201116687 六、發明說明： 【發明所屬技術領域3 發明領域 本發明係有關一種具有地下鋼骨構造之多層建築物等 之而ί震鋼骨構造。 本案係依據2009年3月12日於日本提申之特願 2009-058936號主張優先權，此處並援用其内容。 I：先前技術3 發明背景 習知’具有地下鋼骨構造之多層建築物係廣為人知（例 如參照專利文獻1)。 第11圖係顯示具有地下鋼骨構造115之框架構造 (Rahmen構造)的多層建築物1〇4。例如，於地震時水平力作 用於多層建築物104時，2樓以上之地上鋼骨構造可能沿水 平方向運動。因此’如第14圖所示，相較地上柱腳部1〇6， 非常小的彎曲彎矩Ml、M2作用在設於2樓以上之柱1〇1及梁 102。 第13圖係用以說明一般地下鋼骨構造115之模式圖。如 第13圖所示，地下鋼骨構造115包含設於地上之側柱1〇1&或 角柱10lb之外側地下SRC造或RC造的地下外周部壁1〇5、支 持地下1樓天花板112之外梁i〇2a、與1樓梁1〇2。外梁1〇2a 之一端部連結於地下外周部壁1〇5，外梁1〇2a之另一端部連 、.Ό於地上之侧柱1〇la或地上之角柱1〇lb的柱腳部。1樓梁 102連結地上之側柱101&之腳部間、地上之側柱ι〇ι&的腳部 201116687 與角柱祕的腳部間、或是地上之側柱101a的腳部與中柱 101c的腳部間。 如第14圖所示，於地震時等如箭頭所示之水平力作用 於建築物104時，受地盤G拘束之地下外周部壁1〇5會與地盤 G—起沿水平方向運動。因此，大的反剪彎曲彎矩M3作用 於連結有外梁102a之地上柱1的柱腳部與地下丨樓柱1〇^之 上部的接合部。 而且，地下鋼骨構造115係構築成使剛性變高，例如， 採用SRC造。 如前述，水平力作用於建築物1〇4時，大的反剪彎曲彎 矩M3會發生於地上柱1之柱腳部與地下丨樓柱1〇Η之上部 的接合部。為了對抗該彎曲彎矩M 3，考慮設計使地上柱丨〇丄 及地下1樓柱101d的塑性變形性能變大。具體而言，考慮利 用降伏比為80%以下的鋼材作為柱之材料，或是如第i2A 圖、第12B圖所示，設計以使矩形鋼管柱113之板厚較厚。 而且，建築構架，特別是柱與梁剛性接合之框架構架 的耐震設計，係以（1)於中小地震時使構架之彈性變形所 產生之耐震功能發揮、（2)於大地震時使構架之塑性變形 所產生之耐震功能發揮作為基本思想》詳言之，於（2)中， 期待構架之塑性變形所產生之能量吸收性能，且容許塑性 變形以發揮耐震功能。亦即，藉由塑性變形以使設計降伏 強度降低。 為了可承受大地震，必須吸收更大之能量。因此，一 般來說，使用降伏點YP與拉力強度TS之比YR( =YP/TS) 4 201116687 為0.80以下之低yr鋼材作為構成構架之構件，而提升塑性 變形性。又，推薦以構架之破壞模式作為適於能量吸收之 全體破壞模式。 例如，在非專利文獻1中，為了實現全體破壞模式，推 薦在各節點將柱梁強度比設定成1.5以上。所謂柱梁強度比 係將破壞機構作為判斷時之指標而被使用之數值，且係柱 之降伏強度除以梁之降伏強度的值。 破壞模式可大致分為某層全部的柱先行降伏且一層或 複數特定層破壞之部分破壞模式、與梁先行降伏且塑性鉸 分散於全層之全體破壞模式。 在某層全部的柱先行降伏之部分破壞模式中，即使發 生之塑性鉸的數目少也產生破壞。 另一方面，在梁先行降伏之全體破壞模式中，塑性鉸 生成於全層時發生破壞。因此，柱與梁使用相同塑性變形 性能的構件時，在全體破壞模式中，相較部分破壞模式構 架之能量吸收能力較高（例如，參照專利文獻2)。 又’柱梁強度比设計超過1 · 〇也是為人知悉（例如’參 照專利文獻3、4) » 於多層建築物之構造中，上層的梁與下層的梁及連結 該等梁之柱所圍的部分，設有使用低降伏點鋼之斜撐的技 術也為人知悉。該斜樓係連結上層的梁（或上層之柱梁交 叉的角落部）、與下層之柱梁交又的角落部。依據該技術， 由於斜撐較柱及梁先行降伏’因此可將柱與梁抑止在彈性 變形的範圍。又，設計構架以將斜撐未吸收之輸入到建築 201116687 物的地震能量’利用使梁構件較柱先塑性變形予以吸收的 方式亦為人知悉。 作為上述構架設計之一例，係使用拉力強度為200N/ mm2級〜300N/ mm2級（設計強度分別為80N/ mm2級〜 205N/mm2級）之鋼板於斜撐。而且，於梁構件或柱構件 使用拉力強度為400N/mm2級（400N〜590N/mm2級（設 計強度分別為325N/mm2級〜44〇N/mm2級））之鋼板。再 者，將梁之軸方向的上下翼板的一部份較其他部分斷面積 為小’或是於柱側之翼板與梁之接合部透過低降伏點之鋼 材接合》藉由設計如此之構架，可使提供易於塑性變形部 位之梁較柱先行降伏。其結果，可在彈性變形之範圍内使 用柱。 使用與梁構件用鋼板同拉力強度程度的鋼材於柱構 件。又，較大之鉛直方向的壓荷重作用於下層的柱。因此， 建築物越高，下層柱越需要使箱型斷面等之斷面積較大， 且其鋼材重量也變大。此時，有關熔接也被要求高度的熟 練與品質管理。 又，於多數之鋼骨造的建築物，係採用矩形鋼管柱與Η 型斷面梁構成之框架構架。前述矩形鋼管柱以熔接組立厚 板而製作的情況也很多。 如前述，作為在彈性範圍内使用柱時的柱材料相較塑 陡變形能，寧可要求設計強度與_性⑽脆性破壞）高 的鋼材❻疋’作為設計強度高的鋼材，在增力σ以碳為首 之硬化強化元素的量而增加拉力強度時，鋼材之熔接性會 201116687 劣化。藉此’炼接熱影響部的硬化及熔接裂紋的發生頻率 會提高。 ^ 又’為了防止硬化及裂紋進行柱之預熱而熔接時’會 增大施工成本而變得不經濟。使用不需預熱之—般鋼材（設 a十強度為235N/mm2〜325N/mm2級）時，構成矩形鋼管 枉之各側面板的板厚會變厚，熔接金屬需要變多，且矩形 鋼官柱之鋼重會變重。結果，建築物之重量也變重，成本 增加。 在鋼骨構造之建築物中，在彈性範圍使用柱，利用設 計以使梁較柱先行降伏，以於大地震等時防止柱之損傷， 而防止建築物之崩壞亦廣為人知（例如，參照專利文獻2〜 5)。 【習知技術文獻】 【專利文獻】 【專利文獻1】特開平11-336101號公報 【專利文獻2】特開2006-291698號公報 【專利文獻3】特開2006-45821號公報 【專利文獻4】特開2006-45820號公報 【專利文獻5】日本國特許第3888244號公報 【非專利文獻】 【非專利文獻1】冷成形矩形鋼管設計•施工手冊 (曰本建築中心發行） 【發明内容】 發明概要 7 201116687 【發明所欲解決的課題】 為了削減建設成本而使用高降伏點鋼於柱時，起因於 降伏比上升與伸長減少’柱易於早期破壞。因此，希望是 可防止柱之早期破壞的耐震鋼骨構造。 除了地上柱腳部及地下柱上部之外，利用確保柱梁強 度比在一定值以上，可使梁較柱先行降伏，而可將柱抑止 在彈性範圍内而防止柱之破壞。但是，一般來說，地上柱 腳部由於與地下結構部分剛性接合，因此一旦水平力作用 於建築物，將會產生反剪的彎矩!^3。因此，無法使連接於 地上柱腳部之外梁（1樓梁）先行降伏，且難以將地上柱腳 部抑止在彈性變形的範圍内。 如前述般，較大的反剪彎曲彎矩馗3作用於地上柱1〇1 與地下柱101d»因此，若可消除該反煎之變曲彎矩⑽，即 使使用高降伏比的鋼材（高拉力鋼）作為柱材料，也可在 彈性範圍⑽用柱。結果，可降低_面積。亦即，可降 低柱之鋼重，且可以更低價格構築建築物。 ，本發明係以提供-種可消除前述課題之耐震鋼骨構造 為目的。 【用以解決課題之手段】 本發明為了解決上述之課題而採用以下的手段。 ⑴本發明之第1態樣係-種支標具有地上柱之建築 物的地下鋼骨構造，包含地下壁、設於前述地下柱之柱腳 部之下方的地T柱、及連結前述_部與前述地下壁且降 伏點較前述柱腳部低之外梁。 8 201116687 (2) 在上述（1)記載之地下鋼骨構造中，前述外梁也可 具有降伏點較前述外梁低的阻尼器部。 (3) 在上述(2)記載之地下鋼骨構造中，前述阻尼器部 也可是串聯接合於前述外梁之軸方向的鋼材。 (4) 上述(2)記载之地下鋼骨構造中，前述阻尼器部也 可是夾設在前述外梁與前述地上柱之間的鋼板。 (5) 上述（1)記載之地下鋼骨構造中，前述地上柱及前 述地下柱之降伏強度也可是至少400N/mm2。 (6) 上述（1)〜（5)中之任一項記載之地下鋼骨構造 中，前述地上柱之前述柱腳部與前述地下柱也可藉由樞接 構造接合。 【發明的效果】 依據記載於上述（1)之構成，由於外梁較地上柱之柱 腳部先降伏，所以可防止地上柱之柱腳部的塑性變形。因 此’例如因地震等而使水平力作用於地上鋼骨構造時，可 藉由外梁之塑性變形而吸收發生於地上柱之柱腳部的彎曲 彎矩M3。因此，即使使用高降伏比之鋼材（高拉力鋼）作 為地上柱與地下柱之材料’也可在彈性範圍内使用柱。其 結果，由於可降低柱斷面積，而可降低柱之鋼重。因此， 可以更低價格構築建築物。 依據§己載於上述（2)〜（4)之構成，例如因地震等 而使水平力作用於地上鋼骨構造時，由於阻尼器部伸縮， 所以外梁可沿水平方向移動。又，藉由阻尼器部之塑性變 形，而可吸收發生於地上柱之柱腳部的彎曲實矩M3。再 201116687 者’在因地震等而受到阻尼器部塑性變形， 且外梁未塑性 變形程度之外力時，可只交換阻尼器部以進行修、 依據記載於上述⑴之構成，由於柱之#^降㈣ 度至少為400N/mm2，因此可使用4〇〇N/mm2以上之言降伏點 鋼，使柱材料之板厚尺寸較小而謀求柱之輕量化 依據記載於上述（6)之構成，例如因地震等而使水平 力作用於地上鋼骨構造時，可以地上柱之腳部的下端部為 中心使地上柱之腳部旋轉。因此，可將地震時等作用於地 上柱之柱腳部的彎曲彎矩傳達至外梁。又，利用使外梁較 柱腳部先行降伏’而可將地上柱之腳部的變神卩止在彈性 變形的範圍。因此，可防止地上柱之柱腳部的塑性變形。 圖式簡單說明 第1圖係有關本發明之第丨實施形態中，顯示具有地下 構造之多層建築物之耐震鋼骨構造的前視圖。 第2A圖係前述建築物之丨樓部分的斷面圖。 第2B圖係前述建築物之柱部分的放大斷面圖。 第3圖係顯示設於前述建築物之阻尼器之配置的—例 之斷面圖。 第4圖係顯示因地震等水平力作用於前述建築物時，作 用於鋼骨構造之各部之彎曲彎矩的圖示。 第5圖係有關本發明之第2實施形態中，顯示具有地下 構造之多層絲物之耐震鋼骨構造的前視圖。 第6圖係前述建築物之地下丨樓部分的斷面圖。 第7圖係顯示設於前述建築物之樞接接合構造之—例 201116687 的擴大前視圖。 第8圖係第7圖之A-A斷面圖。 第9圖係顯示因地震等水平力作用於前述建築物時’作 用於鋼骨構造之各部之彎曲彎矩的圖示。 第10A圖係顯示本發明之第2實施形態中框接接合構邊 之變形例的放大前視圖。 第10B圖係第10A圖之B-B斷面圖。 第11圖係習知之具有地下構造之多層建築物之前祝 圖。 第12A圖係前述建築物之1樓部分的斷面圖。 第12B圖係前述建築物之柱部分的放大斷面圖。 第13圖係顯示前述建築物之丨樓柱腳部與外周壁之速 結構造的平面圖》 第14圖係顯示因地震等水平力作用於前述建築物持’ 作用於鋼骨構造之各部的彎曲彎矩之圖示。 t實施方式;J 較佳實施例之詳細說明 以下’就有關本發明之較佳實施形態予以說明。 (第一實施形態） 以下，參照第1〜4圖就有關本發明之第1實施形態的对 震鋼骨構造予以詳細說明。 第1圖係顯示具有地下鋼骨構造15之多層建築物4之耐 震鋼骨構造的前視圖。第2A圖係在多層建築物4之丨樓柱附 近水平切斷後之斷面圓。第2B圖係將第〗入圖之柱部分放大 201116687 而顯示之斷面圖。第3圖係顯示第1圖之阻尼器3的配置狀熊 之平面圖。第4圖係地震時水平之地震力作用於多層建築物 4之耐震鋼骨構造時，顯示作用於鋼骨構造之各部之彎曲彎 矩的前視圖。 本實施形態之耐震鋼骨構造係利用於具有地上鋼骨構 造及地下鋼骨構造15之多層建築物4。 如第1圖所示，地下鋼骨構造15係設計較地上鋼骨構造 為寬廣。在多層建築物4之地上鋼骨構造中，藉由複數的板 1 (側柱la、角柱lb與中柱lc)與複數的梁2而形成耐震鋼 骨構造。地上柱1之下部設有地下柱Id。 側柱la、角柱lb與中柱lc隔著預定之間隔而設置。侧 柱la與角柱lb、側柱la與中柱lc、及2根側柱la間係藉由梁 2而分別予以連結。 柱1也可由以適當熔接組立厚鋼板而形成之矩形鋼管 柱、箱型斷面柱、圓形鋼管柱、Η型斷面柱、或是交又11斷 面柱（藉由熔接而將斷面Τ型之鋼材的腳部固定於η型斷面 柱之腹板上之具翼板的十字型斷面柱）構成。於前述柱之 梁接合部設有隔板（内隔板、貫通隔板或外隔板）（未圖 示）。梁2之翼板及腹板係溶接於該隔板。隔板與梁2也可透 過續接板（未圖示）接合。將隔板與柱熔接時，係以藉單 斜層（single bevel groove)之完全熔入熔接而接合者為佳。而 且柱1，例如，以韌性高之冷軋成形所產生之矩形鋼管者為 佳。 本實施形態之地下鋼骨構造丨5於地上之側柱la與角枉 12 201116687 lb之外侧地下，具有以SRC造或RC造而形成閉鎖環狀的地 下外周部壁5。一體地支撐地下1樓天花板π的外梁2a之一 端部連結於該地下外周部壁5。地上之側柱ia或地上之角柱 1 b之柱腳6係連結於該外梁2a之另一端部。地上之側柱1 &之 柱腳6間、地上之侧柱la之柱腳6與角柱ib之柱腳6間、或是 地上之側柱la之柱腳6與中柱lc之柱腳6間係藉由1樓梁2而 連結。 於本實施形態，阻尼器3設於外梁2a。具體之一例係利 用將阻尼器3接合於剛性接合在地下外周部壁5之外側的外 梁構成體2b、剛性接合於側柱ia或角柱ib之内側的外梁構 成體2c間，而構成外梁2a ^另一例係將阻尼器3接合於外梁 2a的端部。也可以具有較外梁2a之降伏點低之降伏點的鋼 材構成阻尼器3。藉此，即使使阻尼器3之斷面形狀與外梁 2a之斷面形狀大略相同而串聯接合兩者，也可達到作為阻 尼器3之任務。有關阻尼器3之接合，可將安裝部設於阻尼 器3 ’藉由熔接或螺栓而接合於柱丨或地下外周部壁5侧的安 裝部。 前述阻尼器3由於係因朝梁軸方向之壓力或拉力而塑 性變形之部分，所以梁軸方向之阻尼器3的位置原理上是可 任意的位置’但是如第1圖及第3圖所示’設於地下外周部 壁者係單純且經濟的。 如此’藉由將阻尼器3組入於外梁2a，而可將較外梁本 體部分易於塑性變形之部分導入於外梁2a。該阻尼器3通常 於小地震或強風時等，係作為外梁2a之一部而發生功能， 13 201116687 於大地震時’在沿外梁2a軸方向受到壓力的場合，利用不 發生挫屈之壓縮而塑性變形，或是沿梁2a軸方向受到拉力 的場合’利用伸長而塑性變形。因此，1樓之全部的柱（側 柱la、角柱lb與中柱ic)之柱腳6、與和地下柱1(1之上部的 接合部及1樓梁（外梁2a及其他梁）2之接合部，於地震時 等可沿水平方向移動。 在第1圖所示之形態中，圖面左右方向之其中之一的阻 尼器3受到壓力而塑性變形時，其中之另一阻尼器3則受到 拉力而塑性變形’且外梁23的長度便會變化。組入至外梁 2a之阻尼器3的位置，可配置於外梁2a之地下外周部侧的端 部側。阻尼器3用之材料由於較外梁2a之阻尼器部以外的部 分會先行塑性變形而降伏，例如，以使用作為前述制震用 阻尼器所使用之低降伏點鋼為佳。又，也可利用適當設計 將垂直於梁軸方向之斷面設計較梁本體側為小，以易於塑 性變形。 如前述，藉由地上柱1之下部（柱腳）可沿水平方向移 動，如第4圖所示，如習知之反剪彎矩不會作用於地上柱i 及地下柱Id’且可得與2樓以上之樓層的柱梁接合部同樣之 彎曲彎矩分布。然後，就有關地上柱1之柱腳部與地下柱Id 上部的連接部、及連結1樓外梁2a或地上柱腳部間之梁2， 利用確保適當之柱梁強度比，可使1樓梁2或1樓外梁2a較地 上柱腳6先行降伏，而防止地上柱腳6之塑性變形。 拉力強度之大小關係希望是設定成阻尼器用鋼材< 梁 用鋼材〈柱用鋼材。例如’使用拉力強度為200N/mm2級〜 14 201116687 300N/mm2級（設計強度為8〇N/mm2級〜205N/mm2級）之鋼 板於阻尼器3，使用拉力強度為400N/mm2級〜590N/mm2级 (各個之設計強度為325N/mm2級〜440N/mm2級）之鋼板於 梁構件或柱構件。再者，利用使梁之軸方向（上下翼板之） 一部份較其他部分斷面積較小、且使低降伏點之鋼材夾設 接合於柱側之翼板與梁之接合部，而附予易塑性變形的部 分。藉此’於大地震時，可使外梁2a之一部份的阻尼器3(低 降伏點鋼的部分）於梁軸方向塑性變形。藉由該塑性變形， 可使梁之軸方向的長度伸縮，並使地上柱1之柱腳部及地下 柱Id上部的接合部、與外梁2a之一端側及1樓梁2之接合部 一起沿水平方向移動。 又，於1樓外梁2a以外之1樓梁2 (側柱間或配置於側柱 與角柱間之外周側的外周側梁、其以外之内梁）之端部， 雖省略圖示，但亦可附予使塑性變形的部分。 如此，可抑制作用於地上柱1及地下地上柱Id之反剪彎 曲彎矩，如第4圖所示，可使變化成與2樓以上之樓層的柱1 同樣的彎曲彎矩分布。 因此，即使使用降伏比高的鋼材（高拉力鋼）作為柱 材料，由於也可防止地上柱1之塑性變形而在彈性範圍内使 用柱，因此可謀求降低柱斷面積，且降低柱之鋼重，並可 以更便宜價格構築建築物。 使用拉力強度為490N/mm2級〜590N/mm2級或超過其 之780N/mm2級之拉力強度（各個設計強度（降伏強度）為 325N/mm2級〜440N/mm2級〜700N/mm2級）者作為柱構件 15 201116687 用鋼板，可於使柱彈性變形之範圍内使用，但是於本發明， 係使用降伏強度至少為400N/mm2之鋼材。 當採用在彈性變形之範圍内使用柱的技術思想時，枝 構件，特別是側柱與角柱，在地震時水平力等之地震能量 輸入至建築物的情況，拉拔之拉力或是壓入之壓力係同等 作用。但是，在角柱，前述拉拔力及壓入力之負擔會變得 更大。因此，相較侧柱希望提高角柱的降伏強度（或強度）。 而且，適當之柱梁強度比之設計係以在側柱之柱梁強度比 為1.5以上、在角柱之柱梁強度比為ι 7以上者為佳。 但是’為了提升側柱或角柱之拉力強度，當使碳當量 等相關之硬化強化元素增加時，鋼材之熔接性便降低。又， 使用柱材料之組成相異之異質鋼材時，由於自鋼材之製造 初期的階段起便需要不同的處理，因此並不經濟。 由於具有如此之課題，以不使塑性變形而在彈性範圍 使用柱之彈性設計作為前提之技術的情況，藉由不改變柱 材料之組成而提高冷卻速度等之熱處理，以提高降伏強度 的方式（提高降伏比）可得價格便宜之柱材料。又，中柱、 侧柱及角柱由於在地震時水平力作用的情況下負擔不同， 因此使中柱、側柱及角柱為鋼材組成相同但性能相異之鋼 材者可削減建設成本，且更合理。 如此，為了削減建設成本而在柱使用高降伏點鋼時， 由於藉由在高降伏點之降伏比的上升與伸長的減少，會產 生柱之早期破壞的疑慮，因此必需要是將其排除之耐震鋼 骨構造，利用為前述第1實施形態或後述第2實施形態之構 16 201116687 造，使可為合理的耐震鋼骨構造。 由於多層建築物4之地上柱必然地荷重負擔會較大，因 此其斷面積會變大，但是使為如前述之高降伏點的鋼材， 使可使柱斷面積（板厚）變小（變薄）’又，以不降低柱材 料之炼接性而可降低鋼重之價格便宜的柱，可得合理構造 的耐震鋼骨構造。 在前述第1實施形態中，利用將具有低降伏點鋼之阻尼 器3設於外梁2a，而可使地上柱腳6水平移動，阻尼器3也可 為前述以外的形態，於大地震時水平力作用的情況，即使 將使外梁2a可伸縮之形態的阻尼器組入，也可獲得同樣的 作用效杲。 而且，於外梁2a以外的梁2，雖省略了圖示，也可組入 低降伏點鋼等之可塑性變形的構件，且接合於柱1側之翼 板。 (第2實施形態） 以下，參照第5圖〜第9圖就有關本發明之第2實施形態 予以詳細說明。而且，在與第1實施形態說明之構件實質上 相同之構件，付予相同之參考符號而省略重複說明。 在以下說明之第2實施形態中，在地上柱丨之柱腳6的下 部導入枢接構造(pin connected structure)。亦即，在本實施 形態’藉由樞接構造而使作用於柱腳的彎曲.彎矩傳達於1樓 梁。藉此，可抑制作用於地上柱腳6或與其接合之地下柱Id 之反剪彎曲彎矩M3的發生。 第5圖〜第9圖係顯示本發明之第2實施形態之耐震鋼 17 201116687 骨構造》 第5圖係顯示具有地下鋼骨構造15之多層建築物4之耐 震鋼骨構造的前視圖。第6圖係在笫5圖之地下柱上部附近 水平切斷後之斷面圖。第7圖係顯示於水平力施予多層建築 物4之際’在地上柱之彈性變形的範圍以地上柱之下端部為 中心而可於水平方向之全方向旋轉時之一形態的放大前視 圖。第8圖係第7圖之A-A斷面圖。第9圖係顯示地震時等水 平力作用於第5圖所示之多層建築物4之耐震鋼骨構造時， 作用於鋼骨構造之各部分之彎曲彎矩的圖示。 在本實施形態’如實施形態丨般不將阻尼器3設於外梁 2a。該形態之外梁23例如係與内梁2相同的梁。 又’有關前述地上柱1之柱腳部與地下之SRC造的柱id 上部的連接部，例如如第7圖所示，也可將朝地上柱1之下 方且橫斷面之外形尺寸逐漸變小成錐狀的傾斜縮小筒狀部 14設於柱1。藉此，柱1朝下方彎曲剛性逐漸變小。利用將 縮小筒狀部16設於該柱1，使地上柱腳6之下部在地震時水 平力作用於柱的情況，可於水平方向之全方向旋轉。亦即， 設計上，實現樞接構造17。 在圖不之形態中，前述地上柱1之下部内側固定有支承 板18。又，地上柱丨之下端部插入至地下柱^之上部，且載 置於地下柱ld之支樓板7。地上柱1之下端部與地下柱Id之 上端部也可藉由單面螺栓（one-sided bolt)等之螺栓8接合。 又，在第7圖之例中，在較地上柱i與地下柱“之接合 4為上的位置’丨樓梁2或外梁2&之一端部係炼接或螺检 18 201116687 (未圖示）接合於設在地上柱1之托架。於地上柱1與前述1 樓梁2之接合部，夾設有作為續接板等側板9的低降伏點鋼 等之鋼板（阻尼器）。在該側板9之外側於梁軸方向隔著預 定的間隔配置有挫屈拘束材1〇。該挫屈拘束材丨〇係藉由高 強度螺栓11固定。又，於作為梁2之材料的鋼材，使用降伏 點較柱1之材料還低的鋼材’而易於實現梁之先行降伏。 如前述’設計上使地上柱1之柱腳的下部為枢接構造， 藉以可將作用在地上柱1之柱腳的彎曲彎矩傳達至地上梁2 (外周梁2、内梁2或外梁2a)。因此，與前述第1實施形態 的情況相同地，藉由確保適當的柱梁強度比而使地上梁2較 柱腳6先行降伏，藉以可使枉腳6抑制在彈性範圍内，益町 防止地上柱腳6之塑性變形。又，作用於丨樓梁2之彎曲彎矩 分布係成為正負對稱之彎曲彎矩分布，其中之一外梁以之 彎曲彎矩的分布係成為在地上柱側之節點為最大正彎曲之 彎曲彎矩分布’而其中另—外梁2&之彎曲彎矩的分布係成 為在地上柱側之節點為最大負彎曲之彎曲彎矩分布。 設計上，成為樞接構造之地上柱脚部6構造並不限於前 述形態。例如作為變_，也可將地上如之柱脚6的底板 載置於地下柱Id之上端部的頂板，並藉由配置在地下柱^ 靠中心部的位置之缺螺栓等，而將地上柱脚側固定。依 據如此之變形例，地震時水平力輸人域築物的情況，地 上柱脚6之下部也可沿水平方向之全方向旋轉。亦即，設計 上’實現插接構造17。錢，如前述利用設定柱梁強度比， 使1樓梁2較柱1先行降伏，而可將柱脚抑制在彈性範圍内， 19 201116687 且可防止地上柱脚6之塑性變形。 設計上’絲祕料之地上㈣部6τ端的構造除前 述外’如第舰圖、第圖所示之變形例，將由交又即聰 H)斷面柱構成之地下柱ld上端部的斷面十字狀部分插入至 由矩形鋼管構紅地上幻之下卿，麵由適纽接而接 合，在從無·η樓之天花_2_合㈣下方離開的位 置’也可將地下柱此較上端部為下側之處埋人填充有混 凝土的圓柱狀鋼管19㈣配置的形態彳弱地上柱腳 部6之下端部與地下柱此上端部的剛性，且在該部分利用 可在水平方向之全方向旋轉而成樞接構造17。藉此，使1樓 梁2較地上柱腳先行降伏，而可防止地上柱腳6之塑性變 形’且可獲得與前述第7圖及第8圖所示之形態相同的作用 效果。 也可組合在本實施形態說明之樞接構造與第丨實施形 態說明之阻尼器，而實現鋼骨構造。藉此，水平力作用於 建築物時，發生於地上柱之腳部的彎曲彎矩藉由樞接構造 傳達於梁，而可以梁之阻尼器部吸收傳達至梁的力量。 實施本發明時，1樓以上樓層的柱除了矩形鋼管柱或箱 型斷面柱以外，也可是圓形鋼管柱、Η型斷面柱或斷面丁型 之鋼材的腳部藉由·熔接而固定於Η型斷面柱之腹板之具翼 板的十字型斷面柱。又，地下外周部壁5也可為將安裝部設 於以鋼板樁連續壁為芯材之地下外周部壁而連接於外梁 2a 〇 【產業上之利用可能性】 20 201116687 依據本發明’可降低柱之鋼重，且可價格更便宜地構 築建築物。因此，產業上之利用可能性變大。 【圖式簡幕說明】 第1圖係有關本發明之第1實施形態中，顯示具有地下 構造之多層建築物之耐震鋼骨構造的前視圖。 第2A圖係前述建築物之1樓部分的斷面圖。 第2B圖係前述建築物之柱部分的放大斷面圖。 第3圖係顯示設於前述建築物之阻尼器之配置的一例 之斷面圖。 第4圖係顯示因地震等水平力作用於前述建築物時，作 用於鋼骨構造之各部之彎曲彎矩的圖示。 第5圖係有關本發明之第2實施形態中，顯示具有地下 構造之多層建築物之耐震鋼骨構造的前視圖。 第6圖係刖述建築物之地下1樓部分的斷面圖。 第7圖係顯示設於前述建築物之樞接接合構造之一例 的擴大前視圖。 第8圖係第7圖之A-A斷面圖。 第9圖係顯示因地震等水平力作用於前述建築物時，作 用於鋼骨構造之各部之彎曲彎矩的圖示。 第10A圖係顯示本發明之第2實施形態中樞接接合構造 之變形例的放大前視圖。 第10B圖係第l〇A圖之B-B斷面圖。 第11圖係習知之具有地下構造之多層建築物之前視 圖 21 201116687 第12A圖係前述建築物之1樓部分的斷面圖。 第12B圖係前述建築物之柱部分的放大斷面圖。 第13圖係顯示前述建築物之1樓柱腳部與外周壁之連 結構造的平面圖。 第14圖係顯示因地震等水平力作用於前述建築物時，作 用於鋼骨構造之各部的彎曲彎矩之圖示。 【主要元件符號說明】 1...地上柱（或2樓以上樓層的 10...挫屈拘束材 柱） 11...高強度螺栓 la...側柱 12··.地下1樓屋頂板（或1樓地 lb...角柱 板） lc...中柱 13...矩形鋼管柱 Id...地下柱 14..縮小筒狀部 2…梁 15...地下鋼骨構造 2a...外梁 16...縮小筒狀部 2b...外梁構成體 17...樞接構造 2c...外梁構成體 18...支承板 3...阻尼器 19...圓柱狀鋼管 4...多層建築物 G...地盤 5...地下外周部壁 101".柱 6...柱腳 101a...側柱 7...支撐板 101b…角柱 8…螺栓 101c...中柱 9...側板 101d..·地下1樓柱 22 201116687 102...梁 112…地下1樓天花板 102a...外梁 113…矩形鋼管柱 104…建築物 115...地下鋼骨構造 105.. .地下外周部壁 106.. .地上柱腳部 M1，M2，M3·..彎矩 23BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a multi-layer building having an underground steel structure, and the like. This case is based on the priority of 2009-058936, which was filed on March 12, 2009 in Japan. The content is hereby incorporated. I. Prior Art 3 Background of the Invention Conventional multi-layer building systems having an underground steel skeleton structure are widely known (for example, refer to Patent Document 1). Fig. 11 shows a multi-story building 1〇4 having a frame structure (Rahmen structure) of an underground steel structure 115. For example, when horizontal forces are applied to a multi-story building 104 during an earthquake, the above-ground steel structure above the second floor may move in a horizontal direction. Therefore, as shown in Fig. 14, the very small bending moments M1, M2 act on the column 1〇1 and the beam 102 which are provided on the second floor or higher, compared to the upper leg portion 1〇6. Figure 13 is a schematic view showing a general underground steel structure 115. As shown in Fig. 13, the underground steel structure 115 includes a lateral column 1〇1& or a subterranean outer wall 1〇5 made of underground SRC or RC outside the corner column 10lb, and supports the ceiling 1 of the underground floor 112. The outer beam i〇2a and the first floor beam 1〇2. One end of the outer beam 1〇2a is connected to the outer peripheral wall 1〇5, the other end of the outer beam 1〇2a is connected, the side column 1〇la on the ground or the column leg of the corner post 1〇1b . The 1st floor beam 102 is connected to the foot of the side pillar 101 & the foot of the side of the ground, the foot of the side of the column 〇 & & 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 2011 Between the feet. As shown in Fig. 14, when a horizontal force such as an arrow is applied to the building 104 during an earthquake, the underground outer peripheral wall 1〇5 restrained by the ground plate G moves in the horizontal direction together with the ground G. Therefore, the large reverse shear bending moment M3 acts on the joint portion between the leg portion of the above-ground pillar 1 to which the outer beam 102a is coupled and the upper portion of the underground lattice column. Further, the underground steel structure 115 is constructed such that the rigidity is increased, for example, by SRC. As described above, when the horizontal force acts on the building 1〇4, the large counter-shear bending moment M3 occurs at the joint portion between the leg portion of the ground pillar 1 and the upper portion of the underground mast column 1〇Η. In order to counter the bending moment M 3 , it is considered that the plastic deformation property of the above-ground column 丨〇丄 and the underground floor column 101d becomes large. Specifically, it is considered to use a steel material having a drop ratio of 80% or less as a material of the column, or as shown in Fig. 2A and Fig. 12B, so that the thickness of the rectangular steel pipe column 113 is thick. Moreover, the seismic design of the building frame, especially the rigid frame of the column and the beam, is based on (1) the seismic function of the elastic deformation of the frame during small and medium earthquakes, and (2) the structure of the earthquake during the earthquake. The earthquake-resistant function produced by plastic deformation serves as a basic idea. In (2), the energy absorption performance due to the plastic deformation of the frame is expected, and the plastic deformation is allowed to exhibit the earthquake-resistant function. That is, by plastic deformation, the design fall strength is lowered. In order to withstand large earthquakes, it is necessary to absorb more energy. Therefore, in general, a low yr steel having a ratio YF(=YP/TS) 4 201116687 of 0.80 or less is used as a member constituting the frame to improve the plastic deformability. Further, it is recommended to use the failure mode of the frame as the overall failure mode suitable for energy absorption. For example, in Non-Patent Document 1, in order to realize the overall failure mode, it is recommended to set the column beam strength ratio to 1.5 or more at each node. The so-called beam-to-beam strength ratio is the value that the failure mechanism is used as an indicator of the judgment, and the column's drop strength is divided by the beam's fall strength. The failure mode can be roughly divided into a partial failure mode in which all the columns of a certain layer are firstly degraded, and a partial failure mode of one or a plurality of specific layers is destroyed, and the failure mode of the beam is firstly degraded and the plastic hinge is dispersed in the entire layer. In the partial failure mode in which all the columns of the layer are firstly degraded, even if the number of plastic hinges generated is small, damage is caused. On the other hand, in the overall failure mode in which the beam is firstly degraded, the plastic hinge is broken when it is formed in the entire layer. Therefore, when a member having the same plastic deformation property is used for the column and the beam, the energy absorption capability of the partial failure mode frame is higher in the entire failure mode (for example, refer to Patent Document 2). In addition, the 'column strength ratio design is more than 1 · 〇 is also known (for example, 'refer to Patent Documents 3 and 4). » In the structure of a multi-story building, the upper and lower beams and the columns surrounding the beams are surrounded. In part, the technology of using diagonal braces with low-drop point steel is also known. The inclined building is connected to the upper beam (or the corner portion of the upper column beam cross) and the corner portion of the lower column beam. According to this technique, the column and the beam are restrained from being in the range of elastic deformation since the struts are lowered earlier than the column and the beam. Moreover, it is also known to design the framework to input the seismic energy of the building into the building 201116687 by utilizing the seismic energy of the beam member to be absorbed by the plastic deformation of the column. As an example of the above-described frame design, a steel plate having a tensile strength of 200 N/mm 2 to 300 N/mm 2 (design strength of 80 N/mm 2 to 205 N/mm 2 , respectively) is used for the diagonal bracing. Further, a steel plate having a tensile strength of 400 N/mm 2 (400 N to 590 N/mm 2 (designed strength of 325 N/mm 2 to 44 〇 N/mm 2 )) is used for the beam member or the column member. Furthermore, a part of the upper and lower wing plates in the direction of the beam is smaller than the other portions, or the joint between the wing and the beam on the column side is joined by the steel at a low drop point. The frame allows the beam that provides easy plastic deformation to be lowered earlier than the column. As a result, the column can be used within the range of elastic deformation. A steel member having the same tensile strength as that of the steel member for the beam member is used for the column member. Also, a larger vertical load is applied to the lower column. Therefore, the higher the building, the more the lower column needs to have a larger sectional area such as a box-shaped cross section, and the weight of the steel is also increased. At this time, the fusion is also required to be highly skilled and quality managed. In addition, in most steel-built buildings, a frame structure composed of a rectangular steel pipe column and a 断面-shaped section beam is used. The rectangular steel pipe column is also produced by welding a set of thick plates. As mentioned above, as the column material when the column is used in the elastic range, it is better to design the steel with a high strength and _ (10) brittle failure as the steel with a high design strength. When the amount of hardening strengthening element is increased by carbon and the tensile strength is increased, the weldability of the steel deteriorates 201116687. Thereby, the frequency of occurrence of hardening and welding cracks in the heat-affected zone is improved. ^ In addition, it is uneconomical to increase the construction cost in order to prevent the hardening and cracking from preheating the column. When using a steel that does not require preheating (a ten-strength is 235N/mm2 to 325N/mm2), the thickness of each side panel constituting the rectangular steel pipe will become thicker, the welding metal needs to be increased, and the rectangular steel The steel of the official column will become heavier. As a result, the weight of the building also becomes heavier and the cost increases. In steel-framed buildings, columns are used in the elastic range, and the design is used to make the beams fall earlier than the columns, so as to prevent damage to the columns during large earthquakes and the like, and to prevent collapse of buildings (for example, refer to patents). Literature 2~5). [PATENT DOCUMENT] [Patent Document 1] Japanese Laid-Open Patent Publication No. JP-A No. Hei. No. 2006-458. [Patent Document 5] Japanese Patent No. 3888244 [Non-Patent Document] [Non-Patent Document 1] Cold-Formed Rectangular Steel Tube Design and Construction Manual (issued by Sakamoto Building Center) [Summary of the Invention] SUMMARY OF THE INVENTION 7 201116687 [Problems to be Solved by the Invention] In order to reduce the construction cost and use a high-fall point steel in the column, the rise in the ratio and the decrease in elongation are caused by the fact that the column is easily broken early. Therefore, it is desirable to have a seismic-resistant steel structure that prevents early damage of the column. In addition to the above-ground column foot and the upper part of the underground column, by ensuring that the column beam strength ratio is above a certain value, the beam can be lowered earlier than the column, and the column can be prevented from being in the elastic range to prevent the column from being damaged. However, in general, the ground column foot is rigidly engaged with the underground structure, so once the horizontal force acts on the building, a shearing moment will be generated!^3. Therefore, it is impossible to make the outer beam (1st floor beam) connected to the ground column foot portion fall first, and it is difficult to suppress the ground column leg portion within the range of elastic deformation. As described above, the larger anti-shear bending moment 馗3 acts on the above-ground column 1〇1 and the underground column 101d» Therefore, if the bending moment (10) of the anti-friping can be eliminated, even if a high-ratio ratio steel is used (high tensile force) Steel) As a column material, it is also possible to use a column in the elastic range (10). As a result, the _ area can be reduced. That is, the steel weight of the column can be reduced, and the building can be constructed at a lower price. The present invention has an object of providing a vibration-resistant steel skeleton structure capable of eliminating the aforementioned problems. [Means for Solving the Problems] In order to solve the above problems, the present invention employs the following means. (1) The first aspect of the present invention is a subterranean steel structure of a building having a column above ground, comprising a subterranean wall, a ground T-pillar disposed below the leg portion of the subterranean column, and a link to the aforementioned portion And the aforementioned underground wall and the lowering point is lower than the outer leg of the aforementioned column. In the underground steel structure according to the above (1), the outer beam may have a damper portion having a lower drop point than the outer beam. (3) In the underground steel structure according to the above (2), the damper portion may be a steel material that is joined in series to the axial direction of the outer beam. (4) In the underground steel skeleton structure according to the above (2), the damper portion may be a steel plate interposed between the outer beam and the ground pillar. (5) In the underground steel structure according to (1) above, the above-ground pillar and the aforementioned underground pillar may have a fall strength of at least 400 N/mm2. (6) In the underground steel skeleton structure according to any one of the above (1) to (5), the leg portion of the ground pillar and the underground pillar may be joined by a pivotal structure. [Effect of the Invention] According to the configuration described in the above (1), since the outer beam is first lowered from the leg portion of the upper column, plastic deformation of the leg portion of the ground column can be prevented. Therefore, for example, when a horizontal force acts on the ground steel structure due to an earthquake or the like, the bending moment M3 occurring at the leg portion of the ground pillar can be absorbed by the plastic deformation of the outer beam. Therefore, even if a high drop ratio steel (high tensile steel) is used as the material of the above-ground column and the underground column, the column can be used in the elastic range. As a result, the steel weight of the column can be lowered because the column sectional area can be reduced. Therefore, buildings can be constructed at a lower price. According to the configuration of the above (2) to (4), for example, when a horizontal force acts on the ground steel structure due to an earthquake or the like, since the damper portion expands and contracts, the outer beam can move in the horizontal direction. Further, by the plastic deformation of the damper portion, the bending moment M3 occurring at the leg portion of the ground pillar can be absorbed. In 201116687, when the damper portion is plastically deformed due to an earthquake or the like, and the outer beam is not plastically deformed, the damper portion can be exchanged for repair, and the structure described in the above (1) is used. Since the degree of drop (four) is at least 400 N/mm2, it is possible to use a point-reducing point steel of 4 〇〇N/mm2 or more, and to make the thickness of the column material small and to reduce the weight of the column according to the above (6). For example, when a horizontal force acts on the ground steel structure due to an earthquake or the like, the leg portion of the ground column can be rotated centering on the lower end portion of the leg portion of the upper column. Therefore, the bending moment acting on the leg portion of the ground column such as an earthquake can be transmitted to the outer beam. Further, by making the outer beam lower than the leg portion, the foot of the ground column can be deformed in the range of elastic deformation. Therefore, plastic deformation of the leg portion of the ground column can be prevented. BRIEF DESCRIPTION OF THE DRAWINGS Fig. 1 is a front elevational view showing the structure of a seismic resistant steel skeleton of a multi-story building having an underground structure in a third embodiment of the present invention. Figure 2A is a cross-sectional view of the portion of the building in the aforementioned building. Fig. 2B is an enlarged cross-sectional view showing the column portion of the aforementioned building. Fig. 3 is a cross-sectional view showing an arrangement of dampers provided in the aforementioned building. Fig. 4 is a view showing the bending moment of each part used for the steel skeleton structure when a horizontal force such as an earthquake acts on the aforementioned building. Fig. 5 is a front elevational view showing the structure of the earthquake-resistant steel skeleton having the multilayer structure of the underground structure in the second embodiment of the present invention. Figure 6 is a cross-sectional view of the portion of the underground building of the aforementioned building. Fig. 7 is an enlarged front view showing an example of the pivot joint structure of the aforementioned building, for example, 201116687. Figure 8 is a cross-sectional view taken along line A-A of Figure 7. Fig. 9 is a view showing the bending moment of each part used for the steel skeleton structure when a horizontal force such as an earthquake acts on the aforementioned building. Fig. 10A is an enlarged front elevational view showing a modification of the frame joint edge in the second embodiment of the present invention. Figure 10B is a cross-sectional view taken along line B-B of Figure 10A. Figure 11 is a diagram of a conventional multi-storey building with an underground structure. Figure 12A is a cross-sectional view of the first floor portion of the aforementioned building. Figure 12B is an enlarged cross-sectional view of the column portion of the aforementioned building. Fig. 13 is a plan view showing the speed structure of the foot and the outer peripheral wall of the above-mentioned building. Fig. 14 is a view showing the bending of each part of the steel structure due to the horizontal force acting on the building due to an earthquake or the like. Graphic of the bending moment. DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS Hereinafter, preferred embodiments of the present invention will be described. (First Embodiment) Hereinafter, a seismic steel structure according to a first embodiment of the present invention will be described in detail with reference to Figs. 1 to 4 . Figure 1 is a front elevational view showing the seismic steel structure of a multi-story building 4 having an underground steel structure 15 . Fig. 2A is a section circle after the horizontal cut of the slab column of the multi-storey building 4. Figure 2B is a cross-sectional view showing the portion of the column into the figure enlarged by 201116687. Fig. 3 is a plan view showing the configuration of the damper 3 of Fig. 1. Fig. 4 is a front view showing the bending moment acting on each part of the steel skeleton structure when the horizontal seismic force acts on the earthquake-resistant steel skeleton structure of the multi-story building 4 at the time of the earthquake. The seismic-resistant steel structure of the present embodiment is applied to a multi-story building 4 having an above-ground steel structure and an underground steel structure 15. As shown in Figure 1, the underground steel structure 15 series is designed to be wider than the ground steel structure. In the steel skeleton structure of the floor of the multi-storey building 4, the earthquake-resistant steel skeleton structure is formed by a plurality of plates 1 (side column 1a, corner column 1b and center column lc) and a plurality of beams 2. An underground column Id is provided at the lower portion of the above ground column 1. The side post la, the corner post lb, and the center post lc are disposed at predetermined intervals. The side column la and the corner column lb, the side column 1a and the center column lc, and the two side columns 1a are respectively connected by the beam 2. The column 1 can also be a rectangular steel pipe column, a box-shaped section column, a circular steel pipe column, a 断面-shaped section column, or a cross-section section formed by thickly splicing a thick steel plate (the section is welded by welding) The foot of the Τ-type steel is fixed to the cross-shaped column with a wing on the web of the n-shaped section column. A partition (internal partition, through-separator or outer partition) (not shown) is provided at the beam joint of the column. The flaps and webs of the beam 2 are fused to the partition. The partition and the beam 2 can also be joined by a splicing plate (not shown). When the separator is welded to the column, it is preferred to join by a complete melt fusion of a single bevel groove. Further, the column 1, for example, a rectangular steel pipe produced by cold rolling forming with high toughness is preferred. The underground steel structure 丨 5 of the present embodiment has a lower outer peripheral wall 5 formed by SRC or RC to form a closed loop, on the ground side of the ground pillar 1a and the corner raft 12 201116687 lb. One end of the outer beam 2a integrally supporting the ceiling 1 of the underground floor is connected to the underground outer peripheral wall 5. The side leg ia of the ground or the leg 6 of the corner post 1b is coupled to the other end of the outer beam 2a. The column legs 6 of the ground side column 1 & the column foot 6 of the side column of the ground and the column foot 6 of the corner column ib, or the column foot 6 of the side column of the ground and the column foot 6 of the center column lc The connection is made by the 1st floor beam 2. In the present embodiment, the damper 3 is provided on the outer beam 2a. Specifically, the damper 3 is joined to the outer beam constituting body 2b rigidly joined to the outer side of the underground outer peripheral wall 5, and the outer girders 2c rigidly joined to the inner side of the side post ia or the corner post ib. Beam 2a ^ Another example is to join the damper 3 to the end of the outer beam 2a. It is also possible to form the damper 3 with a steel material having a lower point of the lowering point of the outer beam 2a. Thereby, even if the cross-sectional shape of the damper 3 is substantially the same as the cross-sectional shape of the outer beam 2a and both are joined in series, the task as the damper 3 can be achieved. Regarding the engagement of the damper 3, the mounting portion may be provided on the damper 3' by welding or bolting to the mounting portion on the side of the column or the outer peripheral wall 5 of the underground. Since the damper 3 is plastically deformed by pressure or tension in the direction of the beam axis, the position of the damper 3 in the beam axis direction is in principle an arbitrary position 'but as shown in FIGS. 1 and 3 'The person who is located in the outer perimeter of the underground is simple and economical. Thus, by incorporating the damper 3 into the outer beam 2a, a portion which is more easily plastically deformed than the outer beam body portion can be introduced into the outer beam 2a. The damper 3 usually functions as a part of the outer beam 2a in the case of a small earthquake or a strong wind, and 13 201116687 is used in the case of a large earthquake to receive pressure in the direction of the outer beam 2a. When it is compressed and plastically deformed, or is subjected to a tensile force in the direction of the beam 2a axis, it is plastically deformed by elongation. Therefore, the column 6 of the first floor (the side column la, the corner column lb and the center column ic), and the joint of the underground column 1 (the upper part of the 1st and the 1st floor beam (the outer beam 2a and other beams) 2 The joint portion is movable in the horizontal direction during an earthquake or the like. In the form shown in Fig. 1, when the damper 3 of one of the left and right directions of the drawing is plastically deformed by pressure, the other damper 3 is Then, it is plastically deformed by the pulling force, and the length of the outer beam 23 is changed. The position of the damper 3 incorporated in the outer beam 2a can be disposed on the end side of the outer peripheral side of the outer beam 2a. The material is lowered due to the plastic deformation of the portion other than the damper portion of the outer beam 2a. For example, it is preferable to use the low-drop point steel used as the damper for the above-mentioned vibration-damping device. The section design perpendicular to the beam axis direction is smaller than the beam body side to facilitate plastic deformation. As described above, the lower part of the above ground column 1 (column foot) can be moved in the horizontal direction, as shown in Fig. 4 Knowing that the reverse bending moment does not act on the above-ground column i and the underground column Id' and is available The same bending moment distribution is applied to the column beam joint of the floor above the second floor. Then, the connection between the column foot of the above ground column 1 and the upper part of the underground column Id, and the connection between the outer beam 2a of the first floor or the foot of the ground column The beam 2, by ensuring the appropriate column beam strength ratio, can make the 1st floor beam 2 or 1 floor outer beam 2a descend above the ground column foot 6 to prevent plastic deformation of the ground column foot 6. The magnitude of the tensile strength is expected to be Steel for damper < Steel for beam <Steel for column. For example, steel plate with tensile strength of 200N/mm2 to 14 201116687 300N/mm2 (design strength of 8〇N/mm2 to 205N/mm2) For the damper 3, a steel plate member having a tensile strength of 400 N/mm 2 to 590 N/mm 2 (each design strength of 325 N/mm 2 to 440 N/mm 2 ) is used for the beam member or the column member. The axial direction (the upper and lower flaps) is smaller than the other portions, and the steel material with the low drop point is clamped to the joint between the wing and the beam on the column side, and is attached to the portion which is easily plastically deformed. By this, in the event of a major earthquake, one of the outer beams 2a can be damper 3 (low The part of the point-reducing steel is plastically deformed in the direction of the beam axis. By the plastic deformation, the length of the beam in the axial direction can be expanded and contracted, and the joint portion of the pillar portion of the ground pillar 1 and the upper portion of the underground column Id and the outer beam The joint portion of the one end side of the 2a and the joint of the first floor beam 2 moves in the horizontal direction. Also, the first floor beam 2 other than the outer beam 2a of the first floor (between the side columns or the outer peripheral side of the outer side of the side column and the corner post) The end portion of the beam and the inner beam other than the beam is not shown, but may be attached to the portion that is plastically deformed. Thus, the shear bending moment acting on the ground pillar 1 and the underground ground column Id can be suppressed, as described in As shown in Fig. 4, it is possible to change to the same bending moment distribution as that of the column 1 on the floor above the second floor. Therefore, even if a steel material having a high drop ratio (high tensile steel) is used as the column material, since the column can be prevented from being plastically deformed and the column is used in the elastic range, it is possible to reduce the column sectional area and reduce the steel weight of the column. And can build buildings at cheaper prices. Use tensile strength of 490N/mm2 grade to 590N/mm2 grade or more than 780N/mm2 grade of tensile strength (each design strength (falling strength) is 325N/mm2 grade ~ 440N/mm2 grade ~ 700N/mm2 grade) Column member 15 201116687 A steel plate can be used in a range in which the column is elastically deformed, but in the present invention, a steel material having a relief strength of at least 400 N/mm 2 is used. When the technical idea of using the column in the range of elastic deformation is adopted, the branch member, particularly the side column and the corner column, the seismic energy such as the horizontal force during the earthquake is input to the building, and the pulling force is pulled or pressed. The pressure system is equally effective. However, in the corner post, the burden of the aforementioned pulling force and pressing force becomes larger. Therefore, it is desirable to increase the drop strength (or strength) of the corner post compared to the side post. Further, the appropriate column beam strength ratio is preferably such that the column beam strength ratio of the side column is 1.5 or more, and the column beam strength ratio of the corner column is ι 7 or more. However, in order to increase the tensile strength of the side column or the corner post, when the hardening strengthening element related to carbon equivalent or the like is increased, the weldability of the steel material is lowered. Further, when a heterogeneous steel material having a different composition of the column material is used, since different treatments are required from the initial stage of the production of the steel material, it is not economical. Because of such a problem, in the case where the elastic design of the column is used as the premise in the elastic range without plastic deformation, the heat treatment such as the cooling rate is not changed by changing the composition of the column material to improve the lodging strength ( Increase the drop ratio) to get cheap column materials. In addition, since the middle column, the side column, and the corner column have different burdens due to the horizontal force during the earthquake, the center column, the side column, and the corner column are steel materials having the same composition but different properties, which can reduce the construction cost and is more reasonable. . In this way, in order to reduce the construction cost, when the high-degraded point steel is used in the column, since the increase in the drop-down ratio at the high drop point and the decrease in the elongation cause doubts about the early destruction of the column, it is necessary to exclude the earthquake-resistant The steel skeleton structure can be made of the above-described first embodiment or the structure 16 201116687 of the second embodiment to be described later, so that a reasonable earthquake-resistant steel skeleton structure can be obtained. Since the upper column of the multi-storey building 4 is inevitably burdened with a large load, the sectional area thereof becomes large, but the steel material having the high drop point as described above can make the sectional area (plate thickness) of the column small (variable) Thin) 'In addition, the column can be reduced in price without reducing the refining property of the column material, and a reasonable structure of the earthquake-resistant steel skeleton can be obtained. In the first embodiment, the damper 3 having the low-fall point steel is provided on the outer beam 2a, so that the ground column 6 can be horizontally moved, and the damper 3 can be in a form other than the above, in the event of a major earthquake. In the case where the horizontal force acts, even if a damper in a form in which the outer beam 2a is stretchable is incorporated, the same effect can be obtained. Further, the beam 2 other than the outer beam 2a may be incorporated into a plastically deformable member such as a low-drop point steel, and may be joined to the wing of the column 1 side, although not shown. (Second embodiment) Hereinafter, a second embodiment of the present invention will be described in detail with reference to Figs. 5 to 9 . It is to be noted that the same reference numerals are given to members that are substantially the same as those in the first embodiment, and the description thereof will not be repeated. In the second embodiment described below, a pinned structure is introduced in the lower portion of the column leg 6 of the ground column. That is, in the present embodiment, the bending and bending moment acting on the column foot is transmitted to the first floor beam by the pivotal structure. Thereby, the occurrence of the shear bending moment M3 acting on the above-ground pillar 6 or the underground pillar Id joined thereto can be suppressed. Fig. 5 to Fig. 9 show a shock-resistant steel according to a second embodiment of the present invention. 17 201116687 Bone structure. Fig. 5 is a front view showing the structure of the earthquake-resistant steel skeleton of the multi-story building 4 having the underground steel structure 15. Fig. 6 is a cross-sectional view taken horizontally after the upper portion of the underground column of Fig. 5 is cut. Fig. 7 is an enlarged front view showing one of the forms when the horizontal force is applied to the multi-story building 4, when the range of the elastic deformation of the above-ground column is centered on the lower end of the above-ground column and can be rotated in the horizontal direction. . Figure 8 is a cross-sectional view taken along line A-A of Figure 7. Fig. 9 is a view showing a bending moment acting on each portion of the steel skeleton structure when a horizontal force such as an earthquake acts on the earthquake-resistant steel skeleton structure of the multi-story building 4 shown in Fig. 5. In the present embodiment, the damper 3 is not provided to the outer beam 2a as in the embodiment. The outer beam 23 of this form is, for example, the same beam as the inner beam 2. Further, the connection portion between the leg portion of the above-mentioned above-ground column 1 and the upper portion of the column id made of the SRC in the ground, for example, as shown in Fig. 7, can also be gradually changed to the size below the ground column 1 and outside the cross section. A tapered tapered tubular portion 14 having a small taper shape is provided on the column 1. Thereby, the rigidity of the column 1 is gradually reduced toward the lower side. By providing the reduced tubular portion 16 to the column 1 so that the lower portion of the ground column leg 6 acts on the column during an earthquake, it can be rotated in all directions in the horizontal direction. That is, the pivotal structure 17 is designed. In the form of the figure, the support plate 18 is fixed to the inner side of the lower portion of the above-ground pillar 1. Further, the lower end of the above ground column is inserted into the upper portion of the underground column and placed on the floor slab 7 of the underground column ld. The lower end portion of the above-ground pillar 1 and the upper end portion of the underground column Id may be joined by bolts 8 such as one-sided bolts. Moreover, in the example of Fig. 7, the end of the upper column i and the underground column "the joint 4 is the upper position", the end of the beam 2 or the outer beam 2 & or the thread inspection 18 201116687 (not shown) The bracket is attached to the bracket provided on the ground column 1. A steel plate (damper) such as a low-drop point steel which is a side plate 9 such as a continuous plate is interposed between the joint portion of the ground pillar 1 and the first floor beam 2. The buckling restraint member 1 is disposed on the outer side of the side plate 9 at a predetermined interval in the beam axis direction. The buckling restraint member is fixed by the high-strength bolt 11. Also, the steel material as the material of the beam 2 , using a steel with a lower point than the material of the column 1 'is easy to achieve the first fall of the beam. As described above, the lower part of the column of the ground column 1 is designed as a pivoting structure, so that it can act on the ground column 1 The bending moment of the column foot is transmitted to the above-ground beam 2 (outer beam 2, inner beam 2, or outer beam 2a). Therefore, as in the case of the first embodiment, the ground beam strength ratio is ensured to the ground. The beam 2 is lowered earlier than the column foot 6, so that the foot 6 can be restrained in the elastic range, and the town is prevented from being on the ground. Plastic deformation of 6. In addition, the bending moment distribution acting on the slab beam 2 becomes a distribution of bending moments of positive and negative symmetry, and the distribution of bending moments of one of the outer beams becomes the maximum at the node on the ground column side. The distribution of the bending moment distribution of the positive bending and the bending moment of the outer beam 2& is the bending moment distribution of the node with the largest negative bending at the node on the ground column side. Designed to be the upper column of the pivotal structure The structure of the leg portion 6 is not limited to the above-described configuration. For example, as a variable, the bottom plate of the column leg 6 may be placed on the top plate at the upper end portion of the underground column Id, and disposed at the center portion of the underground column. According to such a modification, in the case where the horizontal force is transmitted to the human body during the earthquake, the lower portion of the ground column 6 can also be rotated in the horizontal direction in all directions. Designed to achieve the plug-in structure 17. Money, as described above, using the set column beam strength ratio, so that the 1st floor beam 2 is lower than the column 1 first, and the column foot can be suppressed in the elastic range, 19 201116687 and can prevent the ground column Plasticity of foot 6 Designing the structure of the 6th end of the (four) part of the 'silk material', except for the above, the deformation of the upper part of the underground column ld consisting of the cross section of the cross section of the ship, as shown in the figure of the ship. The cross-shaped part is inserted into the red steel floor of the rectangular steel tube, and the surface is joined by the suitable button. The position of the underground column is also removed from the position below the ceiling of the No. η floor. The upper end portion is the lower side, and the cylindrical steel pipe 19 (four) filled with concrete is placed in a form of weakly upper end portion of the upper leg portion 6 and the upper end portion of the underground column, and the portion can be used in the horizontal direction. The direction is rotated to form the pivotal structure 17. Thereby, the first floor beam 2 is lowered earlier than the upper column leg, and the plastic deformation of the ground column foot 6 is prevented, and the above-mentioned FIGS. 7 and 8 can be obtained. The same effect of the shape. It is also possible to combine the pivotal structure described in the embodiment and the damper described in the second embodiment to realize the steel skeleton structure. Thereby, when the horizontal force acts on the building, the bending moment occurring at the foot of the ground pillar is transmitted to the beam by the pivotal structure, and the damper portion of the beam can absorb the force transmitted to the beam. In the practice of the present invention, in addition to the rectangular steel pipe column or the box-shaped section column, the column of the first floor or higher may be a circular steel pipe column, a 断面-shaped section column or a section of a steel piece of a cross-section type by welding. A cross-shaped section column with a wing fixed to the web of the 断面-shaped section column. Further, the underground outer peripheral wall 5 may be connected to the outer beam 2a by providing the mounting portion on the underground outer peripheral wall having the continuous steel sheet pile as a core material. [Industrial use possibility] 20 201116687 According to the present invention The steel weight of the column is lowered, and the building can be constructed at a lower price. Therefore, the possibility of utilization in the industry becomes large. [Description of the drawings] Fig. 1 is a front view showing the structure of the earthquake-resistant steel skeleton of the multi-story building having the underground structure in the first embodiment of the present invention. Figure 2A is a cross-sectional view of the first floor portion of the aforementioned building. Fig. 2B is an enlarged cross-sectional view showing the column portion of the aforementioned building. Fig. 3 is a cross-sectional view showing an example of the arrangement of the dampers provided in the aforementioned building. Fig. 4 is a view showing the bending moment of each part used for the steel skeleton structure when a horizontal force such as an earthquake acts on the aforementioned building. Fig. 5 is a front elevational view showing the structure of the earthquake-resistant steel skeleton of the multi-story building having the underground structure in the second embodiment of the present invention. Figure 6 is a cross-sectional view of the first floor of the building. Fig. 7 is an enlarged front elevational view showing an example of a pivotal joint structure provided in the aforementioned building. Figure 8 is a cross-sectional view taken along line A-A of Figure 7. Fig. 9 is a view showing the bending moment of each part of the steel skeleton structure when a horizontal force such as an earthquake acts on the aforementioned building. Fig. 10A is an enlarged front elevational view showing a modification of the pivotal joint structure in the second embodiment of the present invention. Fig. 10B is a cross-sectional view taken along line B-B of Fig. 1A. Figure 11 is a front view of a conventional multi-storey building with an underground structure. Figure 21 201116687 Figure 12A is a cross-sectional view of the first floor of the aforementioned building. Figure 12B is an enlarged cross-sectional view of the column portion of the aforementioned building. Fig. 13 is a plan view showing the structure of the joint between the leg portion and the outer peripheral wall of the first floor of the aforementioned building. Fig. 14 is a view showing a bending moment for each part of the steel skeleton structure when a horizontal force such as an earthquake acts on the aforementioned building. [Explanation of main component symbols] 1...Upper column (or 10th floor above the 2nd floor, frustration restraint column) 11...High-strength bolt la...Side post 12··.Underground 1st floor Plate (or 1st floor lb...corner plate) lc... center column 13...rectangular steel pipe column Id...underground column 14..reduced tubular part 2...beam 15...underground steel structure 2a... outer beam 16... narrowed tubular portion 2b... outer beam constituent body 17... pivotal structure 2c... outer beam constituent body 18... support plate 3... damper 19 ... cylindrical steel pipe 4...multi-storey building G...ground plate 5...underground outer peripheral wall 101".column 6...column 101a...side column 7...support plate 101b... Corner column 8...bolt 101c... center column 9...side plate 101d..·underground floor column 22 201116687 102...beam 112...underground 1st floor ceiling 102a...outer beam 113...rectangular steel pipe column 104...building Object 115... Underground steel structure 105.. Underground underground wall 106.. Above ground column M1, M2, M3 ·.. bending moment 23