にそれぞれナツト
３２，３３が螺着、緊締されることで、前記連結
板５が当て板２７，…及び取付プレート２３を介
して梁１，２に取り付けられている。なお、符号
３４，３５はボルト３０、ナツト３２と当て板２
７との間に介在されるワツシヤー、同様に符号３
６，３７はボルト３１、ナツト３３の当て板２７
との間に介在されるワツシヤーを示している。 A pair of backing plates 27, 27 are provided on both sides of the connecting plate 5 and the mounting plate 23, and the through holes 21, 25 of the backing plates 27, . . . Through holes 28, 29, . . . are respectively drilled at positions facing .
Furthermore, nuts 32 and 33 are screwed and tightened onto these bolts 30 and 31, respectively, so that the connecting plate 5 is attached to the beams 1 and 2 via the backing plates 27, . . . and the attachment plate 23. Note that numerals 34 and 35 indicate the bolt 30, nut 32, and backing plate 2.
7 and a washer interposed between
6 and 37 are the backing plates 27 for the bolts 31 and nuts 33
It shows the washers interposed between the two.
前記中板８に連結されたブレース板６，６は、
壁体４の上下中央部においてそれぞれプレート４
０，４０に連結され、これらプレート４０，４０
の端縁部は壁体４の上下中央部に形成された切欠
部４ｃ，４ｃから外方に露出されている。これら
プレート４０，４０は、前記梁１，２に取り付け
られた取付プレート４２，４２に当て板４１，４
１を介して固定されている。 The brace plates 6, 6 connected to the middle plate 8 are
Plates 4 are installed at the upper and lower center portions of the wall 4, respectively.
0,40, these plates 40,40
The end edges of the wall body 4 are exposed to the outside through notches 4c, 4c formed in the upper and lower center portions of the wall body 4. These plates 40, 40 are attached to mounting plates 42, 42 attached to the beams 1, 2, and plates 41, 4
It is fixed via 1.
なお、前記壁体４内には、これを構造的に補強
する鉄筋が配設されている（図示略）。この鉄筋
の配設位置等は耐震壁３に要求される剛性等を考
慮して適宜決定される。 Note that reinforcing bars are provided within the wall 4 to structurally reinforce it (not shown). The location of the reinforcing bars and the like are appropriately determined in consideration of the rigidity etc. required of the earthquake-resistant wall 3.
次に、以上のような構成の耐震壁３に外力が加
えられた場合の作用について、第７図ないし第８
図を参照して説明する。 Next, the effects when an external force is applied to the seismic wall 3 having the above-described configuration will be explained as shown in Figures 7 to 8.
This will be explained with reference to the figures.
まず、建築物に外力が作用しない状態において
は、耐震壁３は、第１図に示すようにその連結板
５，５が前記梁１，２に対して略垂直となるよう
に位置され、かつ耐震壁３内部の各部材（壁体
４、連結板５，５、ブレース板６，６，…等）に
不要な応力が付加されていない状態となつてい
る。 First, when no external force is applied to the building, the shear wall 3 is positioned so that its connecting plates 5, 5 are approximately perpendicular to the beams 1, 2, as shown in FIG. No unnecessary stress is applied to each member (wall body 4, connecting plates 5, 5, brace plates 6, 6, etc.) inside the seismic wall 3.
この状態から、第７図に示すように地震力ある
いは風力等の小規模な水平外力が図中矢印Ａ方向
の如く左から加えられたとすると、梁１，２は層
間変位を生じて梁２が梁１に対して相対的に右方
向に水平に変位する。すると、耐震壁３は、第７
図に示すように、その中央部を中心として図中矢
印Ｂ方向に示すように右回り方向に回転する。こ
れと同時に、前記水平外力は、梁２に連結された
ブレース板６，６を介して前記連結板５，５に伝
達され、この結果、これら連結板５，５には、そ
の中央部５ｂ，５ｂを境として、長手方向への圧
縮力が作用する領域（図中ａ領域）と長手方向へ
の引張力が作用する領域（図中ｂ領域）とが生じ
る。しかしながら、前述の如く連結板５と壁体４
との間にアンボンド層７が形成されていることよ
り、連結板５に作用する圧縮力あるいは引張力は
壁体４に伝達されず、これにより前記水平外力は
連結板５，５のみにより受け持たれることとな
る。そして、前述の如く、連結板５は中板８及び
一対の外板９，９がその厚さ方向に積層され、か
つ、これらの中央部８ｂ，９ｂ，９ｂにおいてボ
ルト１２及びナツト１３により一体化された構成
とされているので、耐震壁３全体の剛性が高い状
態で維持され、建築物の振動が抑制される。 From this state, if a small horizontal external force such as an earthquake force or wind force is applied from the left in the direction of arrow A in the figure as shown in Figure 7, beams 1 and 2 will undergo interstory displacement and beam 2 will It is horizontally displaced to the right relative to the beam 1. Then, the shear wall 3
As shown in the figure, it rotates clockwise around its center as shown in the direction of arrow B in the figure. At the same time, the horizontal external force is transmitted to the connecting plates 5, 5 through the brace plates 6, 6 connected to the beam 2, and as a result, these connecting plates 5, 5 have their central portions 5b, 5b as a boundary, a region where compressive force in the longitudinal direction acts (region a in the figure) and a region where tensile force in the longitudinal direction acts (region b in the figure) are created. However, as mentioned above, the connecting plate 5 and the wall body 4
Since the unbonded layer 7 is formed between the connecting plates 5 and 5, the compressive force or tensile force acting on the connecting plates 5 is not transmitted to the wall 4, so that the horizontal external force is borne only by the connecting plates 5, 5. It will be. As mentioned above, the connecting plate 5 is made up of a middle plate 8 and a pair of outer plates 9, 9, which are laminated in the thickness direction, and are integrated by bolts 12 and nuts 13 at their central parts 8b, 9b, 9b. Because of this structure, the rigidity of the entire seismic wall 3 is maintained in a high state, and vibrations of the building are suppressed.
さらに、建築物に入力される水平外力が大規模
なものとなり、ブレース板６から連結板中央部５
ｂに伝達される力が中板中央部８ｂと外板中央部
９ｂとの接合部間の最大静止摩擦力を上回つた段
階で、これら中板中央部８ｂと外板中央部９ｂと
の間の摩擦が切れる。そして、中板中央部８ｂに
はその長手方向に延在する長穴状の貫通孔１０，
１０が形成されていると共に、中板８と外板９と
の間には摩擦低減材１５，１５が披着されている
部分を除いてアンボンド層１６が形成されている
ので、前述の如く摩擦が切れた状態においては、
外板９は中板８に対してその長手方向の変位が拘
束されない状態となる。従つて、前記水平外力は
中板８一枚のみで受け持たれることとなるので、
耐震壁３全体の剛性が低められ、水平外力の入力
が低減される。 Furthermore, the horizontal external force input to the building becomes large-scale, and from the brace plate 6 to the connecting plate central part 5.
At the stage when the force transmitted to b exceeds the maximum static friction force between the joint between the middle plate center part 8b and the outer plate center part 9b, the force transmitted between the middle plate center part 8b and the outer plate center part 9b The friction is removed. The center plate central portion 8b has an elongated through hole 10 extending in the longitudinal direction thereof.
10 is formed, and an unbonded layer 16 is formed between the middle plate 8 and the outer plate 9 except for the portion where the friction reducing materials 15, 15 are attached, so that the friction is reduced as described above. In a state where the
The outer plate 9 is in a state where its displacement in the longitudinal direction is not restrained with respect to the middle plate 8. Therefore, the horizontal external force is borne by only one middle plate 8, so
The rigidity of the whole seismic wall 3 is lowered, and the input of horizontal external force is reduced.
そして、建築物に入力される水平外力が過大な
ものとなると、中板８のうち長手方向の引張力が
作用する領域（図中ｂ領域）が降伏して塑性変形
する。 When the horizontal external force input to the building becomes excessive, the region of the middle plate 8 on which the longitudinal tensile force acts (region b in the figure) yields and plastically deforms.
以上の作用を、第８図に示す横軸が変位δ、縦
軸が外力Ｑの復元力特性図上で説明する。第８図
中、破線は単に固定的に設けられた従来の耐震壁
の特性を示し、実線はこの発明の一実施例である
耐震壁３の特性を示している。従来の耐震壁にお
いては、コンクリートが鋼製の補強部材等で補強
されて一体化されているので、初期の剛性は高い
ものの、補強部材降伏後においてコンクリートが
早期に破壊されてしまう（図中×点）。一方、こ
の発明の一実施例である耐震壁３は、小規模な外
力が作用する状態においては連結板５が一体とな
つて外力を受け持つのでその剛性は高く、次に、
連結板中央部５ｂに作用する外力が中板中央部８
ｂと外板中央部９ｂとの接触面の最大静止摩擦力
以上となつた段階で（この時の外力をQ1とす
る）、中板８一枚のみで外力を受け持つのでその
剛性が低められ、さらに、中板８が降伏した段階
でも（この時の外力をQ2とする）、大変形はする
ものの耐力は失われないことが理解できる。 The above action will be explained on the restoring force characteristic diagram shown in FIG. 8, where the horizontal axis is the displacement δ and the vertical axis is the external force Q. In FIG. 8, the broken line simply shows the characteristics of a conventional earthquake-resistant wall that is fixedly provided, and the solid line shows the characteristics of the earthquake-resistant wall 3 that is an embodiment of the present invention. In conventional shear walls, the concrete is reinforced and integrated with steel reinforcing members, so although the initial rigidity is high, the concrete breaks quickly after the reinforcing members yield (× in the figure). point). On the other hand, the shear wall 3 that is an embodiment of the present invention has high rigidity because the connecting plates 5 work together to take over the external force when a small-scale external force is applied.
The external force acting on the connecting plate central portion 5b is applied to the intermediate plate central portion 8.
At the stage when the maximum static friction force on the contact surface between b and the outer plate center part 9b exceeds the maximum static friction force (the external force at this time is Q1 ), only one middle plate 8 is responsible for the external force, so its rigidity is reduced. Furthermore, it can be understood that even at the stage where the middle plate 8 yields (assuming the external force at this time is Q 2 ), the yield strength is not lost, although it undergoes large deformation.
従つて、この実施例の耐震壁３は、小規模の地
震力や風力等の水平外力が作用した際の剛性が高
く維持されることで建築物の振動等が抑制され、
かつ、大規模の地震力等の水平外力が作用した際
の剛性が低められることで、外力の入力が低減さ
れる。しかも、これらそれぞれの剛性は、連結板
５の剛性及び中板８の剛性により決定付けられる
ので、剛性の正確な把握が可能となると共に、こ
れら剛性を任意に選択することが可能となる。さ
らに、耐震壁３の剛性変化点（第８図中外力Q1
の点）は、前記摩擦低減材１５の摩擦力及びボル
ト１２、ナツト１３により中板８及び外板９に導
入される圧縮力に依存して変化するので、この剛
性変化点を任意に設定することが可能となる。よ
つて、この実施例によれば、大規模の外力に対す
る耐震効果を損なうことなく、比較的生起頻度の
大きい小規模の外力に対する建築物の振動を抑制
しうる耐震壁を実現することができる。 Therefore, the shear wall 3 of this embodiment maintains high rigidity when a horizontal external force such as a small-scale earthquake force or wind force acts, thereby suppressing vibrations of the building.
In addition, by lowering the rigidity when a horizontal external force such as a large-scale earthquake force is applied, the input of external force is reduced. Furthermore, since the rigidity of each of these is determined by the rigidity of the connecting plate 5 and the rigidity of the intermediate plate 8, it becomes possible to accurately grasp the rigidity and to arbitrarily select these rigidities. Furthermore, the stiffness change point of the shear wall 3 (external force Q 1 in Figure 8)
This point) changes depending on the frictional force of the friction reducing material 15 and the compressive force introduced into the middle plate 8 and outer plate 9 by the bolts 12 and nuts 13, so this rigidity change point is set arbitrarily. becomes possible. Therefore, according to this embodiment, it is possible to realize a seismic wall that can suppress vibrations of a building due to small-scale external forces that occur relatively frequently, without impairing the seismic effect against large-scale external forces.
なお、この発明の耐震壁は、その形状、寸法等
が前記実施例に限定されず、種々の変形例が可能
である。一例として、前記連結板５，５は壁体４
に一対設けられるのみならず、少なくとも壁体４
内に１本設けられれば良い。 Note that the shape, dimensions, etc. of the seismic wall of the present invention are not limited to those of the embodiments described above, and various modifications are possible. As an example, the connecting plates 5, 5 are connected to the wall 4.
Not only a pair of wall bodies 4 are provided, but also at least a pair of wall bodies 4
It would be good if one could be installed inside.
「発明の効果」
以上詳細に説明したように、この発明の耐震壁
に小規模の水平外力が入力された際には、耐震壁
内の連結板全体が前記水平外力を受け持つので、
耐震壁全体の剛性が高い状態で維持されて、建築
物の振動が抑制され、かつ、大規模の水平外力が
入力された際には、連結板を構成する鋼板のう
ち、ブレース板が連結された鋼板のみが前記水平
外力を受け持つので、耐震壁全体の外力が低めら
れ、水平外力の入力が低減される。よつて、この
発明によれば、大規模の外力に対する耐震効果を
損なうことなく、比較的生起頻度の大きい小規模
の外力に対する建築物の振動を抑制しうる耐震壁
を実現することができる。"Effects of the Invention" As explained in detail above, when a small-scale horizontal external force is input to the shear wall of the present invention, the entire connecting plate within the shear wall takes charge of the horizontal external force.
The rigidity of the entire shear wall is maintained in a high state, suppressing the vibration of the building, and when a large-scale horizontal external force is input, the brace plates of the steel plates that make up the connecting plates are connected. Since only the horizontal external force is applied to the horizontal external force, the external force of the entire seismic wall is reduced, and the input of the horizontal external force is reduced. Therefore, according to the present invention, it is possible to realize a seismic wall that can suppress vibrations of a building due to small-scale external forces that occur relatively frequently, without impairing the seismic effect against large-scale external forces.
第１図ないし第６図はこの発明の一実施例であ
る耐震壁を示す図であつて、第１図は一部を切欠
して示した正面図、第２図は同側面図、第３図は
中板のみを取り出して示した正面図、第４図は外
板のみを取り出して示した正面図、第５図は第１
図の円内を拡大して示した断面図、第６図は第
１図の円内を拡大して示した断面図、第７図は
この発明の一実施例である耐震壁の作用を説明す
るための図、第８図は同耐震壁及び従来の耐震壁
の復元力特性を示す図である。
１，２……梁、３……耐震壁、４……壁体、５
……連結板、６……ブレース板、７……アンボン
ド層、８……中板（鋼板）、９……外板（鋼板）、
１４……移動規制手段、１５……摩擦低減材。
1 to 6 are views showing a quake-resistant wall that is an embodiment of the present invention, in which FIG. 1 is a partially cutaway front view, FIG. 2 is a side view of the same, and FIG. The figure is a front view with only the middle plate taken out, Figure 4 is a front view with only the outer plate taken out, and Figure 5 is a front view with only the outer plate taken out.
FIG. 6 is an enlarged cross-sectional view of the inside of the circle in FIG. 1. FIG. Figure 8 is a diagram showing the restoring force characteristics of the shear wall and the conventional shear wall. 1, 2... Beam, 3... Earthquake-resistant wall, 4... Wall, 5
... Connection plate, 6 ... Brace plate, 7 ... Unbonded layer, 8 ... Middle plate (steel plate), 9 ... Outer plate (steel plate),
14...Movement regulating means, 15...Friction reducing material.
Claims (1)
該壁体に沿つて取り付けられ、建築物の上下方向
に連設する一対の梁間に架設された鋼製の連結板
と、前記壁体に沿つて取り付けられ、一端が前記
梁に、かつ他端が前記連結板に連結された鋼製の
ブレース板とから構成されると共に、前記壁体と
連結板との接触面にはこれらの間の付着力を低減
させるアンボンド層が形成された耐震壁であつ
て、前記連結板は複数枚の鋼板がその厚さ方向に
積層されて構成されると共に、これら鋼板は移動
規制手段によりその面方向以外の移動が規制さ
れ、さらにこれら鋼板のうち相接する鋼板間の少
なくとも一部には摩擦低減材が介在されているこ
とを特徴とする耐震壁。1. A wall made of precast concrete,
a steel connecting plate installed along the wall and installed between a pair of beams connected in the vertical direction of the building; and a steel connecting plate installed along the wall, with one end connected to the beam and the other end. and a steel brace plate connected to the connecting plate, and an unbonded layer is formed on the contact surface between the wall and the connecting plate to reduce the adhesive force between them. The connecting plate is composed of a plurality of steel plates laminated in the thickness direction, and movement of these steel plates in a direction other than the plane direction is restricted by a movement regulating means, and furthermore, the connecting plate is made up of a plurality of steel plates laminated in the thickness direction, and movement of these steel plates in a direction other than the plane direction is restricted by a movement restriction means, and A seismic wall characterized in that a friction reducing material is interposed at least in part between the steel plates.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP23025087A JPS6475783A (en) | 1987-09-14 | 1987-09-14 | Earthquakeproof wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP23025087A JPS6475783A (en) | 1987-09-14 | 1987-09-14 | Earthquakeproof wall |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS6475783A JPS6475783A (en) | 1989-03-22 |
| JPH0415350B2 true JPH0415350B2 (en) | 1992-03-17 |
Family
ID=16904868
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP23025087A Granted JPS6475783A (en) | 1987-09-14 | 1987-09-14 | Earthquakeproof wall |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS6475783A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2010116660A1 (en) * | 2009-04-07 | 2010-10-14 | 株式会社構造材料研究会 | Anisotropic reinforcing metal plate |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20010026720A (en) * | 1999-09-08 | 2001-04-06 | 정란 | K-shaped Steel Beam Bracing Apparatus and Method for Strenthening the Durability of the Reinforced Concrete Structure against Earthquake |
-
1987
- 1987-09-14 JP JP23025087A patent/JPS6475783A/en active Granted
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2010116660A1 (en) * | 2009-04-07 | 2010-10-14 | 株式会社構造材料研究会 | Anisotropic reinforcing metal plate |
| CN102378844A (en) * | 2009-04-07 | 2012-03-14 | 株式会社构造材料研究会 | Anisotropic reinforcing metal plate |
Also Published As
| Publication number | Publication date |
|---|---|
| JPS6475783A (en) | 1989-03-22 |
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