201200693 六、發明說明： 【發明所屬技彳軒領域】 發明領域 本叙明係有關於將一對對象構件間予以接合，以發揮 與S亥等對象構件間之相對變位對應之能量吸收性能的制震 用金屬板及包含有此制震用金屬板之建築構造物。 I[先前冬奸;j 發明背景 近年來，隨著防災意識之提高，採用了以制震阻尼器 抑制地震時之搖晃之制震構造的住宅或公寓大樓等建築構 造物正增加中。用於此種制震構造之制震阻尼器因以鋼材 於壓縮、拉伸時降伏，塑性化之歷程，吸收振動能量之鋼 材阻尼器為低成本，且可發揮高衰減性能，故在許多建築 構造物中被採用。在鋼材阻尼器中，抗軸力之斜撐阻尼器 由於機構簡單，且易設計，故最普及。斜撐阻尼器以外之 鋼材阻尼器有利用底板或接合金屬器具之阻尼器。 舉例言之，於專利文獻1揭示有於柱之腳部與基礎部份 間裝設有底板阻尼器之制震構造。此底板於拉伸力作用於 柱之際，彎曲降伏或剪降伏。然後，可以此時之變形歷程 能量，吸收於柱腳部產生之拉伸力，而發揮制震功能。 又’於專利文獻2揭示有因阻尼器用鋼板具可彎曲_剪 降伏之形狀，故即使阻尼器用鋼板於剪降伏後，承受覆變 負載，仍可抑制其強度之上升的技術。 而為使建築構造部之耐震性能提高，利用各對象構件 201200693 間之相對變位’使振動衰減為有效。因此，除了上述阻尼 器機構以外’亦可考慮利用基座與連續基腳間或牆板與地 板之層間之相對變位’使阻尼器移動，而使振動衰減吸 收振動能量。然而’專利文獻1、2之揭示技術由於未以配 設於基座與連續基腳間或牆板與地板之層間之非常狹小的 間隙為前提’故有在此種狹小之場所，無法吸收振動能量 之問題。 田於可相對變位之對象構件間插人阻尼器之一部份 夺插卩尼器之。P份相較於未插入阻尼器之部份，剛性 較冋、才垂入阻尼器之部份之相對變位縮小，另一方 面’未插人阻尼器之部份之相對變位增大，故產生無法以 良好效率吸收振動能量之情形。因此，於產生相對變位之 部份全體皆插入阻尼器為重要。 先行技術文獻 專利文獻 專利文獻1日本專利公開公報綱4·議90號 專利文獻2日本專利公開公報細8⑴如號 【明内】 發明概要 發明欲解決之課題 是故，本發明係鐘於上述問題點而研究出者，其目的 在於提ί、在接合於對對象構相，讀揮與該等對象構 件間之相對變位對應之能量吸收性能的制震用金屬板中， 特別可配α於非*小之間隙，而且可應用於建築構造物各 201200693 處之制震用金屬板以及使用此制震用金屬板之建築構造 物。 用以欲解決課題之手段 本發明為解決上述問題，達成此目的，採用了以下之 結構。即， (1) 本發明之制震用金屬板係將一對對象構件間予以接 合，以發揮與該等對象構件間之相對變位對應之能量吸收 性能者，其包含有：接合於前述各對象構件之其中一者之 第1接合部；接合於前述各對象構件之另一者之第2接合 部；及設於前述第1接合部與前述第2接合部之間的拉伸力 及壓縮力之傳達路徑上，且具有縫隙之振動吸收部；又， 前述第1接合部及前述第2接合部分別呈與前述相對變位之 方向約略平行之帶狀。 (2) 於上述（1)記載之制震用金屬板亦可為以表面接合 於前述各對象構件之其中一者且裏面接合於前述各對象構 件之另一者之狀態，夾入前述各對象構件間之一片板。 (3) 於上述（1)記載之制震用金屬板之前述第1接合部亦 可透過前述振動吸收部，而於以前述第2接合部為中心之約 略線對稱位置設有2列。 (4) 於上述（3)記載之制震用金屬板亦可採用以下之結 構，即，沿著前述相對變位之方向觀看時，前述第1接合部 之長度尺寸長於前述第2接合部之長度尺寸，前述2列第1接 合部之端部間接合。 (5) 在於上述（1)記載之制震用金屬板中，亦可施行析出 201200693 硬化加工或變態誘發塑性加工，而使降伏強度對最大強声 之比為4/5以上。 a (6)在於上述（1)記載之制震用金屬板中，前述第〖接合 部及前述第2接合部亦可至少-者沿著前述相對變位之方 向以補強構件補強。 、'厂；工述（1)記載之制震用金屬板亦可採用以下之結 構’即’於前述第丨接合部形成可供第丨結件插通之第 孔’於前述第2接合部形成可供第2結件插通之第2貫穿孔， 前述第1結件係m«第丨接合部接合於前述各對象構件 之其中一者，前述第2結件係用以將該第2 述各對象構件之另—者，前述第丨貫穿孔及前述第2貫穿孔 至少-者為於與前述相賤位之方向約略垂直相交之 伸長的長孔。 @ (8)於上述⑴記載之制震用金屬板亦可採用以下ρ 構’即，設有-對前述振動吸收部係鄰接於前述第2接合: 之兩側，而且，設有-對前述以接合部係鄰接於該等振動 吸收部外側’前述傳達路徑係透過前述振動吸收部而連社 前述第1接合部及前述第2接合部之路徑。 ⑼於上述⑴記載之制震用金屬板亦可採用以下之姓 構，即，設有一對前述振動錢部係鄰接於前述第2接合: 兩側，更設有從該等振動吸收部之外側沿著前述相對變位 之方向延伸之一對延長部’前㈣丨接合部接.前述各延 長部而設’前述傳達③㈣連結前述第2接合部、前述各振 動吸收部、前述各延長部及前述第1接合部之路徑。 、 6 201200693 (10) 本發明之建築構造物包含有如上述（丨)〜(9)中任一 項之制震用金屬板。 (11) 於上述（10)記載之建築構造物亦可採用以下之钟 構，即，該建築構造物更包含有連續基腳及建築物上部骨 架之基座’在前述制震用金屬板爽人前述連續基腳與前述 基座之間的狀態下，前述第丨接合部接合於前述連續基腳及 前述基座之其中任-者，前述第2接纟部接合於前述連續基 腳及前述基座之另一者。 (12) 於上述（10)記載之建築構造物亦可採用以下之結 構，即，該建築構造物更包含有牆框及地板之標材，前述 第2接合部接合於前述牆框，另一方面，前述第1接合部接 合於前述樑材。 (13) 於上述（1〇)記載之建築構造物亦可採用以下之結 構，即’該建築構造物包含有制震用阻尼器，該制震用阻 尼器係配置於以複數_管柱形成之區域内並且具有複數 根撐臂者，於則述各鋼管柱與前述各撐臂間之接合處及前 述各樓臂間之接合處至少—者設有前述制震用金屬板。 發明效果 根據上述（1)記载之制震用金屬板，藉使設於第丨接合部 與第2接合部間之拉伸力及壓縮力之傳達路徑上，且具有縫 隙之振動吸收部提前彎曲降伏而塑性變形，在維持抑制強 度上升之狀態，可發揮穩定之變形能量吸收性能。然後， 藉使此制震用金屬板發揮與對象構件間之相對變位對應之 月b里吸收性能，可有效地發揮配設有此制震金屬板之建築 201200693 構造物之制震功能。 特別是在本發明，如上述(2)所記載，為夾入各對象構 件間之一片板時，亦可設置於至今無法插入之狹小間隙， 進而，可應用於建築構造物之各處。 又，在本發明中，當振動吸收部之與前述相對變位方 向垂直相交之方向的長度尺寸較預定尺寸長時，可增大於 制震用金屬板兩端產生之彎矩，而可使振動吸收部易彎曲 降伏。另一方面，當振動吸收部之與前述相對變位方向垂 直相交之方向的長度尺寸較預定尺寸短時，可以於此振動 吸收部產生之剪力，使振動吸收部降伏。為使振動吸收部 彎曲降伏或剪降伏，理想為以縫隙孔之形狀略呈菱形為佳。 再者，如上述(5)記載之制震用金屬板般，為使降伏強 度對最大強度之比為4/5以上，而施行析出硬化加工或變態 誘發塑性加工（對具變態誘發塑性之金屬板加工）時，易使振 動吸收部在大範圍造成彎曲降伏及剪降伏之塑性變形。結 果，可更確實地獲得上述本發明之效果。 根據上述（10)記載之建築構造物，藉包含有上述（1)記 載之制震用金屬板，可提高其制震性能。 圖式簡單說明 第1圖係顯示本發明制震用金屬板一實施形態之平面 圖。 第2 A圖係顯示制震用金屬板之安裝之一例的側面圖。 第2B圖係顯示制震用金屬板之安裝之另一例的側面 201200693 第3A圖係用以說明制震用金屬板之動作之正面圖。 第3B圖係用以說明制震用金屬板之動作之正面圖。 第3C圖係用以說明制震用金屬板之動作之正面圖。 第4A圖係顯示使制震用金屬板之縫隙朝第3A圖之B方 向長徑化時的覆變負載實驗之結果之圖表。 第4B圖係顯示比較例之制震用金屬板之覆變負載實驗 的結果之圖表。 第5圖係上述實施形態之建築構造物之從連續基腳至 建築物之基座的部份之截面圖。在本圖，為顯示各結件間 之相對位置關係，實際上於紙面縱深方向錯開之各結件亦 顯示於同一截面上。 第6圖係第5圖之C-C截面圖。在本圖中，為顯示各結件 間之相對位置關係，實際上於紙面縱深方向錯之各結件亦 顯示於同一截面上。 第7圖係用以說明本實施形態之制震用金屬板之作用 效果的圖。 第8圖係顯示制震用金屬板之變形例之圖，係顯示令第 1接合部側之各結件插通孔於B方向長之情形的正面圖。 第9A圖係顯示配設有本實施形態之制震用金屬板之建 築構造物一例的正面圖。 第9B圖係第9A圖之D-D截面圖。 第10A圖係顯示配設有本實施形態之制震用金屬板之 建築構造物另一例的側面圖。 第10B圖係顯示配設有本實施形態之制震用金屬板之 201200693 建築構造物又一例的側面圖。 第11圖係顯示配設有本實施形態之制震用金屬板之建 築構造物又一例的側面圖。 第12 A圖係顯示配設有本實施形態之制震用金屬板之 建築構造物又一例之圖，係顯示適用於鋼管柱間之連結之 狀態的立體圖。 第12B圖係從第12A圖之E方向觀看之側面圖。 第12C圖係顯示配設有本實施形態之制震用金屬板之 建築構造物又一例的圖，係顯示適用於樑接頭之狀態的立 體圖。 第13圖係顯示配設有本實施形態之制震用金屬板之建 築構造物又一例的側面圖，係顯示耐震用阻尼器一例之正 面圖。 第14A圖係顯示在制震用阻尼器之一端側之接合構件 的安裝形態之圖，係第13圖之F部之放大圖。 第14B圖係顯示在制震用阻尼器之鄰接之撐臂間的制 震用金屬板接合形態之圖，係第13圖之G部之放大圖。 I；實施方式3 用以實施發明之形態 以下，一面參照圖式，一面詳細說明本發明一實施形 態，其係接合於一對象構件間，以發揮與該等對象構件間 之相對變位對應之能量吸收性能的制震用金屬板。 於第1圖顯示本實施形態之制震用金屬板1之結構。此 制震用金屬板1係對應作為基底之1片金屬板41形成預定形 10 201200693 狀之縫隙65(貫穿孔）’並且進行安裝於前述各對象構件之接 合部46、W之分配。此制震用金屬板丨以接合一對對象構件 間為前提。本實施形態之對象構件係建築構造物之一構成 要件。然而，本實施形態之制制金屬板巧可應用於其他 用途之接合。 本實施形態之對象構件有如第2Α圖之側面圖所示，一 對j構件42與另一對象構件43㈣於制震用金屬板i皆位 於-面側之情形，也有如第2B圖之側面圖所示，一對象構 ㈣與另—對象構件43將制震用金屬板^在其間而分別 位於兩面側之情形。 不論何種情形，-對象構件42與另—對象構件Μ在地 時等皆相互沿著相對變位方向A，相對地變位。制震用金 屬板1對沿著此種相對變位方向A產生相對變位之—對象構 ^42之面與另―對象構件幻之面安裝。又此制震用金屬 因應沿著兩對象構件42、43間之相對變位方向A之振動 起之相對變位，發揮能量吸收性能。 用^到第1圖之說明。安裝於一對對象構件42、43之制震 、屬板1之接合於1象構件42之-對第丨接合部46與接 你:_象構件43之第2接合部47分別以呈沿著相對變 柄/A長之▼狀且相互約略平行之狀態分配至—片金屬 録。、於各第1接合部46與第2接合部47間分別形成用以抑 伏後之強度上升之衰減部48(振動吸收部）。 、，哲第接° 係形成為複數個圓形孔偏排成1列者’於 2接^部47為中心而相互約略線對稱之位置分配2列。 201200693 即，該等第1接合料分_& 垂直相交之方向之約略垂直相上 十相對交位方向A約略 2接合部47位於該等第】接合部^之^的兩端位置。又，第 部46係透過衰減部48而對應第心。由於該等第1接合 48亦分配於以第2接合部 。。卩47配置，故各衰減部 置。 為中心而相互約略線對稱之位 第1接合部46係用以對對象構 螺絲、螺絲、釘子等固緊構 、·。件（螺拴、鑽孔 46不限於結件梅通孔之具 °之區域。此第1接合部 -安裝時，預先分配作為二對象構件 即，採用鑽孔螺絲或釘子等 疋十面區域者》 於其板厚叫㈣_=== = 需將結件插通孔預先形成於幻接合部乍:。件時，不 為結件之鑽孔螺絲或釘子等+ 寺，用以使作 接合祕，藉以結件穿過此區域便形成為第1 插通孔之形成與結件之安裝。區域’可_進行結件 此第i接合部46藉使結件對對象構件42螺洽 進行接5時，亦可構絲件插通㈣穿I不論何種情力 此第！接合部46以沿著相對變位方向挪成縱長之狀態( 言之，沿著相對變位方向A形成帶狀）分配。實際上，此 對變位方向切要安裝之對象構件42、们之各配置決定 又不僅預先分配成帶狀之第！接合部奶形成之帶狀之延伸 方向對位麟準對象構件42、43之相對變㈣^，而且制 震用金屬板1對對象構件42、们安裝。 12 201200693 第2接δ部47係用以對對象構件43以結件（螺栓、鑽孔 累’糸螺”糸、釘子等之固緊構件）接合之區域。此第2接合 部47以以沿著上述Β方向形成長徑之狀態貫穿金屬板41之 複數個結件插通孔49構成。 、此外，第2接合部47不限於以上述長徑之結件插通孔 構成’亦可以-般之圓形結件插通孔49構成。又第2接合 部47不限於結㈣軌49之具體結構，而亦可為在對對象 構件43女裝時，預先分配作為釘進結件之預定平面區域。 此點由於與上述第i接合部46之說明相同故在此省略其說 明。不論何種情形，此第2接合部47以朝向相對變位方向A 形成縱長之狀態(換言之，沿著相對變位方向八形成帶狀)分 配。舉例言之，若結件插通孔49沿著相對變位方向A間隔預 定間隔，形成於複數處時，第2接合部47具體化為於相對變 位方向A分配成帶狀之形態。 2列之各衰減部4 8分別以複數個縫隙6 5之列構成。該等 縫隙6 5複數個至少沿著相對變位方向A隔著預定間隔形成 列狀。此外，各縫隙65之配置間隔不限有規則性，亦可隨 機。 各縫隙65可為任何形狀，而以至少朝向方向B長徑化之 形狀為佳。又’在第1圖，例示了以菱形縫隙65構成之情形， 不限於此形狀，亦可以長方形或其他多角形、甚至是不定 形狀構成。 藉將此種縫隙65設於衰減部48，至少可使衰減部补之 降伏強度低於其他處。附帶一提，該等2列縫隙65中位於相 13 201200693 =Γ:端之縫隙65以相互連接，於b方向長徑化 之縫隙65a、65b構成。 構成==用金屬板1之動作作說明。在由上述結構 構成之制震用金屬板丨中 結件（圖中未示）安裝，另 5部46對對象構件42以 和以結件(圖中未示)安裝。又合部職㈣ 件42、43相互沿著相對二^ 二/在此相對變位方向八之振動時，如第3Α圓 ::_構件—一L: 向。Γ方=裝”象構件42之第1接合部46亦變位如方 2方=μ於物紐43之軸 ::方在第1接合部46,應力·_中之 小前號所不之方向。在奸 65之各形成位置，來自二過程中，在縫隙 力傳遞，並且拉伸應力朝鄰接之壓縮應 成位置傳達。因此，可分㈣_^—側之縫隙65之形 依序傳達時，最終壓縮力往_65a=此物，應為 沿著第1接合部46 力傳達至沿著B方向，且彳 肖以抑制此之應 從2列第！接合部46之各端目’之方向。由於此應力❼ 下端部52之约略中_==互以反向傳達，故正好在此 由於沿著B方向相互在反向：在上端部51亦同樣地’ 何應力％，故可相互消除。 14 201200693 即，制震用金屬板！於對象構件42、43相互沿著相對變 位方向A產生相對變位時，即使傳來依據此相對變位之應力 σΕ及應力σΡ ’仍可將該等應力〜及應力〜在制震用金屬板1 抵銷。又’當在瞬間捕捉時，對象構件42移動至第3八圖之 方向移動’ fj·象構件43變位至al方向日夺，上述各靡力白 直之箭號之方向僅與第3A圖所示之方向相反，仍然可將^ 力在制震用金屬板1内相互抵銷。 p又’制震用金屬板i之第2接合部47係因應對象構件43 ，變位=負荷應力％。結果，如第3A圖所示，在為扪接合 ㈣負何之應力σΕ與為第2接合部47負荷之應力％間，產生 剪應力。再者，對為第1接合部46與第2接合部47間之接人 部之各农減部48，負荷依據此剪變形之彎矩。χ，當此 矩大於預定值時，各衰減部48便彎曲降伏。而且在各衰減 部48 ’藉使縫隙65呈沿著β方向長徑化之形狀，可設定成， 按照對象構件42、43間之相對變位，各衰减部48沿著相對 變位方向”曲降伏。結果，在本實施形態巾，可發現以 說明之特有效果。 " 第3Β圖顯示以第1接合部46為固定端’藉對象構件43 之變位負荷應力σΗ之情形。又，第3C圖顯示以第i接合部邾 為固定端，藉對象構件43之變位負荷應力、％之情形。第2 接合部在第3Β圖，朝圖中上方變形，在第3C圖，則朝圖中 下方變形。即，第2接合部47之位置對第1拯合部46相對地 變位，又，縫隙65、65a、65b亦按此照變伋，形狀於上下 方向變形。當產生此種第2接合部47在上下方向之反覆變位 15 201200693 時’各衰減部48便彎曲降伏，制震用金屬板1塑性化，而可 進行能量吸收。此時，在上端部51、下端部52兩者，可藉 上述機構，抵銷應力σΡ及應力〇h。 第4A圖顯示使用了使各縫隙65沿著第3A圖之B方向長 徑化之本實施形態制震用金屬板1的覆變負載實驗之結 果，又’第4B圖顯示作為比較例而準備之鋼板之覆變負載 貫驗的結果。附帶一提，在此比較例之鋼板’雖與制震用 金屬板1為同一材料，但不設缝隙65，而且於鋼板之上下端 緣設凸條而不致彎曲降伏。 從第4A圖可知，在本實施形態之制震用金屬板可抑制 強度上升’而描繪了大面積之遲滯環，可獲得高歷程衰減。 相對於此’在第4B圖之比較例中，可知強度上升。 從以上，在本實施形態之制震用金屬板1，藉使各衰減 部48提早彎曲降伏，可產生塑性變形，而可發揮抑制了強 度上升之穩定之變形能量吸收性能。又，藉使制震用金屬 板1發揮按照對象構件42、43間之相對變位之能量吸收性 能，可使配設有此制震用金屬板1之建築構造物發揮制震工 能。 1 力 再者，在本實施形態中，構成制震用金屬板丨之金屬 41亦可使用經施行析出硬化加工或變態誘發塑性加工成= 伏強度對最大強度之比之降伏強度比為4/5以上的鋼板 時’可不設縫隙65 ’而在各衰減部48， 擴大彎曲降伏 性變形區域，而可顯現上述效果。 此外，僅令第2接合部47之結件插通孔的為長孔， 。此 之塑 16 201200693 限於此結構，亦可僅令第1接合部46之結件插通孔或第1接 合部46及第2接合部47兩者之錄件插通孔為沿著前述約略 垂直相交方向B長之長孔。此時，對象構件42、43沿著約略 垂直相交方向相對移動之際，不致於為振動吸收部之各衰 減部48產生無用之應力。 第1貫施例 第5圖係顯示本發明第1實施例的圖，顯示配設有上述 制震用金屬板1之建築構造物5之例。更詳而言之，將從建 築構造物5之連續基腳81至建築構造物5之基座82之縱截面 結構放大顯示。又，第6圖顯示第5圖之C-C截面圖。再者’ 第7圖顯示制震用金屬板丨配設於此建築構造物5之際之具 體形態。 本第1實施例之建築構造物5具有連續基腳81、配設於 此連續基腳81上之基座82。再者，於基座82上安裝有於水 平方向延伸之橫框83以及於鉛直方向延伸之縱框84。又， 於此連續基腳81與基座82間形成預定尺寸之間隙作為通氣 口 86。在本第丨實施例中，於此通氣口 ％裝設有上述制震用 金屬板1。 如第5圖及第6圖所示，制震用金屬板】之各第丨接合部 46對連續基礎81以混凝土用釘87(結件）固定。又，第2接合 部47對基座82以螺絲88(結件）固定。然後，如第7圖所示， 第2接合部47藉使插W祕料垂直相交方向B為長徑 之螺孔49(結件插通孔)之螺絲88對基座82之下面螺合，而對 基座82固定。 17 201200693 即，在本第1實施例中，要接合於各第1接合部46之前 述對象構件42為連續基腳81，要接合於第2接合部47之前述 對象構件43為基座82。 如第7圖所示，建築構造物5沿著相對變位方向A振動 時，可發揮如上述之制震效果。即，因中小地震或風引起 之負載對建築構造物5負荷時，可使制震用金屬板1發揮作 為高剛性接合金屬器具之功能。結果，可在不使制震用金 屬板1塑性變形下，在該彈性變形域之範圍内使阻力發揮。 又，當大地震發生時，如上述，藉以衰減部48(振動吸收部） 承受拉伸應力及壓縮應力之覆變負載，而使其塑性化，可 發揮衰減效果。 相對於此，沿著前述約略垂直相交方向B振動時，制震 用金屬板1不發揮上述之衰減效果。其理由係由於不僅使螺 絲88插通沿著約略垂直相交方向B具長徑之螺孔（長 孔)49，而且螺合於土台82，故螺絲88藉在約略垂直相交方 向B之振動，僅在螺孔48内沿著其長徑方向往復，不發揮特 殊之變形抑制功能之故。藉此，當沿著約略垂直相交方向B 之振動產生時，在制震用金屬板1上，基座82亦一同沿著約 略垂直方向B振動。 此外，如第8圖變形例所示，亦可對各第1接合部46側， 沿著約略垂直相交方向B穿設長徑螺孔81，另一方面，對第 2接合部側47側，則穿設一般之圓形螺孔92。根據此結構， 亦可獲得與上述結構相同之效果。再者，雖省略圖中之顯 示，但亦可令各第1接合部46之螺孔與第2接合部47之螺孔 18 201200693 兩者為沿著約略垂直相交方向B長徑之螺孔。此時，亦可獲 得與上述結構同樣之效果。 又，在本第1實施例中，亦可使制震用金屬板1兼用作 為通氣口 86之間隔件。 第2實施例 第9A圖及第9B圖係顯示本發明第2實施例之圖，顯示 配設有適用本發明之制震用金屬板101之建築構造物4的 例。更詳細言之，將從建築構造物4之下樓層2至上樓層3之 縱截面結構放大顯示。 在此建築構造物4，於下樓層2側裝備有於水平方向延 伸之下樓層橫框11、沿著鉛直方向延伸之下樓層縱框12。 而且，下樓層橫框11與下樓層縱框12間透過地板托樑等相 互接合。又，於下樓層橫框11上面接合上樓層3之地板托樑 14，進一步’於此地板托樑14之上面安裝有上樓層3之地板 板材15。 再者’在此建築構造物4，於上樓層3側裝備有於水平 方向延伸之上樓層橫框16、於鉛直方向延伸之上樓層縱框 17 ’此上樓層橫框16與上樓層縱框π相互接合。 於具有上述結構之建築構造物4使用適用本發明之制 震用金屬板101。在此制震用金屬板101，於金屬板141p之 相對變位方向A之中央位置之上下分配有用以接合於上樓 層縱框17及下樓層縱框12之第2接合部147。 就本第2實施例之制震用金屬板1〇1之構造加以說明。 此制震用金屬板101係將用以接合上樓層縱框17與地板托 19 201200693 標I4間之第1制震構件101A及用以接合地板托樑14與下樓 層縱框12間之第2制震構件101B在連結部l〇la連成一體之 結構的一片鋼板。此外，標號176顯示一對補強構件。 第1制震構件101A將上樓層縱框17及地板托樑14間予 以接合’以發揮按照沿著該等上樓層縱框17及地板托樑14 間之鉛直方向之相對變位的能量吸收性能。又，此第丨制震 構件101A具有接合於上樓層縱框17之第2接合部147、接合 於地板托樑14之第丨接合部146、設於第丨接合部146與第2接 合部147間之拉伸力及壓縮力之傳達路徑上 ，且形成有複數 個縫隙165之衰減部148(振動吸收部）。第丨接合部146及第2 接合部147分別呈與前述相對變位方向a約略平行之帶狀。 月_J述衰減部14 8鄰接於第2接合部14 7之兩側而配置有 對。又’更設有從該等衰減部148之兩外側沿著相對變位 方向A延伸之一對延長部丨5(^再者前述第丨接合部丨46以 接續於鱗延長部15〇之兩端部，且沿著相對變位方向八之 狀態而设。此外’本第2實施例之前述傳彡路徑成為將第2 接。。卩147、各衰減部148、各延長部150及第1接合部146連 結之路徑。 第2接合部147藉將插通於此第2接合部147形成複數個 之〜件插通孔之結件（螺栓、鑽孔螺絲、螺絲、釘子等固緊 構件）固定於上樓層縱框17，而對上樓層縱框17接合。 又，第1接合部146藉將插通於此第丨接合部146形成複 數個之結件插通孔141H之結件（螺栓、鑽孔螺絲、螺絲、釘 子等固緊構件）固定於地板托樑14，而對地板托樑14接合。 20 201200693 第2制震構件101B將地板托樑14及下樓層縱框12間予 以接合，以發揮按照沿著該等地板托樑14及下樓層縱框12 間之鉛直方向之相對變位的能量吸收性能。此外，以下， 於與上述第1制震構件101A相同之構成要件附上同一標號 來說明。 又，此第2制震構件101B具有接合於下樓層縱框12之第 2接合部147、接合於地板托樑14之第1接合部146、設於第1 接合部146與第2接合部147間之拉伸力及壓縮力之傳達路 杈上，且形成有複數個縫隙165之衰減部148(振動吸收部）。 第2接合部147藉將插通於此第2接合部147形成複數個 之結件插通孔之結件（螺栓 '鑽孔螺絲、螺絲、釘子等鎖固 構件）固定於下樓層縱框12，而對下樓層縱框12接合。 由於第2制震構件l〇lB之上述以外之結構與上述第 震構件101A相同，故省略該等重複之說明。 托樑14。 、在本第2實施例中，才目當於前述對象構件43者為上樓層 縱框17及了樓層縱框12，相當於前述對輯件42者為地板 如第9A圖所示’於建築構造物4沿著相對變位方向A振 可獲付與月_』述制震用金屬板1同樣之作用效果。 即’因中小地震或風叫之請對建祕物4負荷201200693 VI. Description of the Invention: [Technical Fields of the Invention] Field of the Invention The present invention relates to joining a pair of target members to exhibit energy absorbing performance corresponding to relative displacement between target members such as S Hai. A metal plate for vibration isolation and a building structure including the metal plate for vibration isolation. In the past, in recent years, with the improvement of the awareness of disaster prevention, building structures such as houses or apartment buildings that use a shock damper to suppress the shaking structure during earthquakes are increasing. The shock damper used for such a seismogenic structure is a low-cost steel damper that absorbs vibration energy due to the plasticity of steel during compression and stretching, and the high-attenuation performance, so in many buildings The structure was adopted. Among steel dampers, the anti-axial force sway damper is the most popular because of its simple mechanism and easy design. Steel dampers other than bracing dampers have dampers that utilize a base plate or a metal fitting. For example, Patent Document 1 discloses a shock-absorbing structure in which a floor damper is provided between a leg portion and a base portion of a column. This bottom plate bends or shears as the tensile force acts on the column. Then, the energy of the deformation process at this time can be absorbed into the tensile force generated at the foot of the column to exert the shock-absorbing function. Further, Patent Document 2 discloses that the steel sheet for a damper has a shape that can be bent and deformed. Therefore, even if the steel sheet for a damper is subjected to a shear load after being sheared and lowered, the strength of the steel sheet can be suppressed. In order to improve the seismic performance of the building structure, the vibration is attenuated by the relative displacement between the target members 201200693. Therefore, in addition to the damper mechanism described above, it is also conceivable to use the relative displacement between the pedestal and the continuous base or between the layers of the wall and the floor to move the damper, and to attenuate the vibration to absorb the vibration energy. However, the techniques disclosed in Patent Documents 1 and 2 are not premised on the provision of a very narrow gap between the base and the continuous base or between the layers of the wall and the floor. Therefore, in such a small place, vibration cannot be absorbed. The problem of energy. Tian Yu can insert a part of the damper between the components of the relative displacement. The relative displacement of the P portion is smaller than that of the portion not inserted into the damper, and the relative displacement of the portion of the damper is reduced. On the other hand, the relative displacement of the portion of the uninserted damper is increased. Therefore, there is a case where vibration energy cannot be absorbed with good efficiency. Therefore, it is important to insert a damper in all of the parts where the relative displacement occurs. PRIOR ART DOCUMENT PATENT DOCUMENT Patent Document 1 Japanese Patent Laid-Open Publication No. Hei. No. 90 Patent Document 2 Japanese Patent Laid-Open Publication No. Hei. No. Hei. The purpose of the research is to improve the energy absorption performance of the object in accordance with the relative displacement between the object members and the phase of the object. It is a non-small gap and can be applied to the metal plate for earthquake-proofing at 201200693 and the building structure using the metal plate for vibration-damping. Means for Solving the Problems The present invention has been made in order to solve the above problems. That is, (1) the metal plate for vibration-damping of the present invention is a member in which a pair of target members are joined to each other to exhibit energy absorbing performance corresponding to relative displacement between the target members, and includes: a first joint portion of one of the target members; a second joint portion joined to the other of the target members; and a tensile force and compression provided between the first joint portion and the second joint portion In the force transmission path, the vibration absorbing portion having the slit; and the first joint portion and the second joint portion each have a strip shape which is approximately parallel to the direction of the relative displacement. (2) The metal plate for vibration-damping according to the above (1) may be in a state in which one of the object members is joined to the surface and the inside of the member is joined to the other of the object members. One of the plates between the components. (3) The first joint portion of the metal plate for vibration isolation according to the above (1) is also permeable to the vibration absorbing portion, and is provided in two rows at approximately symmetrical positions centering on the second joint portion. (4) The metal plate for vibration-damping according to the above (3) may have a configuration in which the length of the first joint portion is longer than that of the second joint portion when viewed in the direction of the relative displacement. The length dimension is joined between the ends of the first joining portions of the two rows. (5) In the metal plate for earthquake resistance according to the above (1), it is also possible to perform precipitation hardening or transformation-induced plastic working in the case of 201200693, and the ratio of the lodging strength to the maximum strong sound is 4/5 or more. (6) In the metal plate for earthquake resistance according to the above aspect (1), the joint portion and the second joint portion may be reinforced by a reinforcing member along at least the direction of the relative displacement. The metal plate for earthquake-damping described in the 'Factory; (1) may be formed by the following structure 'that is, ' forming a first hole through which the second-stage junction is inserted in the second joint portion to the second joint portion Forming a second through hole through which the second knot is inserted, wherein the first knot member m« the second joint portion is joined to one of the target members, and the second knot member is for the second joint member In the other object member, at least the second through hole and the second through hole are long holes that extend approximately perpendicularly to the direction of the phase of the phase. (8) The metal plate for vibration-damping according to the above (1) may be configured such that the vibration absorbing portion is adjacent to both sides of the second joint: The communication portion is adjacent to the outer side of the vibration absorbing portion, and the communication path is transmitted through the vibration absorbing portion to connect the first joint portion and the second joint portion. (9) The metal plate for vibration-damping according to the above (1) may have a configuration in which a pair of the vibrating portions are provided adjacent to the second joint: both sides, and the outer side of the vibration absorbing portion is further provided One of the extension portions is connected to the front portion of the extension portion, and the extension portion is connected to the extension portion. The transmission portion 3 (four) is connected to the second joint portion, the vibration absorption portion, and the extension portion. The path of the first joint portion. (6) The building structure of the present invention includes the metal plate for vibration-damping according to any one of the above (丨) to (9). (11) The building structure described in the above (10) may be a bell structure in which the building structure further includes a base member of the continuous base member and the upper frame of the building. In a state between the continuous base and the base, the second joint portion is joined to the continuous base and the base, and the second joint is joined to the continuous base and the aforementioned The other of the pedestals. (12) The building structure according to (10) above may have a structure in which the building structure further includes a wall frame and a floor material, and the second joint portion is joined to the wall frame, and the other In the aspect, the first joint portion is joined to the beam member. (13) The building structure described in the above (1) may have a structure in which the building structure includes a damping damper, and the damper for damping is disposed in a plurality of columns. In the region and having a plurality of support arms, at least the joint between the steel pipe columns and the respective arms and the joint between the floor arms is provided with the metal plate for vibration-damping. According to the metal plate for vibration isolation according to the above (1), the vibration absorbing portion having the slit is advanced by the transmission path between the tensile force and the compressive force provided between the second joint portion and the second joint portion. The bending is delayed and plastically deformed, and a stable deformation energy absorbing performance can be exhibited while maintaining the suppression strength. Then, the shock-absorbing metal sheet can exhibit the shock absorption performance in the month b corresponding to the relative displacement between the target members, and the shock-absorbing function of the structure 201200693 structure equipped with the shock-absorbing metal sheet can be effectively exhibited. In particular, in the present invention, as described in the above (2), when one of the sheets between the respective target members is sandwiched, it may be provided in a narrow gap which has not been inserted so far, and further, it can be applied to various parts of the building structure. Further, in the present invention, when the length dimension of the vibration absorbing portion perpendicular to the direction of the relative displacement direction is longer than the predetermined dimension, the bending moment generated at both ends of the metal plate for vibration is increased, and the vibration can be made The absorption part is easy to bend and fall. On the other hand, when the length dimension of the vibration absorbing portion in the direction perpendicular to the relative displacement direction is shorter than the predetermined dimension, the vibration absorbing portion can be lowered by the shear force generated by the vibration absorbing portion. In order to bend or lower the vibration absorbing portion, it is preferable that the shape of the slit hole is slightly diamond-shaped. Further, in the case of the metal plate for vibration isolation according to the above (5), in order to make the ratio of the strength of the drop strength to the maximum strength to be 4/5 or more, precipitation hardening processing or metamorphosis-induced plastic working (metal with abnormal induced plasticity) is applied. In the case of sheet processing, it is easy for the vibration absorbing portion to cause plastic deformation of bending and undulation and shear undulation in a wide range. As a result, the effects of the above invention can be obtained more surely. According to the building structure of the above (10), the earthquake-damping performance can be improved by including the metal plate for vibration-damage described in the above (1). BRIEF DESCRIPTION OF THE DRAWINGS Fig. 1 is a plan view showing an embodiment of a metal plate for shock absorbing according to the present invention. Fig. 2A is a side view showing an example of mounting of a metal plate for vibration isolation. Fig. 2B is a side view showing another example of mounting of the metal plate for vibration isolation. 201200693 Fig. 3A is a front view for explaining the operation of the metal plate for vibration isolation. Fig. 3B is a front view for explaining the action of the metal plate for vibration damping. Fig. 3C is a front view for explaining the operation of the metal plate for vibration damping. Fig. 4A is a graph showing the results of the overburden load test when the slit of the metal plate for the vibration is made to have a long diameter in the direction B of Fig. 3A. Fig. 4B is a graph showing the results of the overlay load test of the metal plate for seismic use of the comparative example. Fig. 5 is a cross-sectional view showing a portion of the building structure of the above embodiment from a continuous base to a base of a building. In the figure, in order to show the relative positional relationship between the respective members, the respective members which are actually shifted in the depth direction of the paper surface are also shown on the same cross section. Figure 6 is a cross-sectional view taken along line C-C of Figure 5. In the figure, in order to show the relative positional relationship between the respective knot members, the joint members which are actually offset in the depth direction of the paper surface are also displayed on the same cross section. Fig. 7 is a view for explaining the action and effect of the metal plate for vibration damping of the embodiment. Fig. 8 is a front view showing a modification of the metal plate for vibration isolation, showing a state in which the respective connector insertion holes on the first joint portion side are long in the B direction. Fig. 9A is a front view showing an example of a building structure in which the metal plate for vibration damping of the present embodiment is placed. Figure 9B is a D-D cross-sectional view of Figure 9A. Fig. 10A is a side view showing another example of a building structure in which the metal plate for vibration damping of the embodiment is disposed. Fig. 10B is a side view showing still another example of the 201200693 building structure in which the metal plate for vibration damping of the present embodiment is placed. Fig. 11 is a side view showing still another example of a building structure in which the metal plate for vibration damping of the present embodiment is placed. Fig. 12A is a perspective view showing a further example of a building structure in which the metal plate for vibration damping of the present embodiment is placed, and is a view showing a state in which the connection between the steel pipe columns is applied. Fig. 12B is a side view as seen from the direction E of Fig. 12A. Fig. 12C is a view showing still another example of the building structure in which the metal plate for vibration damping of the present embodiment is placed, and shows a perspective view of a state suitable for the beam joint. Fig. 13 is a side view showing still another example of the building structure in which the metal plate for vibration isolating of the present embodiment is disposed, and is a front view showing an example of the damper for earthquake resistance. Fig. 14A is a view showing a mounting form of the joint member on one end side of the shock damper, and is an enlarged view of a portion F of Fig. 13. Fig. 14B is a view showing a state in which the vibration metal plates are joined between the adjacent arms of the damper for damping, and is an enlarged view of a portion G of Fig. 13. Embodiment 3 Embodiments for Carrying Out the Invention Hereinafter, an embodiment of the present invention will be described in detail with reference to the drawings, and is coupled between a target member to perform relative displacement between the target members. Metal plate for shock absorption with energy absorption performance. The structure of the metal plate 1 for vibration isolation of this embodiment is shown in Fig. 1. The metal plate 1 for vibration is formed by forming a predetermined shape 10 201200693-shaped slit 65 (through hole) with respect to one metal plate 41 as a base, and distributing the joints 46 and W attached to the respective target members. This shock-absorbing metal plate is premised on joining a pair of target members. The target member of the present embodiment is one of the constituent elements of the building structure. However, the metal plate of the present embodiment can be applied to the joining of other uses. As shown in the side view of Fig. 2, the pair of j members 42 and the other target member 43 (4) are located on the side of the shock-absorbing metal plate i, and also have a side view as shown in Fig. 2B. As shown in the figure, the one object (four) and the other object member 43 are located on the both sides of the metal plate for vibration isolation. In either case, the object member 42 and the other object member are relatively displaced in the relative displacement direction A while being in the ground. The metal plate 1 for vibration is mounted on the surface of the object structure 42 which is relatively displaced along the relative displacement direction A and the surface of the other object member. Further, the metal for vibration damping exhibits energy absorption performance in response to relative displacement of the vibration between the two object members 42 and 43 in the relative displacement direction A. Use ^ to the description of Figure 1. The shock-absorbing member mounted on the pair of object members 42, 43 and the second joint portion 47 of the pair of the image member 42 joined to the first image member 42 and the second joint portion 47 of the image member 43 A state in which the relative shank/A is long and is approximately parallel to each other is assigned to the sheet metal record. An attenuation portion 48 (vibration absorbing portion) for increasing the strength after the depression is formed between each of the first joint portion 46 and the second joint portion 47. In the case where the plurality of circular holes are arranged in a row, the two rows are arranged at two positions which are approximately line-symmetric with respect to the two connecting portions 47. 201200693 That is, the first joining stocks _& the vertical intersecting directions are approximately perpendicular to each other. The ten opposing position A is approximately 2. The joining portion 47 is located at both ends of the first joining portion. Further, the first portion 46 passes through the attenuation portion 48 and corresponds to the center of the center. The first joints 48 are also assigned to the second joint portion. .卩47 is configured, so each attenuation unit. The position of the line symmetry is approximately the same as the center. The first joint portion 46 is for fixing the screw, the screw, the nail, and the like to the object. The snails and the drilled holes 46 are not limited to the area of the plume hole of the knot. When the first joint portion is mounted, the two-object member is pre-assigned, that is, a boring area such as a drill screw or a nail is used. 》 其 板 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四 四Therefore, the formation of the first insertion hole and the attachment of the joint are formed by the passage of the knot. The region 'can be the joint'. The ith joint portion 46 is connected to the target member 42 by the joint member. At the same time, the wire member can be inserted (four) through I regardless of the emotional force. The joint portion 46 is moved longitudinally along the relative displacement direction (in other words, the band is formed along the relative displacement direction A). In fact, the object member 42 to be mounted in the direction of displacement is not only pre-assigned to the band shape; the band-shaped extension direction of the joint portion milk is aligned with the object member 42, 43 relative change (four) ^, and the metal plate 1 for vibration is applied to the target member 42. 12 201200693 The 2nd δ portion 47 is a region for joining the target member 43 with a fastening member such as a bolt (a bolt, a borehole, a nail, or the like). The second joint portion 47 is along the above-mentioned Β The direction in which the long diameter is formed in the direction is formed through a plurality of the plurality of junction insertion holes 49 of the metal plate 41. Further, the second joint portion 47 is not limited to the shape of the long diameter connecting hole, and may be circular. The knot insertion hole 49 is formed. The second joint portion 47 is not limited to the specific structure of the knot (four) rail 49, but may be a predetermined flat area as a nail advancement member when the object member 43 is worn. Since the point is the same as that of the above-described i-th joint portion 46, the description thereof will be omitted here. In any case, the second joint portion 47 is formed in a state of being elongated toward the relative displacement direction A (in other words, along the relative displacement). In the eighth direction, the second joint portion 47 is embodied in the relative displacement direction A when the joint insertion holes 49 are spaced apart from each other by a predetermined interval in the relative displacement direction A. It is distributed into a strip shape. Each of the attenuation sections 4 of the two columns has a plurality of slits 6 respectively. The plurality of slits 6 5 are formed in a column shape at least along the relative displacement direction A at predetermined intervals. Further, the arrangement intervals of the slits 65 are not limited to regularity, and may be random. It is preferable to have a shape which is elongated in at least the direction B in any shape. In the first drawing, the case where the diamond-shaped slit 65 is formed is exemplified, and is not limited to this shape, and may be rectangular or other polygonal or even The irregular shape is formed. By providing such a slit 65 in the attenuation portion 48, at least the attenuation portion can be made to have a lower drop strength than the other portions. Incidentally, the two column slits 65 are located in the phase 13 201200693 = Γ: end The slits 65 are formed by slits 65a and 65b which are connected to each other and have a long diameter in the b direction. The configuration == is explained by the action of the metal plate 1. In the shock-absorbing metal plate 构成 composed of the above structure, a joint member (not shown) is attached, and the other five portions 46 are attached to the object member 42 and a joint member (not shown). In addition, the divisions (4) 42 and 43 are mutually vibrating along the opposite two/two in the relative displacement direction, such as the third round: ::_component - one L: direction. The first joint portion 46 of the image forming member 42 is also displaced as a square 2 = μ on the axis of the object 43: the square is in the first joint portion 46, and the small front portion of the stress _ is not Direction. In the formation position of the trait 65, from the second process, the gap force is transmitted, and the tensile stress is transmitted to the adjacent compression position. Therefore, the shape of the gap 65 which can be divided into four (4) _^- The final compressive force is _65a=this is the force transmitted along the first joint portion 46 to the direction B, and the direction should be suppressed from the direction of each end of the two rows of the joint portion 46. Since the stress ❼ lower end portion 52 is approximately _== in the opposite direction, it is just opposite to each other in the B direction: in the upper end portion 51, the same stress is %, so they can eliminate each other. 14 201200693 That is, when the target members 42 and 43 are relatively displaced in the relative displacement direction A, even if the stress σΕ and the stress σΡ ' according to the relative displacement are transmitted, The equal stress ~ and stress ~ are offset in the metal plate 1 for damping. In addition, when capturing in an instant, the object member 42 is moved to In the direction of the third figure, the movement of the fj·image member 43 is shifted to the direction of the al direction. The direction of the arrow of each of the above-mentioned forces is only opposite to the direction shown in the third diagram, and the force can still be used for the earthquake. In the metal plate 1, the second joint portion 47 of the metal plate i for earthquake isolation is displaced by the target member 43 and the load stress is %. As a result, as shown in Fig. 3A, the joint is 扪(4) The shear stress is generated between the stress σ 负 and the stress % of the load of the second joint portion 47. Further, the agricultural stress reduction portion 48 which is the joint between the first joint portion 46 and the second joint portion 47 is generated. The load is based on the bending moment of the shear deformation. When the moment is greater than the predetermined value, each of the attenuation portions 48 is bent and lowered. Further, in each of the attenuation portions 48', the slit 65 has a shape elongated along the β direction. It is possible to set such that each of the attenuation portions 48 is curved in the relative displacement direction in accordance with the relative displacement between the target members 42 and 43. As a result, in the towel of the present embodiment, a specific effect can be found. " The third figure shows the case where the displacement force σΗ of the target member 43 is borrowed by the first joint portion 46 as the fixed end. Further, Fig. 3C shows a case where the i-th joint portion 邾 is a fixed end and the displacement stress and % of the target member 43 are displaced. The second joint portion is deformed upward in the figure in the third drawing, and deformed in the lower direction in the figure in Fig. 3C. In other words, the position of the second joint portion 47 is relatively displaced with respect to the first passage portion 46, and the slits 65, 65a, and 65b are also deformed in this manner, and the shape is deformed in the up and down direction. When the second joint portion 47 is repeatedly displaced in the vertical direction 15 201200693, the respective attenuation portions 48 are bent and lowered, and the metal plate 1 for vibration is plasticized, whereby energy absorption can be performed. At this time, in both the upper end portion 51 and the lower end portion 52, the stress σ Ρ and the stress 〇 h can be offset by the above mechanism. 4A is a view showing a result of a load-carrying test using the shock-absorbing metal plate 1 of the present embodiment in which the slits 65 are elongated along the B direction of the third A-picture, and FIG. 4B is prepared as a comparative example. The result of the overburden test of the steel plate. Incidentally, the steel plate ' in this comparative example is the same material as the metal plate 1 for vibration isolating, but the slit 65 is not provided, and a rib is provided on the lower end edge of the steel plate without bending and falling. As is apparent from Fig. 4A, in the metal plate for vibration damping of the present embodiment, a large-area hysteresis loop can be drawn while suppressing an increase in strength, and high-path attenuation can be obtained. In contrast, in the comparative example of Fig. 4B, it is understood that the strength is increased. As described above, in the metal plate 1 for vibration-damping of the present embodiment, the deformation portion 48 can be plastically deformed by the early bending and the lowering of the damping portion 48, and the deformation energy absorbing performance which is stable against the increase in strength can be exhibited. In addition, the metal structure for the vibration-damping metal plate 1 exhibits energy absorption performance in accordance with the relative displacement between the target members 42 and 43, and the building structure in which the metal plate 1 for vibration-damping is disposed can exhibit the vibration-damping function. In addition, in the present embodiment, the metal 41 constituting the metal plate for seismic use may be subjected to precipitation hardening processing or metamorphosis-induced plastic working to a ratio of the strength of the volt to the maximum strength, and the ratio of the undulation strength is 4/ In the case of a steel sheet of 5 or more, the gap can be formed without any gap 65', and the bending deformation-deformation region is enlarged in each of the attenuation portions 48, and the above effects can be exhibited. Further, only the knot insertion hole of the second joint portion 47 is a long hole. The plastic 16 201200693 is limited to this configuration, and only the connector insertion hole of the first joint portion 46 or the recording insertion hole of both the first joint portion 46 and the second joint portion 47 may be approximately vertical along the foregoing. A long hole that intersects in the direction B. At this time, when the object members 42 and 43 are relatively moved in the approximately perpendicular intersecting direction, unnecessary stress is not generated for each of the attenuating portions 48 of the vibration absorbing portion. First Embodiment FIG. 5 is a view showing a first embodiment of the present invention, and shows an example of a building structure 5 in which the above-described seismic metal plate 1 is disposed. More specifically, the longitudinal section structure of the continuous base 81 of the building structure 5 to the base 82 of the building structure 5 is shown enlarged. Further, Fig. 6 shows a cross-sectional view taken along line C-C of Fig. 5. Further, Fig. 7 shows a specific form of the metal plate for earthquake isolation when it is disposed on the building structure 5. The building structure 5 of the first embodiment has a continuous base 81 and a base 82 disposed on the continuous base 81. Further, a horizontal frame 83 extending in the horizontal direction and a vertical frame 84 extending in the vertical direction are attached to the base 82. Further, a gap of a predetermined size is formed between the continuous base 81 and the base 82 as the vent 86. In the present embodiment, the damper % is provided with the above-described metal plate 1 for vibration absorbing. As shown in Fig. 5 and Fig. 6, each of the second joint portions 46 of the metal plate for vibration is fixed to the continuous base 81 by a nail 87 (construction) for concrete. Further, the second joint portion 47 is fixed to the base 82 by a screw 88 (junction). Then, as shown in FIG. 7, the second joint portion 47 is screwed to the lower surface of the base 82 by the screw 88 of the screw hole 49 (the fitting insertion hole) having the long diameter of the insert W in the vertical direction. The base 82 is fixed. In the first embodiment, the target member 42 is joined to the first joint portion 46 as the continuous base member 81, and the target member 43 to be joined to the second joint portion 47 is the base 82. As shown in Fig. 7, when the building structure 5 vibrates in the relative displacement direction A, the seismogenic effect as described above can be exerted. In other words, when the load due to a small or medium earthquake or wind is applied to the building structure 5, the metal plate 1 for vibration-damping can function as a highly rigid joint metal tool. As a result, the resistance can be exerted within the range of the elastic deformation domain without plastically deforming the metal plate 1 for vibration isolating. Further, when a large earthquake occurs, as described above, the damping portion 48 (vibration absorbing portion) is subjected to a covering load of tensile stress and compressive stress, and is plasticized to exhibit a damping effect. On the other hand, when vibrating in the approximately perpendicular intersecting direction B, the metal plate 1 for vibration-damping does not exhibit the above-described damping effect. The reason is that not only the screw 88 is inserted through the screw hole (long hole) 49 having a long diameter in the substantially perpendicular intersecting direction B, but also screwed to the soil table 82, the screw 88 is vibrated by the approximately perpendicular intersecting direction B, only The screw hole 48 reciprocates along the long diameter direction thereof, and does not exhibit a special deformation suppressing function. Thereby, when the vibration in the approximately perpendicular intersecting direction B is generated, the base 82 is also vibrated together in the approximately vertical direction B on the metal plate 1 for vibration isolating. Further, as shown in the modification of Fig. 8, the long-diameter screw holes 81 may be bored in the substantially perpendicular intersecting direction B on the respective first joining portions 46 side, and on the second joining portion side 47 side. Then, a general circular screw hole 92 is bored. According to this configuration, the same effects as the above structure can be obtained. Further, although the illustration is omitted, the screw holes of the first joint portions 46 and the screw holes 18 201200693 of the second joint portion 47 may be screw holes having a long diameter in the substantially perpendicular intersecting direction B. At this time, the same effects as the above structure can be obtained. Further, in the first embodiment, the metal plate for shock absorbing can also be used as a spacer for the vent 86. (Second Embodiment) Figs. 9A and 9B are views showing a second embodiment of the present invention, showing an example in which a building structure 4 to which the earthquake-damping metal plate 101 of the present invention is applied is disposed. More specifically, the vertical cross-sectional structure from the floor 2 to the upper floor 3 below the building structure 4 is enlarged. Here, the building structure 4 is provided on the lower floor 2 side with a floor horizontal frame 11 extending in the horizontal direction and a floor vertical frame 12 extending in the vertical direction. Further, the lower floor horizontal frame 11 and the lower floor vertical frame 12 are joined to each other by a floor joist or the like. Further, the floor joist 14 of the upper floor 3 is joined to the upper floor horizontal frame 11, and further, the floor panel 15 of the upper floor 3 is attached to the upper surface of the floor joist 14. Furthermore, in this building structure 4, on the upper floor 3 side, it is equipped with a horizontal horizontal frame 16 extending in the horizontal direction and a vertical vertical frame 17 in the vertical direction. The upper floor horizontal frame 16 and the upper floor vertical frame π are joined to each other. The seismic metal plate 101 to which the present invention is applied is used for the building structure 4 having the above structure. In the vibration-damping metal plate 101, a second joint portion 147 for joining to the upper floor vertical frame 17 and the lower floor vertical frame 12 is disposed above the center position of the metal plate 141p in the relative displacement direction A. The structure of the metal plate 1 1 for vibration damping according to the second embodiment will be described. The vibration-damping metal plate 101 is used to join the first vibration-damping member 101A between the upper floor vertical frame 17 and the floor bracket 19 201200693, and the second between the floor joist 14 and the lower floor vertical frame 12 The vibration-damping member 101B is connected to a single steel plate having an integral structure at the joint portion 10a. Further, reference numeral 176 shows a pair of reinforcing members. The first vibration-damping member 101A joins the upper floor vertical frame 17 and the floor joist 14 to exert energy absorption performance in accordance with the relative displacement along the vertical direction between the upper floor vertical frame 17 and the floor joist 14 . . Further, the second shock absorbing member 101A includes a second joint portion 147 joined to the upper floor vertical frame 17, a second joint portion 146 joined to the floor joist 14, and a second joint portion 146 and a second joint portion 147. Attenuating portion 148 (vibration absorbing portion) of a plurality of slits 165 is formed on the path of the tensile force and the compressive force. Each of the second joint portion 146 and the second joint portion 147 has a strip shape that is approximately parallel to the aforementioned relative displacement direction a. A pair of attenuating portions 14 8 adjacent to the second joining portion 14 7 are disposed adjacent to each other. Further, there is provided a pair of extension portions 丨5 extending from the outer sides of the attenuation portions 148 in the relative displacement direction A (the second alignment joint portion 46 is further connected to the scale extension portion 15) The end portion is provided along the state of the relative displacement direction. Further, the second transmission path of the second embodiment is the second connection. 卩147, each attenuation unit 148, each extension unit 150, and the first The second joining portion 147 is formed by inserting a plurality of the connecting portions of the through holes (the bolts, the drilling screws, the screws, the nails, and the like) by the second joining portion 147. It is fixed to the upper floor vertical frame 17 and joined to the upper floor vertical frame 17. Further, the first joint portion 146 is formed by inserting a plurality of knot insertion holes 141H through the second joint portion 146 (bolt) A fastening member such as a drilled screw, a screw, a nail, or the like is fixed to the floor joist 14 and joined to the floor joist 14. 20 201200693 The second vibration-damping member 101B joins the floor joist 14 and the lower floor vertical frame 12 To play a relative change along the vertical direction between the floor joists 14 and the lower floor vertical frames 12 In the following, the same components as those of the first vibration-damping member 101A will be described with the same reference numerals. The second vibration-damping member 101B has a second joint joined to the lower floor vertical frame 12. The portion 147 is joined to the first joint portion 146 of the floor joist 14 and the conveyance path of the tensile force and the compressive force provided between the first joint portion 146 and the second joint portion 147, and a plurality of slits 165 are formed. The attenuating portion 148 (vibration absorbing portion). The second engaging portion 147 is formed by inserting a plurality of knot insertion holes (such as bolts, screws, nails, etc.) inserted into the second joint portion 147. The solid member) is fixed to the lower floor vertical frame 12 and joined to the lower floor vertical frame 12. Since the structure other than the above-described second vibration-damping member 101B is the same as that of the above-described seismic element 101A, the description thereof will be omitted. In the second embodiment, the object member 43 is the upper floor vertical frame 17 and the floor vertical frame 12, and the corresponding matching member 42 is the floor as shown in Fig. 9A. Show 'in the building structure 4 along the relative displacement direction A can be paid and the month _』 The same effects as a metal plate made of shock. That is, 'Please call because of small earthquake or wind load on the building secretions 4
馮尚剛性接会金屬器具之 金屬板101塑性變形下，在該 揮。又’當大地震發生時， 動吸收部）承受拉伸應力及壓 21 201200693 縮應力之覆變貞載’而使其塑性化，可發揮衰減效果。 於第10A圖顯示本第2實施例之變形例。此外，在以下 之說明中，以與在第9A圖所說明之結構之不同點為中心來 說明’其他與第9A®之結構相同，而省略重複之說明。 在本變形例之第1制震構件101A中，前述第2接合部147 不配置於各衰減部148間，而是配置於各《部148之兩外 側。即’不於各衰減部148形成結件插通孔而是於各衰減 部148之兩外側以沿著前述相對變位A形成帶狀之狀態形成 有複數個結件插通孔⑽。錢，藉將插通料結件插通孔 140之前述各結件對上樓層龍17安裝而對此上樓層縱框 17接合有第1制震構件101A。 又，本變形例之第2制震構件101B亦具有與本變形例之 第1制震構件101A同樣之結構。 以上說明之本變形例之前述傳達路徑形成連結各第2 接&邛各衰減部148及第1接合部146之路徑，而可獲得與 上述第2實施例同樣之作用效果。而且於為前述對象構件们 之地板托樑14沿著相對變位方向變位時，可將依據此變位 之應力對各衰減部148間之區域147&直接傳達。 此外，如第10B圖所示，為通過第丨振震構件1〇】八之各 衰減部148間之區域147a與第2制震構件1〇汨之各衰減部 148間之區域147兩者’亦可更包含有由凸條等棒鋼構成之 補強構件175來補強。藉此，中小規格之地震發生時或承受 風之負荷時，可使制震用金屬板1〇1發揮作為高剛性接合金 屬器具之功能。結果，可在不使制震用金屬板1Q1塑性變形 22 201200693 下，在該彈性變形域之範圍内使阻力提高。又，當大地震 發生時’如上述’對拉伸應力及壓縮應力之覆變負載，使 各衰減部塑性化，藉此，可發揮耐震效果。 第3實施例 第11圖顯示配設有適用本發明之制震用金屬板1之 建築構造物7之例，更詳細言之，將建築構造物7之基座之 樑201附近放大來顯示。 於此建築構造物7之基座側設有於水平方向延伸之標 201及橫框202，該等樑201及橫框202相互接合。又，更包 含有從橫框202上朝上樓層於鉛直方向延伸之縱框2〇3。 又，樑201及縱框203透過制震用金屬板301相互接合。 就本第3實施例之制震用金屬板3〇1之構造作說明。此 制震用金屬板301將樑201及縱框203間予以接合，以發揮按 照沿者§玄專襟201及縱框203間之船直方向之相對變位的能 量吸收性能。又，此制震用金屬板301具有接合於樑201之 第2接合部347、接合於縱框203之第1接合部346、設於第1 接合部346與第2接合部347間之拉伸力及壓縮力之傳達路 徑上，且形成有複數個縫隙365之2列衰減部348(振動吸收 部）。第1接合部346及第2接合部347分別呈與前述相對變位 方向A約略平行之帶狀。 衰減部348鄰接於第2接合部347之兩側而設有一對。 又’更設有從該等衰減部348之兩外側沿著相對變位方向a 延伸之一對延長部350。再者，接續於該等延長部350之各 端部且沿著相對變位方向A設有第1接合部346。此外，前述 23 201200693 傳達路徑形成連結第2接合部347、各衰減部348、各延長部 350及第1接合部346之路徑。 第2接合部347藉將插通於此第2接合部347形成複數個 之結件插通孔之結件（螺栓、鑽孔螺絲、螺絲、釘子等固緊 構件）固定於樑201，而對樑2〇1接合。另一方面，第丨接合 部346藉將插通於此第丨接合部346形成複數個之結件插通 孔311之前述結件固定於縱框2〇3，而對縱樞2〇3接合。 此外，在本第3實施例中，對制震用金屬板3〇1之前述 對象構件42相當於縱框2〇3，另一方面，前述對象構件43相 當於基座之樑201。 如第11圖所示，在建築構造物7之制震用金屬板加之 配設處’在第1接合部州，當負荷來自縱框2〇3之朝向錯直 上方之拉伸負載時’對第1接合部346負荷應細。結果， 對形成有複數個縫隙365之各衰減部348之兩外側，負荷應 力❼。然後，在此應力與為第2接合部347負荷之應力％間， 產生剪應力，依據剪變形之f矩對各衰減部348負荷。又， 當此弯矩大於預定值時，制震用金屬板便彎曲降伏。 第4實施例 第12A圖及第12B圖顯示配設有適用本發明之制震用 金屬板401之鋼讀⑽之例^此鋼管柱係藉將截面四角形 且具預定板厚之-對鋼管片制震用金屬板彻相互 連結而構成。即’藉對各鋼管丨⑽之蝴面分別各設1片制 震用金屬板40卜而接合各鋼管101P之端部間。 就本第4貫知例之制震用金屬板4〇1之構造作說明。此 24 201200693 制震用金屬板401係對一鋼管101P安裝之第1制震構件401A 及對另一鋼管101P安裝之第2制震構件401B連成一體之一 片鋼板。此外，標號476表示一對帶狀補強構件（凸條等棒 鋼）。 第1制震構件401A具有對前述一鋼管101P接合之第1接 合部447、配置於此第1接合部447之兩側，且形成有複數個 縫隙465之一對衰減部448(振動吸收部）及從該等衰減部448 之兩外側沿著相對變位方向A延伸之延長部450。 第2制震構件401B具有對前述另一鋼管101P接合之第2 接合部447a、配置於此第2接合部447a之兩側，且形成有複 數個縫隙465a之一對衰減部448a(振動吸收部）及從該等衰 減部448a之兩外側沿著相對變位方向a延伸之延長部45〇a。 又，該等第1制震構件401A及第2制震構件401B藉各延 長部450相抵，而構成一片鋼板。此外，本第4實施例之前 述傳達路徑形成連結第丨接合部447、各衰減部448、各延長 部450、各延長部45〇a、各衰減部448&及第2接合部44%之 路仫此外，第1接合部447及第2接合部447a分別呈與前述 相對變位方向A約略平行之帶狀。 第1接合部料7藉將插通於此第丨接合部447形成複數個 之、，。件插通孔487之結件（螺栓、鑽孔螺絲、螺絲等固緊構 件）固定於月述-鋼f1Glp，而可對前述—鋼管⑻p接合。 又第2接合部447a藉將插通於此第2接合部A·形成 複數個之結件插通孔咖之結件固定於前述另一鋼管 1〇1P，而可對前述丨―鋼管1G1P接合。 25 201200693 、，，。果，如第12A圖及第细 對變位方向動# ’、各鋼管101P沿著相 万白A振動時，可發揮制震效果。 即，於因中小地震或風 時，可使则制金屬板崎揮作\=^柱·負荷 具之功能。結果，可”生接-金屬益 在該彈性變形域之範㈣1雛變形下， 時，如上Γ: 力發揮。又，當大地震發生 岸力之ft 減部448、448球受拉伸應力及壓縮 應力^覆變負載，而使其塑性化，可發揮衰減效果。 用第4f侧巾，由於於鋼f聊各面分職有制震 屬板401，故對於鋼管卿產生之所有方向之振動，此 制震用金屬板4G1達到域彳㈣絲，而有助於振動能量之 抑制it #可不於鋼管1011>之4側面全部設制震用金屬板 4〇卜而僅安裝於-部份之側面。又，在本第4實施例中， 舉了各延長部450以補強部476補強之情形為<列，亦可省略 δ玄荨補強構件4 76。 第5實施例 第12 C圖係顯不將2片在上述第4實施例所說明之制震 用金屬板401用於一對樑561間之接合之例。樑561為截面四 角形或11形，且具預疋板厚，連結相互鄰接之一對標5 61間。 各制震用金屬板401係藉該等第1接合部447對一樑561 以結件（螺栓、鑽孔螺絲、螺絲等固緊構件）固定，並且該等 第2接合部447a對另一樑561以結件固定’而連結一對樑56丄 間。 結果，如第12C圖所示，樑561沿著相對變位方向A振 26 201200693 動時’可發揮與上述第4實施例同樣之制震效果。 在本第5實施例，於樑561之上下面分別設制震用金屬 板4〇ι。結果，對對於樑561產生之上下彎曲方向之振動， 此制震用金屬板4〇1達到上述作用效果，有助於振動能量之 抑制。惟，不限於樑561之上下面兩者皆設制震用金屬板4〇1 之"σ構，亦可僅安裝於一面。又，在本第5實施例中，舉了 各延長部450以補強構件476補強之情形為例，亦可省略該 等補強構件476。 第6實施例 第13圖〜第14Β圖係顯示使用了使用第11圖所說明之第 3實施例之制震用金屬板301的制震用阻尼器610。 此制震用阻尼器610係對以一對鋼管柱622及一對樑材 623構成之四角形區域，配設成沿著其對角線上之X字形 者°於各鋼管柱622與各樑材623間之各交叉部各設有接合 構件625。該等接合構件625分別以焊接或螺栓接合等，穩 固地固定。 制震用阻尼器610之一端安裝於各接合構件625之任一 個’又’另一端安裝於另一制震用阻尼器61〇之撐臂631。 第14Α圖顯示對制震用阻尼器610之一端側之接合構件625 的安裝。第14Β圖顯示相互鄰接之撐臂631間之制震用金屬 板301之接合》 制震用阻尼器610以撐臂63]及制震用金屬板301構 成。即，此制震用阻尼器610以撐臂631及連接於其兩端之 制震用金屬板3 01構成1單位。在第14 Α圖所示之形態中，制 27 201200693 震用金屬板301之第1接合部346安裝於接合構件625，又， 第2接合部347安裝於撐臂63卜又，於振動沿著相對變位方 向A產生時，可依據上述機構，實現振動能量吸收。 另一方面，在各撐臂631間之接合處，如第14B圖所示， 制震用金屬板301之第2接合部347對一撐臂631接合，制震 用金屬板301之第1接合部346對另一撐臂631接合。又，於 振動沿著相對變位方向A產生時，可依據上述機構，實現振 動能量吸收。 產業之可利用性 根據本發明，可提供特別可配設於非常狹小之間隙， 而且可應用於建築構造物各處之制震用金屬板以及使用此 制震用金屬板之建築構造物。 C圖式簡單說明3 第1圖係顯示本發明制震用金屬板一實施形態之平面 圖。 第2A圖係顯示制震用金屬板之安裝之一例的側面圖。 第2B圖係顯示制震用金屬板之安裝之另一例的側面 圖。 第3A圖係用以說明制震用金屬板之動作之正面圖。 第3B圖係用以說明制震用金屬板之動作之正面圖。 第3C圖係用以說明制震用金屬板之動作之正面圖。 第4A圖係顯示使制震用金屬板之縫隙朝第3A圖之B方 向長徑化時的覆變負載實驗之結果之圖表。 第4B圖係顯示比較例之制震用金屬板之覆變負載實驗 28 201200693 的結果之圖表。 第5圖係上述實施形態之建築構造物之從連續基腳至 建築物之基座的部份之截面圖。在本圖，為顯示各結件間 之相對位置關係，實際上於紙面縱深方向錯開之各結件亦 顯示於同一截面上。 第6圖係第5圖之C-C截面圖。在本圖中，為顯示各結件 間之相對位置關係，實際上於紙面縱深方向錯之各結件亦 顯示於同一截面上。 第7圖係用以說明本實施形態之制震用金屬板之作用 效果的圖。 第8圖係顯示制震用金屬板之變形例之圖，係顯示令第 1接合部側之各結件插通孔於B方向長之情形的正面圖。 第9A圖係顯示配設有本實施形態之制震用金屬板之建 築構造物一例的正面圖。 第9B圖係第9A圖之D-D截面圖。 第10A圖係顯示配設有本實施形態之制震用金屬板之 建築構造物另一例的側面圖。 第10 B圖係顯示配設有本實施形態之制震用金屬板之 建築構造物又一例的側面圖。 第11圖係顯示配設有本實施形態之制震用金屬板之建 築構造物又一例的側面圖。 第12A圖係顯示配設有本實施形態之制震用金屬板之 建築構造物又一例之圖，係顯示適用於鋼管柱間之連結之 狀態的立體圖。 29 201200693 第12B圖係從第12A圖之E方向觀看之側面圖。 第12C圖係顯示配設有本實施形態之制震用金屬板之 建築構造物又一例的圖，係顯示適用於樑接頭之狀態的立 體圖。 第13圖係顯示配設有本實施形態之制震用金屬板之建 築構造物又一例的側面圖，係顯示耐震用阻尼器一例之正 面圖。 第14A圖係顯示在制震用阻尼器之一端側之接合構件 的安裝形態之圖，係第13圖之F部之放大圖。 第14B圖係顯示在制震用阻尼器之鄰接之撐臂間的制 震用金屬板接合形態之圖，係第13圖之G部之放大圖。 【主要元件符號說明】 1，101,301,401.··制震用金屬板 46,146,346,447.··第 1 接合部 2...下樓層 46h...第1貫穿孔 3...上樓層 47,147,347,447a...第 2 接合部 4，5，7...建築構造物 48,148,348,468,448a...衰減部 11...下樓層橫框 49.··螺孔(結件插通孔） 12...下樓層縱框 65,65a,65b,165,365,465,465a... 14...地板托樑 縫隙 15...地板板材 81...連續基腳 16...上樓層橫框 82...基座 17...上樓層縱框 83...橫框 41...金屬板 84...縱框 42,43...對象構件 86...通氣口 30 201200693 87.. .混凝土用釘 88.. .螺絲 91.. .長徑螺孔 92.. .圓形螺孔 100.. .鋼管柱 IOIA, 401A...第1制震構件 IOIB, 401B...第2制震構件 101a...連結部 101P...鋼管 140,141 H,311,312,487...結件插 通孔 147a. ·.區域 150,350,450,450a.··延長部 175.176.476.. .補強構件 201,561.··樑 202.. .橫框 203.. .縱框 610.. .制震用阻尼器 622.. .鋼管柱 623.. .樑材 625.. .接合構件 631.. .撐臂 A. ..相對變位方向 B. ..約略垂直相交方向 σΕ ’ cjf ’ ’ σΗ ’ σχ ’ Gq.··應力 31Feng Shang rigidly meets the metal plate of the metal plate 101 under plastic deformation. In addition, when a large earthquake occurs, the dynamic absorbing portion is subjected to tensile stress and pressure, and the plasticity of the stress is reduced. A modification of the second embodiment is shown in Fig. 10A. In the following description, the differences from the configuration described in FIG. 9A will be mainly described. The other configurations are the same as those of the ninth embodiment, and the description thereof will not be repeated. In the first vibration-damping member 101A of the present modification, the second joint portion 147 is not disposed between the respective attenuation portions 148, but is disposed on both outer sides of the respective portions 148. In other words, a plurality of junction insertion holes (10) are formed in a state in which strips are formed along the relative displacement A on both outer sides of the respective attenuation portions 148 without forming the junction insertion holes. The money is attached to the upper floor dragon 17 by the above-described respective knots of the insert-through-piece insertion hole 140, and the first shock-absorbing member 101A is joined to the upper floor vertical frame 17. Further, the second vibration-damping member 101B of the present modification also has the same configuration as the first vibration-damping member 101A of the present modification. The above-described transmission path of the present modification described above forms a path connecting the second and the respective attenuation portions 148 and the first bonding portion 146, and the same operational effects as those of the second embodiment described above can be obtained. Further, when the floor joists 14 of the object members are displaced in the relative displacement direction, the stress according to the displacement can be directly transmitted to the region 147 & between the respective attenuation portions 148. Further, as shown in Fig. 10B, both the region 147a between the respective attenuation portions 148 of the second shock-absorbing member 1 and the region 147 between the respective attenuation portions 148 of the second vibration-damping member 1'' It may further include a reinforcing member 175 made of a steel bar such as a ridge to reinforce. As a result, the earthquake-damping metal plate 1〇1 can function as a highly rigid joint metal fitting when a small-sized earthquake occurs or when it is subjected to wind loads. As a result, the resistance can be improved within the range of the elastic deformation domain without plastically deforming the metal plate 1Q1 for vibration isolating 22 201200693. Further, when a large earthquake occurs, the above-mentioned 'wrapping stress on the tensile stress and the compressive stress' causes the respective attenuation portions to be plasticized, whereby the earthquake resistance effect can be exhibited. (THIRD EMBODIMENT) Fig. 11 is a view showing an example in which a building structure 7 to which the earthquake-damping metal sheet 1 of the present invention is applied is provided. More specifically, the vicinity of the base 201 of the building structure 7 is enlarged and displayed. The base side of the building structure 7 is provided with a standard 201 and a horizontal frame 202 extending in the horizontal direction, and the beams 201 and the horizontal frames 202 are joined to each other. Further, a vertical frame 2〇3 extending in the vertical direction from the horizontal frame 202 toward the upper floor is further included. Further, the beam 201 and the vertical frame 203 are joined to each other through the metal plate for shock absorbing. The structure of the metal plate for vibration isolation 3〇1 of the third embodiment will be described. The shock-absorbing metal plate 301 joins the beam 201 and the vertical frame 203 to exhibit energy absorption performance in accordance with the relative displacement of the ship between the § 玄 襟 201 and the vertical frame 203. Further, the vibration-damping metal plate 301 has the second joint portion 347 joined to the beam 201, the first joint portion 346 joined to the vertical frame 203, and the stretch between the first joint portion 346 and the second joint portion 347. In the transmission path of the force and the compressive force, two rows of attenuation portions 348 (vibration absorption portions) of a plurality of slits 365 are formed. Each of the first joint portion 346 and the second joint portion 347 has a strip shape that is approximately parallel to the relative displacement direction A. The attenuation portion 348 is provided adjacent to both sides of the second joint portion 347 and provided with a pair. Further, a pair of extension portions 350 extending from the outer sides of the attenuation portions 348 in the relative displacement direction a is further provided. Further, the first joint portion 346 is provided along each end portion of the extension portion 350 and along the relative displacement direction A. Further, the above-described 23 201200693 transmission path forms a path connecting the second joint portion 347, the respective attenuation portions 348, the extension portions 350, and the first joint portion 346. The second joint portion 347 is fixed to the beam 201 by a joint member (a bolt, a drill screw, a screw, a nail, or the like) that is inserted into the second joint portion 347 to form a plurality of knot insertion holes. The beam 2〇1 is joined. On the other hand, the first joint portion 346 is fixed to the vertical frame 2〇3 by the plurality of knot insertion holes 311 formed by the second joint portion 346, and is joined to the longitudinal joint 2〇3. . Further, in the third embodiment, the object member 42 for the earthquake-damping metal plate 3〇1 corresponds to the vertical frame 2〇3, and the target member 43 corresponds to the beam 201 of the base. As shown in Fig. 11, in the installation of the metal plate for the earthquake-prevention of the building structure 7 in the first joint state, when the load comes from the tensile load of the vertical frame 2〇3 in the wrong direction, the pair The load of the first joint portion 346 should be fine. As a result, the load stress is applied to both outer sides of the respective attenuation portions 348 in which the plurality of slits 365 are formed. Then, between this stress and the stress % which is the load of the second joint portion 347, shear stress is generated, and the respective attenuation portions 348 are loaded according to the f moment of the shear deformation. Moreover, when the bending moment is greater than a predetermined value, the metal plate for damping is bent and lowered. 4th Embodiment FIG. 12A and FIG. 12B show an example of a steel reading (10) provided with a metal plate 401 for vibration-damping according to the present invention. The steel pipe column is formed by a square-shaped cross-section and having a predetermined thickness. The metal plates for vibration isolation are connected to each other. In other words, each of the end faces of the respective steel pipes 101P is joined by a pair of damping metal plates 40 for each of the butterfly faces of the respective steel pipe rafts (10). The structure of the metal plate for vibration isolation 4〇1 of the fourth embodiment will be described. In the case of the vibration-damping metal plate 401, the first vibration-damping member 401A to which the one steel pipe 101P is attached and the second vibration-damping member 401B to be attached to the other steel pipe 101P are integrally formed as one piece of steel plate. Further, reference numeral 476 denotes a pair of belt-shaped reinforcing members (bars such as ribs). The first vibration-damping member 401A has a first joint portion 447 joined to the one steel pipe 101P, and is disposed on both sides of the first joint portion 447, and one of the plurality of slits 465 is formed to the attenuation portion 448 (vibration absorption portion). And an extension 450 extending from the outer side of the attenuation portion 448 along the relative displacement direction A. The second vibration-damping member 401B has a second joint portion 447a joined to the other steel pipe 101P, and is disposed on both sides of the second joint portion 447a, and is formed with one of a plurality of slits 465a to the attenuation portion 448a (vibration absorption portion) And an extension 45〇a extending from the outer side of the attenuation portion 448a in the relative displacement direction a. Further, the first damper member 401A and the second damper member 401B are offset by the respective extension portions 450 to constitute a single steel plate. Further, in the fourth embodiment, the communication path forms a way to connect the second joint portion 447, each of the attenuation portions 448, each of the extension portions 450, each of the extension portions 45A, and each of the attenuation portions 448& and the second joint portion. Further, each of the first joint portion 447 and the second joint portion 447a has a strip shape that is approximately parallel to the relative displacement direction A. The first joint portion 7 is formed by a plurality of insertions of the second joint portion 447. The fittings (bolts, drill screws, screws, and the like) of the fitting insertion holes 487 are fixed to the moon-steel f1Glp, and the above-mentioned steel pipe (8) p can be joined. Further, the second joint portion 447a is fixed to the other steel pipe 1〇1P by the joint member that is inserted into the second joint portion A and forms a plurality of joint insertion holes, and the first joint pipe 1G1P can be joined. . 25 201200693 ,,,. As a result, the vibration-damping effect can be exhibited when the steel pipe 101P vibrates along the phase A as shown in Fig. 12A and the second pair of displacement directions #'. That is, in the case of a small or medium earthquake or wind, the metal plate can be used as a function of the \=^ column and load. As a result, it can be "synthesis-metal" in the elastic deformation domain of the four (four) 1 chick deformation, when the above Γ: force play. Also, when the large earthquake occurs, the ft of the shore force 448, 448 balls are subjected to tensile stress and Compressive stress ^ covered load, and plasticized, can play a damping effect. With the 4th side towel, because the steel f chat each side of the division has a shock plate 401, so the vibration of all directions generated by the steel pipe The metal plate 4G1 for damping makes it reach the domain (four) wire, and contributes to the suppression of the vibration energy. It can be installed on the side surface of the steel pipe 1011> Further, in the fourth embodiment, the case where the reinforcing portion 476 is reinforced by the reinforcing portion 476 is referred to as a <column, and the δ 荨 荨 reinforcing member 476 may be omitted. The fifth embodiment is a 12th C-picture It is obvious that two pieces of the metal plate for impaction 401 described in the fourth embodiment are used for joining between the pair of beams 561. The beam 561 is a quadrangular or eleven-shaped cross section, and has a pre-twisted thickness and is connected to each other. One of the adjacent ones is a pair of 5 61. Each of the seismic metal plates 401 is tied to a beam 561 by the first joint portion 447 A member (a bolt, a drill screw, a fastening member such as a screw) is fixed, and the second joint portion 447a is fixed to the other beam 561 by a joint to connect the pair of beams 56. As a result, as shown in Fig. 12C In the fifth embodiment, the vibration metal is provided on the upper and lower sides of the beam 561. As a result, for the vibration of the upper and lower bending directions of the beam 561, the metal plate 4〇1 for vibration-damping achieves the above-mentioned effects, contributing to the suppression of the vibration energy. However, it is not limited to the upper and lower surfaces of the beam 561. Both of them are provided with the "sigma structure of the metal plate for vibration isolation, and may be attached to only one side. Further, in the fifth embodiment, the case where each of the extension portions 450 is reinforced by the reinforcing member 476 is taken as an example. The reinforcing member 476 may be omitted. The thirteenth to fourteenth drawings of the sixth embodiment show the damping damper 610 using the shock-absorbing metal plate 301 of the third embodiment described in the eleventh embodiment. The shock damper 610 is formed by a pair of steel pipe columns 622 and a pair of beam materials 623 The quadrangular region is disposed along an X-shaped line on the diagonal thereof. Each of the intersections between the steel pipe columns 622 and the respective beam members 623 is provided with a joint member 625. The joint members 625 are respectively welded or bolted. One end of the shock damper 610 is attached to either one of the joint members 625 and the other end is attached to the support arm 631 of the other shock damper 61. The 14th drawing shows the alignment Mounting of the joint member 625 on one end side of the seismic damper 610. Fig. 14 is a view showing the joint of the shock-absorbing metal plate 301 between the adjacent arms 631. The shock damper 610 for the shock absorbing 610 is used for the support arm 63] and the shock-proofing It is composed of a metal plate 301. In other words, the shock damper 610 constitutes one unit with the support arm 631 and the shock-absorbing metal plate 301 connected to both ends thereof. In the form shown in Fig. 14 , the first joint portion 346 of the seismic plate 301 of the 201200693 is attached to the joint member 625, and the second joint portion 347 is attached to the support arm 63. When the relative displacement direction A is generated, vibration energy absorption can be achieved according to the above mechanism. On the other hand, at the joint between the arms 631, as shown in Fig. 14B, the second joint portion 347 of the earthquake-damping metal plate 301 is joined to the one arm 631, and the first joint of the earthquake-damping metal plate 301 is joined. The portion 346 is joined to the other arm 631. Further, when the vibration is generated in the relative displacement direction A, the vibration energy absorption can be realized in accordance with the above mechanism. INDUSTRIAL APPLICABILITY According to the present invention, it is possible to provide a metal plate for vibration-damping which can be applied to a very narrow gap, and which can be applied to various parts of a building structure, and a building structure using the metal plate for vibration-damping. BRIEF DESCRIPTION OF THE DRAWINGS Fig. 1 is a plan view showing an embodiment of a metal plate for shock absorbing according to the present invention. Fig. 2A is a side view showing an example of mounting of a metal plate for vibration isolation. Fig. 2B is a side view showing another example of mounting of the metal plate for vibration absorbing. Fig. 3A is a front view for explaining the action of the metal plate for vibration damping. Fig. 3B is a front view for explaining the action of the metal plate for vibration damping. Fig. 3C is a front view for explaining the operation of the metal plate for vibration damping. Fig. 4A is a graph showing the results of the overburden load test when the slit of the metal plate for the vibration is made to have a long diameter in the direction B of Fig. 3A. Fig. 4B is a graph showing the results of the overlay load test of the shock-absorbing metal plate of Comparative Example 28 201200693. Fig. 5 is a cross-sectional view showing a portion of the building structure of the above embodiment from a continuous base to a base of a building. In the figure, in order to show the relative positional relationship between the respective members, the respective members which are actually shifted in the depth direction of the paper surface are also shown on the same cross section. Figure 6 is a cross-sectional view taken along line C-C of Figure 5. In the figure, in order to show the relative positional relationship between the respective knot members, the joint members which are actually offset in the depth direction of the paper surface are also displayed on the same cross section. Fig. 7 is a view for explaining the action and effect of the metal plate for vibration damping of the embodiment. Fig. 8 is a front view showing a modification of the metal plate for vibration isolation, showing a state in which the respective connector insertion holes on the first joint portion side are long in the B direction. Fig. 9A is a front view showing an example of a building structure in which the metal plate for vibration damping of the present embodiment is placed. Figure 9B is a D-D cross-sectional view of Figure 9A. Fig. 10A is a side view showing another example of a building structure in which the metal plate for vibration damping of the embodiment is disposed. Fig. 10B is a side view showing still another example of the building structure in which the metal plate for vibration damping of the present embodiment is placed. Fig. 11 is a side view showing still another example of a building structure in which the metal plate for vibration damping of the present embodiment is placed. Fig. 12A is a perspective view showing another example of a building structure in which the metal plate for vibration damping of the present embodiment is placed, and shows a state in which the connection between the steel pipe columns is applied. 29 201200693 Figure 12B is a side view from the E direction of Figure 12A. Fig. 12C is a view showing still another example of the building structure in which the metal plate for vibration damping of the present embodiment is placed, and shows a perspective view of a state suitable for the beam joint. Fig. 13 is a side view showing still another example of the building structure in which the metal plate for vibration isolating of the present embodiment is disposed, and is a front view showing an example of the damper for earthquake resistance. Fig. 14A is a view showing a mounting form of the joint member on one end side of the shock damper, and is an enlarged view of a portion F of Fig. 13. Fig. 14B is a view showing a state in which the vibration metal plates are joined between the adjacent arms of the damper for damping, and is an enlarged view of a portion G of Fig. 13. [Description of main component symbols] 1,101,301,401.··Mechanical plates for earthquake isolation 46,146,346,447.·1st joint part 2...lower floor 46h...first through hole 3...upper floor 47,147,347,447a... 2nd joint part 4, 5, 7... Building structure 48, 148, 348, 468, 448a... Attenuation part 11... Lower floor horizontal frame 49. · Screw hole (connecting piece through hole) 12... Lower floor vertical Frames 65, 65a, 65b, 165, 365, 465, 465a... 14... Floor joists slits 15... Floor panels 81... Continuous footings 16... Upper floor transverse frames 82... Base 17: Upper floor vertical frame 83... Horizontal frame 41... Metal plate 84... Longitudinal frame 42, 43... Object member 86... Vent port 30 201200693 87.. Concrete nail 88.. Screw 91.. Long-diameter screw hole 92.. Round screw hole 100.. .Steel pipe column IOIA, 401A...1st vibration-damping member 10IB, 401B...Second-seismic member 101a...Linked Section 101P...Steel tube 140, 141 H, 311, 312, 487... knot insertion hole 147a. · Area 150, 350, 450, 450a. · Extension 175.176.476.. Reinforcement member 201, 561. · Beam 202.. Horizontal frame 203 .. . Longitudinal frame 610.. Damping damper 622.. Steel pipe column 623.. Beam material 625.. Joint member 631.. Support arm A .. relative displacement direction B. .. approximately perpendicular intersection direction σΕ ’ cjf ’ ’ σΗ ’ σχ ’ Gq.·· stress 31