201116688 六、發明說明： c發明戶斤屬技術領域j 發明領域 本發明係有關一種多層建築物等之财震鋼骨構造及其 設計方法。 本申請案係依據2009年3月12日於日本提申之特願 2009-058935號而主張優先權’此處並援用其内容。 發明背景 在曰本，建築構造用軋壓鋼材（SN材)係被JIS規格化。 該JIS規格中’有關对震建築物所使用之鋼材的性能，溶接 性（低碳當量）與耐震性（低降伏比、窄降伏點、高夏皮 (Charpy)吸收能）係被規格化。 習知’建築構架’特別是柱與梁剛性接合的框架 (Rahmen)構架之耐震設計，係以 (1) 於中小地震時使因構架之彈性變形所產生之耐震功 能發揮， (2) 於大地震時使因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’且容許塑性變形而使耐震功能發 揮。亦即’藉由塑性變形性能而降低設計強度。 為了承党大地震，必須吸收更大的能量。因此，一般 而S，使用降伏強度γΡ與拉力強度TS之比YR(=YP/TS)為 201116688 〇_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，推薦將構架之破壞模式作為有利於能量吸收之全 體破壞模式。 例如，在非專利文獻1，為了實現全體破壞模式，推薦 在全部的節點將柱梁強度比設定成15以上。所謂柱梁強度 比係用以作為判明破壞機制時之指標的數值，且係以柱強 度除以梁強度後的值。 破壞模式係特定層（或複數層）之全部的柱相對梁先行 降伏，且大至分為該特定層（或複數層）破壞之部分破壞模 式、與梁相對柱先行降伏且塑性鉸分散於全層之全體破壞 模式。 在特定層之全部的柱相對梁先行降伏之部分破壞模式 中’即使是發生之塑性鉸數目少也產生破壞。 另一方面’在梁相對柱先行降伏之全體破壞模式中， 塑性鉸於全層生成時發生破壞。因此，於柱與梁使用具相 同塑性變形性能之構件時，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高（例如，參照專利文獻t)。 又’柱梁強度比超過1.0之設計也為人所知（例如，失日孕 專利文獻2、3)。 於多層建築物之構造中，以上層的梁、下層的梁與連 結其等之柱子所包圍之部分設有使用低降伏點鋼之斜撑的 技術亦為人所知。該斜撐係連結上層的梁（或是上層之柱梁 交差之角隅部）與下層之柱梁交又的角隅部。依據該技術， 由於斜撐相對柱及梁先行降伏，即使因地震等而使水平力 201116688 作用於建築物，也可將柱與梁抑制在彈性變形的範圍。又， 藉由使梁較柱先塑性變形而吸收斜撐無法完全吸收且輸入 至建築物之地震能量的方式而設計構架者，亦為人知。 以下顯示上述之構架設計之一個例子。 (A) 於斜撐使用拉力強度為2〇〇N/mm2級〜300N/mm2 級（各個的設計強度為80N/mm2級〜205N/mm2級） 之鋼板。 (B) 於梁構件及柱構件使用拉力強度為4〇〇N/mm2級 (SN400)〜590N/mm2級（各個的設計強度為 235N/mm2級〜440N/mm2級）之鋼板。 (C) 使梁之軸方向的上下翼板之一部分較其他部分斷 面積為小，或，於柱側之翼板與梁之接合部夾入低 降伏強度之鋼材而接合。 如上述般利用設計構架，而可使包含易於塑性變形部 分的梁相對柱先行降伏。其結果，可在彈性變形的範圍内 使用柱。 通¥，將具有與梁構件用鋼板相同程度之拉力強度的 鋼材使用於柱構件。又，由於在下層的柱受到較大的鉛直 方向之壓縮荷重，因此建築物越高，則下層的柱需要較大 的箱型斷面等之斷面積，其鋼材重量也變大。於此場合， 即使關於溶接也會要求高度的熟練與品質管理。 而且，多數之鋼構造建築物係採用由矩形鋼管柱與H型 斷面梁構成之框架構造(Rahmen構造）。前述矩形鋼管柱多 以熔接組立厚板而製作。 201116688 如前述般，作為在彈性變形的範圍内使用柱時之柱材 料，相較塑性變形性能，寧願要求設計強度（降伏強度）與高 韌性（耐脆性破壞）的鋼材。但是，作為高設計強度的鋼材， 在增加碳等硬化強化元素的量而使拉力強度增加的情況， 鋼材之熔接性會劣化。因此，熔接熱影響部之硬化及熔接 裂紋的發生頻率會提高。 又，為了防止硬化及裂紋而將柱預熱而熔接的場合， 會增加施工成本。一旦使用不需預熱之一般的鋼材（設計強 度235〜325N/mm級）時，構成矩形鋼管柱之各側面板的板 厚會變厚’熔接金屬需要變多，且矩形鋼管柱之鋼重變重。 因此’建桌物之重量也會變重，且增加成本。 習知，如前述般，以在彈性變形的範圍内使用柱為前 提而設計鋼構架時，如第4A、4B圖所示，構築連結有柱1〇1 與梁102之多層建築物1〇4(省略斜撐等八但是，在設於如此 之建築物104之一層的側柱i〇ia、角柱1〇lb與中柱1〇lc，各 柱負擔之鉛直荷重大致相同時，不管配置的位置，通常使 用相同性能之柱材料。 但是’相較中柱，在前述側柱與角柱於地震時水平力 等之地震能量輸入到建築物時，用以防止建築物倒塌之拉 力或是壓力便會作用。因此，於側柱與角柱之構件負擔較 大0 【習知技術文獻】 【專利文獻】 【專利文獻1】特開2006-291698號公報 6 201116688 【專利文獻2】特開2006-45821號公報 【專利文獻3】特開2006-45820號公報 【非專利文獻】 【非專利文獻1】冷形成矩形鋼管設計.施工手冊（曰 本建築中心發行） C發明内容:J 發明概要 【發明概要】 【發明欲解決之問題】 為了在彈性變形的範圍内使用柱，在選定鋼材以使拉 力強度的大小關係為斜撐用鋼材 < 梁用鋼材 <柱用鋼材的 情況下’假想如下述般進行設計。 (A’）於斜撐使用拉力強度為200N/mm2級〜300N/mm2 級(設計強度8 ON/mm2級〜2 〇 5N/mm2級）的鋼板。 (B )於梁構件或柱構件使用拉力強度為4〇〇N/mm2級〜 590N/mm2級（各個之設計強度，為235N/rnm2級〜440N/mm2 級）的鋼板。 (c’）將梁之軸方向的（上下翼板之）一部分較其他部 分，藉由使斷面積較小’或是於柱側之翼板與梁之接合部 夾入低降伏強度的鋼材而接合，藉以於梁軸方向設置易於 塑性變形的部分。 (D’）於柱構件使用拉力強度為49〇N/mm2級〜 590N/mm2級或超過其之78〇N/mm2級之拉力強度（各個之設 計強度，為325N/mm2級〜440N/mm2級或是超過其之 201116688 700N/mm2級）的鋼板。 於如此之設計中，柱構件’特別是於側枉與角柱，地 震時水平力等之地震能量輸入至建築物時，拉拔之拉力或 是壓入之壓力作用。該等之拉力或壓力同樣地作用於側柱 與角桎，但是於角柱該拉力或壓力作用更大。因此，希望 角+ 主之保證應力（或是強度)較側柱更高。 仁疋，如如述般，為了 南側柱或是角柱之拉力強度， 旦使有關碳當量等之硬化強化元素增加時，則鋼材之熔 接眭降低。又，使用與柱材料之組成相異之異質鋼材時， 由於必頊從鋼材之製造初期的階段進行不同的處理，所以 成本増加。 由於具有如此之課題，在不使塑性變形且於彈性變形 的範圍使用柱之彈性③計為前提之技術的場合，在不改變 柱材料之組成而藉由提高冷卻速度等之熱處理以提高降伏 強度之方式（提高降伏比）可得價格便宜之柱材料。又中 柱、側权與角柱如前述般於地震時水平力作用的情況之負 =不同。因此’中柱、側柱與角柱以相同之鋼材組成而性 能相異之鋼材的方式可削減建設成本，且更合理。 如此，為了削減建設成本而在柱使用高降伏強度鋼 時，因在高降伏強度之降伏比上升與伸長減少 ，而有柱會 早期破壞的疑慮。因此4需要有排除早期破壞之疑慮的 耐震鋼骨構造及作為如此耐震鋼骨構造之耐震設計方法。 此時’以不使柱斯面非常大，且不降低柱材料之炫接 性而可降低鋼重並且價袼便㈣柱，來謀求合理構造之耐 201116688 震鋼骨構造及其耐震設計方法。 本發明係以提供一種有利於如此課題之耐震鋼骨構造 及其耐震設計方法為目的。 【用以解決課題之手段】 為了解決上述課題，本發明採取以下的手段。 (1) 本發明之第1實施態樣係一種包含具有4 0 0N/m m2以 上之降伏強度的側柱、具有400N/mm2以上之降伏強度的角 柱、及連結前述側柱與前述角柱之間的梁之鋼骨構造，且 前述側柱之第1柱梁強度比為1.5以上且在3.0以下，前述角 柱之第2柱梁強度比為1.7以上且在3.5以下，並且前述側柱 之前述第1枉梁強度比較前述角柱之前述第2柱梁強度比為 低。 (2) 在上述（1)記載之鋼骨構造中，前述側柱及前述角柱 之降伏比也可為超過80%且在95%以下。 (3) 本發明之第2態樣係一種鋼骨構造的設計方法，該鋼 骨構造包含具有400N/mm2以上之降伏強度的側柱及角 柱、與連結前述側柱和前述角柱之間的梁，該設計方法包 含下列步驟：設定前述側柱與前述梁之強度比為1.5以上且 在3.0以下之範圍的步驟；及在1.7以上且3.5以下的範圍， 設定前述角柱與前述梁之強度比較前述側柱與前述梁之強 度比高的步驟。 (4) 在上述(3)記載之鋼骨構造的設計方法中，前述側柱 及前述角柱之降伏比也可設計成超過80%且在95%以下。 【發明的效果】 201116688 依據上述（1)或（3)記載之態樣，由於側柱之柱梁強度比 及角柱之柱梁強度比大幅地超出丨〇，因此相對侧柱及角 柱’可確實使減行降伏H由㈣側柱之柱梁強度 比设定成1.5以上，且角柱之柱梁強度比設定成17以上，因 此可防止柱構件之早期破壞，並可大幅地降低鋼骨構造之 部分破壞的機率。因此’可將降伏比高且伸長小的高降伏 強度鋼有效地適用於側柱及角桂。又，於地震時水平力等 力作用於建築物時，由於拉力及壓力大幅地作用於角柱， 因此將角柱之柱梁強度比設定較側柱之柱梁強度比為大。 因而，可得高信賴性之耐震鋼骨構造。再者，由於將側柱 之柱梁強度比之上限設定成3.0，角柱之柱梁強度比之上限 設定成3.5，所以可避免側柱及角柱相關之必要以上的重量 設計及強度設計。又’作為更加之效果，由於可使側柱及 角柱之板厚較習知時之板厚為薄，且可使側柱及角柱之柱 斷面積變少’因此可謀求減少側柱及角柱之柱斷面的鋼 重。因而’可以低的建設成本獲得耐震構造。又，也可使 枉搬運的施工性變佳。 依據上述(2)或(4)記載之態樣，由於側柱及角柱之降伏 比為80%以上95%以下，因此可抑制建設成本。 圖式簡單說明 第1圖係顯示本發明之一實施形態的建築物之前視圖。 第2圖係顯示第1圖所示之建築物於地震時之舉動的前 視團。 第3圖係顯示第1圖所示之建築物之柱配置的概略平面 10 201116688 圖。 第4A圖係顯示習知建築物之概略前視圖。 第4B圖係顯示前述建築物之柱配置的概略平面圖。 第5A圖係節點之強度比較說明圖。 第5B圖係節點之強度比較說明圖。 第6圖係顯示側柱之柱梁強度與部分崩壞之發生機率 的關係之圖示。 第7圖顯示角柱之柱梁強度與部分崩壞之發生機率的 關係之圖示。 I：實施方式3 較佳實施例之詳細說明 【用以實施發明之形態】 其次，依據本發明圖示之實施形態予以詳細說明。 於第1圖〜第3圖，顯示了採用本發明之一實施形態之 耐震鋼骨構造與其耐震設計方法之框架構造（Rahmen構 造）的多層建築物4。 多層建築物4係具有包含柱1、梁2與框架3之耐震鋼骨 構造。 側柱la、角柱lb與中柱lc係間隔地直立設置。又，側 柱1 a與角柱1 b之間、側柱1 a與中柱1 c之間、及側柱1 a間係 藉由梁2連結。 柱1係以藉由適當炫接組立相同鋼材組成之厚鋼板而 形成之矩形鋼管柱、箱型斷面柱、圓形鋼管柱、Η型斷面柱 或交叉Η斷面柱（藉由熔接將斷面Τ型之鋼材的腳部固定於 11 201116688 各Η型斷面柱之腹板兩面的具翼板十字型斷面柱）而構成。 於前述柱之梁接合部設有隔板（内隔板或外隔板）（未圖 示）。梁2之翼板及腹板炫接於該隔板。隔板與梁2也可透過 續接板(splice plate)(未圖示）接合。而且，梁2或梁接合 部係適宜地具有塑形變形部（省略圖示y炼接前述隔板與柱 時，以藉單斜層（sing丨e bevel gr〇〇ve)之完全熔入熔接而接合 者為佳。 在本貫施形態之鋼骨構造，上樓側之梁2、下樓側之梁 2與柱1之角隅部係藉由斜樓3而連結。藉由如此之鋼骨構 造，可將輸入至建築物之地震能量最初以斜撐3來吸收，且 無法為斜撐3吸收之地震能量可利用梁2之塑性變形來吸 收。 又，在前述形態中，係使用厚鋼板構成之鋼材來作為 側柱la及角柱lb之柱材料，使該柱材料之降伏強度至少為 400N/mm2，例如，使用表1之鋼材C、E。在前述以外，並 無特別定出上限者’但是例如，也可使用拉力強度為 780N/mm2 (設計強度700N/mm2)級的鋼材《藉由熔接將柱材 料組立而得柱1。 第6圖係顯示取柱梁強度比作為參數，以5層2〜4跨度 之3種類的構架為對象，對側柱與梁給予降伏強度的不均， 而求取於大地震時部分崩壞發生機率之結果。第6圖中，橫 軸顯示柱梁強度比，縱軸顯示部分崩壞發生機率。如第6圖 所示’瞭解到在側柱之柱梁強度比為1 _ 5以上時，可降低部 分朋壞之機率。因此，於本實施形態，側检la與和且接合 12 201116688 之梁2之柱梁強度比設定為1.5以上。而且，於第6圖，側柱 之柱梁強度比未滿1 ·5時，部分崩壞發生機率較高的理由考 慮為以下的因素。 (1) 對朝預定方向延伸之特定的梁，水平力（地震力） 從45度方向作用時，與該特定之梁直交而配設之梁也抵抗 該水平力。 (2) 鋼材之不均較大。 (3) 藉由女裝於梁之混凝土地板而提升梁之強度。 亦即，考量藉由上述⑴〜(3)之因素，由於梁成為難以 塑性變形的狀態，負荷便作用在柱上，且部分崩壞易於發 生。 在本發明中，為了不受上述因素的影響，將側柱^之 柱梁強度比設定成1.5以上。藉此’地震時側柱受到拉拔力 而破壞前，可確實使梁降伏。 又，因為在側柱U之柱梁強度比不到3.0便已足夠，所 以使其在3.0以下，检不必為非常大的斷面，而可作為經濟 於此情況，使用降伏強度較梁材料之降伏強度衫之 柱材料’利用使讀料對柱材料姑降伏，在 柱之強度的場合，少的鋼重而提升柱之強产=南 可降低柱之成本。 & Witt’ 角柱1b相較純1於地震時水平力輪入至建築物4 時’拉拔之拉力或是壓人之壓力變得更大。因此 樓屢將相同梁構件接合至側柱la或角柱_，在角 13 201116688 柱梁強度比係設定較在側柱la之枉梁強度比還大，藉以設 定以成為高安全性之耐震鋼骨構造或耐震設計。 第7圖係顯示取角柱之柱梁強度比為參數，以5樓2〜4 跨度之3種類的構架為對象，對角柱與梁給予降伏強度之不 均’以求取於大地震時部分崩壞發生機率的結果。第7圖 中，橫軸係顯示角柱之柱梁強度比，縱軸係顯示部分崩壞 發生機率。如該第7圖所示’瞭解到在角柱之柱梁強度比為 1.7以上時’可降低部分崩壞之機率。因此，於本實施形態 中’設定角柱lb與和其接合之梁2的柱梁強度比為17以 上。特別是在角柱lb相較側柱ia，於地震時作用之拉拔的 拉力之負擔會變大。因此，上述之（1)〜(3)因素關於角柱利 用使其柱b強度比為1.7以上便可消除。又，柱之在角柱1匕 之柱梁強度比以較設定作為側柱lb之上限的3.0還大之35 為上限。藉此，角柱lb不會成為非常大斷面，且可抑制成 本。而且，侧柱與角柱之容許度（對破壞之安全率）為相同程 度，且其比率為1.13(=1.7/1.5)左右者為佳。 又，藉由使用各側柱la及角柱lb之拉力強度（或降伏強 度)較梁2之拉力強度（或降伏強度）高之鋼材，以不降低鋼重 量及熔接性以及搬運裝置之施工性，且可作為更高信賴性 之耐震鋼骨構造之建築物。 有關前述柱梁強度比(α)，參照第5八圖、第58圖所示之 節點的強度比較說明圖予以說明。第5Α圖係說明中桎的場 合之柱梁強度比之圖示，第5Β圖係說明側柱或角桎的場人 之柱梁強度比之圖示。柱1為矩形鋼管柱之柱梁強度比係在 14 201116688 各接合部之周圍，以梁2左右兩端之全塑性彎曲彎矩的和 (側柱1&及角柱關場合為安裝之—個_全塑性彎曲彎 矩)Mpbi、與柱之上樓層的柱下部與下樓層之柱上部的全塑 性弯曲f矩的和相比較者。例如，在多層建築物之第k層以 1接s邛之柱梁強度比為叫時，係以下述⑴來定出。 aki =Mpci/Mpbi (l) z pciu 此處，Mpci = Mpciu+Mpdl Mpciu ·接合部上部柱之全塑性彎曲彎矩 —viu * ayciu ·201116688 VI. Description of the invention: c invention of the technical field of the invention j. Field of the invention The present invention relates to a multi-layer building, etc. The present application claims priority based on Japanese Patent Application No. 2009-058935, filed on March 12, 2009. Background of the Invention In Sakamoto, the rolled steel material (SN material) for building construction is standardized by JIS. In the JIS standard, the performance of the steel used for seismic buildings, the solubility (low carbon equivalent) and the shock resistance (low drop ratio, narrow drop point, and Charpy absorption energy) are normalized. The seismic design of the 'architectural frame', especially the rigid frame of the column and the beam, is based on (1) the earthquake-resistant function caused by the elastic deformation of the frame during small and medium-sized earthquakes. (2) The earthquake-resistant function caused by the plastic deformation of the frame during the earthquake is a basic idea. In detail, in (2), the energy absorbing performance by the plastic deformation of the frame is expected, and plastic deformation is allowed to cause the shock resistance function to function. That is, the design strength is lowered by the plastic deformation property. In order to undertake the Great Party Earthquake, more energy must be absorbed. Therefore, in general, S is used to increase the plastic deformability by using a low YR steel having a ratio YF (= YP/TS) of the fall strength γ Ρ and the tensile strength TS of 201116688 〇 _80 or less as a member constituting the frame. Also, it is recommended to use the failure mode of the framework as an overall failure mode that facilitates 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 15 or more at all nodes. The so-called column-to-beam strength ratio is used as a numerical value for determining the failure mechanism, and is the value obtained by dividing the column strength by the beam strength. The failure mode is that the column of the specific layer (or the plurality of layers) is firstly fluctuated with respect to the beam, and is largely divided into a partial failure mode of the specific layer (or a plurality of layers), and the opposite column of the beam is firstly degraded and the plastic hinge is dispersed throughout The overall destruction mode of the layer. In the partial failure mode in which all of the columns of the particular layer are firstly deflected relative to the beam, the damage occurs even if the number of plastic hinges occurring is small. On the other hand, in the overall failure mode in which the beam is first lowered relative to the column, the plastic hinge breaks when it is formed in the full 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 frame is higher than that of the partial failure mode in the entire failure mode (for example, refer to Patent Document t). Further, a design in which the column beam strength ratio exceeds 1.0 is also known (for example, Patent Document No. 2, 3). In the construction of a multi-story building, a technique in which a beam of the upper layer, a beam of the lower layer, and a column connected thereto are provided with a slanting support using a low-fall point steel is also known. The diagonal bracing is connected to the upper beam (or the corner of the upper column beam) and the corner of the lower column. According to this technique, the column and the beam can be suppressed in the range of elastic deformation even if the horizontal force 201116688 acts on the building due to the earthquake and the like. It is also known that the frame is designed by means of plastically deforming the beam prior to the column and absorbing the seismic energy that the bracing cannot fully absorb and input into the building. An example of the above-described architectural design is shown below. (A) A steel plate having a tensile strength of 2〇〇N/mm2 to 300N/mm2 (each design strength is 80N/mm2 to 205N/mm2) is used for the diagonal bracing. (B) A steel plate having a tensile strength of 4〇〇N/mm2 (SN400) to 590N/mm2 (each design strength is 235N/mm2 to 440N/mm2) is used for the beam member and the column member. (C) A part of the upper and lower blades in the axial direction of the beam is made smaller than the other portions, or a steel having a low relief strength is joined to the joint between the wing and the beam on the column side. The design is constructed as described above, and the beam including the portion which is easily plastically deformed can be firstly lowered relative to the column. As a result, the column can be used within the range of elastic deformation. A steel material having a tensile strength similar to that of the steel material for a beam member is used for the column member. Further, since the lower column is subjected to a large compressive load in the vertical direction, the higher the building, the larger the column size of the lower column, and the larger the weight of the steel. In this case, even a high degree of skill and quality management is required for the fusion. Moreover, most of the steel structure buildings adopt a frame structure (Rahmen structure) composed of a rectangular steel pipe column and an H-section beam. The rectangular steel pipe columns are often made by welding a set of thick plates. 201116688 As described above, as a column material when a column is used in the range of elastic deformation, it is preferable to design a steel material having a strength (falling strength) and a high toughness (brittle resistance) as compared with the plastic deformation property. However, as a steel material having a high design strength, when the amount of the hardening strengthening element such as carbon is increased and the tensile strength is increased, the weldability of the steel material is deteriorated. Therefore, the frequency of occurrence of hardening and fusion cracking of the welded heat affected portion is increased. Further, in the case where the column is preheated and welded in order to prevent hardening and cracking, the construction cost is increased. Once the general steel does not need to be preheated (design strength 235~325N/mm grade), the thickness of each side panel constituting the rectangular steel pipe column will become thicker. 'The welding metal needs to be increased, and the steel weight of the rectangular steel pipe column Become heavier. Therefore, the weight of the building materials will also become heavier and increase the cost. Conventionally, as described above, when a steel frame is designed on the premise that a column is used within the range of elastic deformation, as shown in FIGS. 4A and 4B, a multi-storey building to which a column 1〇1 and a beam 102 are connected is constructed. (The diagonal stay is omitted, but the side column i〇ia, the corner post 1〇1b, and the center pillar 1〇lc provided in one of the buildings 104 are substantially the same as the vertical load of each column, regardless of the position of the arrangement. Usually, the column material of the same performance is used. However, compared with the middle column, when the seismic energy such as the horizontal force of the side column and the corner column is input to the building during the earthquake, the tension or pressure to prevent the collapse of the building will be Therefore, the load on the side column and the corner post is large. [Purpose of the prior art] [Patent Document 1] [Patent Document 1] Japanese Laid-Open Patent Publication No. 2006-291698 No. 6 201116688 [Patent Document 2] JP-A-2006-45821 [Patent Document 3] JP-A-2006-45820 [Non-patent Document] [Non-Patent Document 1] Design of a Cold-Formed Rectangular Steel Tube. Construction Manual (issued by Sakamoto Building Center) C Summary: J Summary of Invention [Summary of Invention] Invented In order to use the column in the range of the elastic deformation, the steel material is selected such that the relationship between the tensile strength and the tensile strength is steel for the bracing < steel for the beam & steel for the column. (A') Use a steel plate with a tensile strength of 200N/mm2 to 300N/mm2 (design strength 8 ON/mm2 to 2 〇5N/mm2) for the diagonal bracing. (B) Use tension on the beam member or column member. The steel plate has a strength of 4〇〇N/mm2 to 590N/mm2 (each design strength is 235N/rnm2 to 440N/mm2). (c') The direction of the beam axis (upper and lower wing) Some of the other parts are joined by sandwiching the steel with a low relief strength at the joint between the wing and the beam on the column side, so that a portion that is easily plastically deformed is provided in the direction of the beam axis. ') The tensile strength of the column member is 49〇N/mm2 to 590N/mm2 or exceeds the 78〇N/mm2 level (the design strength of each is 325N/mm2 to 440N/mm2 or It is a steel plate that exceeds its 201116688 700N/mm2 grade. In such a design, the column member' It is not the side sill and the corner column. When the seismic energy such as the horizontal force during the earthquake is input to the building, the pulling force of the pulling or the pressure of the pressing force acts. The pulling force or pressure acts on the side column and the corner sill. However, the tensile force or pressure is greater at the corner post. Therefore, it is desirable that the angle + main guarantee stress (or strength) is higher than that of the side column. Ren Yan, as described above, for the tensile strength of the south column or the corner column, When the hardening strengthening element such as carbon equivalent is increased, the welding enthalpy of the steel is lowered. Further, when a heterogeneous steel material having a composition different from that of the column material is used, since it is necessary to perform different treatments from the initial stage of the production of the steel material, the cost is increased. Because of such a problem, in the case where the elastic deformation of the column is not used in the range of elastic deformation and the elastic deformation of the column is used as a premise, the heat treatment is performed to improve the lodging strength by changing the composition of the column material without increasing the cooling rate or the like. The way (increasing the buckling ratio) gives you a cheaper column material. In the case of the middle column, the side weight and the corner column, the negative force of the horizontal force acting at the time of the earthquake is different. Therefore, the way in which the middle column, the side column and the corner column are made of the same steel and the properties are different can reduce the construction cost and is more reasonable. In this way, in order to reduce the construction cost, when the high-reduction strength steel is used in the column, the increase and decrease in the high-reduction strength decrease and the elongation decrease, and there is a doubt that the column will be destroyed early. Therefore, there is a need for a seismic-resistant steel structure that eliminates the doubts of early damage and a seismic design method for such a seismic-resistant steel structure. At this time, the steel structure and the seismic design method of the 201116688 earthquake-resistant steel structure can be improved by reducing the steel weight and the price of the column (4) without making the pillar surface very large and without reducing the brittleness of the column material. The present invention has been made in an effort to provide a seismic-resistant steel structure and a seismic design method which are advantageous for such a problem. [Means for Solving the Problem] In order to solve the above problems, the present invention adopts the following means. (1) A first embodiment of the present invention is a side column including a relief strength of 400 N/m 2 or more, a corner column having a relief strength of 400 N/mm 2 or more, and a connection between the side column and the corner column The steel beam structure of the beam, wherein the first column beam strength ratio of the side column is 1.5 or more and 3.0 or less, and the second column beam strength ratio of the corner column is 1.7 or more and 3.5 or less, and the first column of the side column is The beam strength is compared with the aforementioned second column beam strength ratio of the corner column. (2) In the steel skeleton according to the above (1), the aspect ratio of the side column and the corner post may be more than 80% and not more than 95%. (3) A second aspect of the present invention is a design method of a steel skeleton structure including a side column and a corner column having a relief strength of 400 N/mm 2 or more, and a beam connecting the side column and the corner column The design method includes the steps of: setting the intensity ratio of the side column to the beam to be 1.5 or more and 3.0 or less; and setting the strength of the corner column to the beam in the range of 1.7 or more and 3.5 or less. The step of the strength ratio of the side column to the aforementioned beam is high. (4) In the method of designing a steel skeleton according to the above (3), the aspect ratio of the side column and the corner post may be designed to be more than 80% and not more than 95%. [Effect of the Invention] According to the aspect described in the above (1) or (3), since the column beam strength ratio of the side column and the column beam strength ratio of the corner column greatly exceed the 丨〇, the opposite side column and the corner column can be sure The reduction of the drop H is set to 1.5 or more by the column beam strength ratio of the (4) side column, and the column beam strength ratio of the corner column is set to 17 or more, thereby preventing the early damage of the column member and greatly reducing the steel structure. Partial destruction probability. Therefore, a high-relief-strength steel having a high drop ratio and a small elongation can be effectively applied to the side column and the corner. Further, when a horizontal force or the like acts on a building during an earthquake, since the tensile force and the pressure largely act on the corner post, the column beam strength ratio of the corner post is set to be larger than the column beam strength ratio of the side post. Therefore, a highly reliable and durable steel skeleton structure can be obtained. Furthermore, since the strength ratio of the column beam of the side column is set to 3.0, the upper limit of the column beam strength ratio of the corner column is set to 3.5, so that the weight design and strength design necessary for the side column and the corner column can be avoided. In addition, as a further effect, since the thickness of the side column and the corner post can be made thinner than the conventional one, and the sectional area of the side column and the corner post can be reduced, the side column and the corner post can be reduced. The steel weight of the column section. Therefore, the seismic structure can be obtained at a low construction cost. In addition, it is also possible to improve the workability of handling. According to the aspect described in the above (2) or (4), since the side column and the corner column have a fall ratio of 80% or more and 95% or less, the construction cost can be suppressed. BRIEF DESCRIPTION OF THE DRAWINGS Fig. 1 is a front view showing a building according to an embodiment of the present invention. Fig. 2 is a front view group showing the behavior of the building shown in Fig. 1 during an earthquake. Figure 3 is a diagram showing a schematic plan 10 201116688 of the column arrangement of the building shown in Figure 1. Figure 4A is a schematic front view showing a conventional building. Fig. 4B is a schematic plan view showing the column arrangement of the aforementioned building. Figure 5A is a diagram showing the strength comparison of the nodes. Figure 5B shows a comparison of the intensity of the nodes. Figure 6 is a graphical representation showing the relationship between the strength of the column beams of the side columns and the probability of partial collapse. Figure 7 shows a graphical representation of the relationship between the strength of the column beam and the probability of partial collapse. I. Embodiment 3 Description of Preferred Embodiments [Embodiment for Carrying Out the Invention] Next, an embodiment of the present invention will be described in detail. Figs. 1 to 3 show a multi-story building 4 using a frame structure (Rahmen structure) of a seismic-resistant steel structure and an earthquake-resistant design method according to an embodiment of the present invention. The multi-storey building 4 has a seismic-resistant steel structure including a column 1, a beam 2 and a frame 3. The side post 1a, the corner post lb and the center post lc are erected at intervals. Further, the side column 1a and the corner post 1b, the side post 1a and the center post 1c, and the side post 1a are connected by the beam 2. Column 1 is 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 thick steel plates composed of the same steel material by appropriate splicing (by welding) The foot of the steel of the section Τ type is fixed on the 11 201116688 wing-shaped cross-section column on both sides of the web of each type of section column. A partition (internal or outer partition) (not shown) is provided at the beam joint of the aforementioned column. The wings and webs of the beam 2 are spliced to the partition. The partition and the beam 2 can also be joined by a splice plate (not shown). Moreover, the beam 2 or the beam joint portion suitably has a shape-shaped deformation portion (when the illustration of the separator and the column is omitted, the complete fusion welding is performed by a single inclined layer (single bevel gr〇〇ve) In the steel structure of the present embodiment, the beam 2 on the upper floor side, the beam 2 on the lower floor side, and the corner portion of the column 1 are connected by the inclined floor 3. By such a steel The bone structure can absorb the seismic energy input to the building initially by the slanting brace 3, and the seismic energy that cannot be absorbed by the struts 3 can be absorbed by the plastic deformation of the beam 2. Also, in the foregoing form, the thickness is used. The steel material composed of the steel sheet is used as the column material of the side column 1a and the corner column 1b, and the column material has a lodging strength of at least 400 N/mm2. For example, the steel materials C and E of Table 1 are used. However, for example, a steel having a tensile strength of 780 N/mm 2 (design strength 700 N/mm 2 ) may be used. "The column material is assembled by welding to obtain the column 1. The sixth figure shows the strength ratio of the column beam as a parameter. Targeting 3 types of structures with 5 layers of 2 to 4 spans, giving lateral columns and beams a relief The degree of unevenness is obtained as a result of the probability of partial collapse during a major earthquake. In Figure 6, the horizontal axis shows the column beam strength ratio, and the vertical axis shows the probability of partial collapse. As shown in Figure 6, 'understand When the strength ratio of the column beam to the side column is 1 _ 5 or more, the probability of partial damage can be reduced. Therefore, in the present embodiment, the strength ratio of the beam of the beam 2 of the side inspection la and the joint 12 201116688 is set to In addition, in Fig. 6, when the strength of the column beam of the side column is less than 1.25, the reason for the high probability of partial collapse is considered as the following factors: (1) Specific to the predetermined direction Beam, horizontal force (seismic force) When acting from a 45-degree direction, the beam that is placed orthogonal to the particular beam also resists the horizontal force. (2) The unevenness of the steel is large. (3) By women's clothing The strength of the beam is raised by the concrete floor of the beam. That is, considering the factors (1) to (3) above, the load acts on the column due to the state in which the beam is difficult to be plastically deformed, and partial collapse is prone to occur. In the invention, in order not to be affected by the above factors, the column beam of the side column is strong The degree ratio is set to 1.5 or more. Therefore, the beam can be surely lowered before the side column is damaged by the pulling force during the earthquake. Moreover, since the column beam strength ratio of the side column U is sufficient, it is sufficient. Below 3.0, the inspection does not have to be a very large section, but can be used as an economical case, using the lodging strength of the beam material compared to the beam material of the beam material's use of the material to make the reading material to the column material, the strength of the column Occasionally, less steel weight and strong column lift capacity = South can reduce the cost of the column. & Witt' corner column 1b compared to the pure 1 during the earthquake when the horizontal force is turned into the building 4 'pull pull or pressure The pressure on the person becomes larger. Therefore, the same beam member is joined to the side column la or the corner column _, and the strength ratio of the column beam at the angle 13 201116688 is larger than the strength ratio of the beam at the side column la, so as to set It is a high-safety earthquake-resistant steel structure or seismic design. Figure 7 shows the strength ratio of the column beam of the corner column as the parameter. The frame of the 3 types of 5 to 2 spans is used as the object, and the unevenness of the diagonal column and the beam is given to obtain a partial collapse in the event of a major earthquake. The result of a bad chance of occurrence. In Fig. 7, the horizontal axis shows the column beam strength ratio of the corner column, and the vertical axis shows the probability of partial collapse. As shown in Fig. 7, it is understood that when the column beam strength ratio of the corner post is 1.7 or more, the probability of partial collapse can be reduced. Therefore, in the present embodiment, the ratio of the strength of the column beam of the beam 2 and the beam 2 joined thereto is set to be 17 or more. In particular, in the case where the corner column lb is compared with the side column ia, the tensile force of the drawing during the earthquake is increased. Therefore, the above factors (1) to (3) can be eliminated with respect to the corner column so that the column b intensity ratio is 1.7 or more. Further, the column beam strength of the column at the corner column is an upper limit of 35 which is larger than 3.0 which is set as the upper limit of the side column lb. Thereby, the corner post lb does not become a very large section and can suppress the cost. Moreover, the tolerances of the side columns and the corner posts (safety rate for damage) are the same, and the ratio is about 1.13 (=1.7/1.5). Moreover, by using the steel material having the tensile strength (or the relief strength) of each of the side columns 1a and 1b, which is higher than the tensile strength (or the relief strength) of the beam 2, the steel weight and the weldability and the workability of the conveying device are not reduced. It can also be used as a building with a high reliability and shock-resistant steel structure. Regarding the above-described column beam strength ratio (α), the intensity comparison explanatory diagram of the nodes shown in Figs. 5 and 58 will be described. The fifth figure shows the strength ratio of the column beam in the middle of the column, and the fifth figure shows the intensity ratio of the column beam of the side column or corner. Column 1 is a rectangular steel tube column. The strength ratio of the column beam is around the joints of 14 201116688, and the sum of the full plastic bending moments of the left and right ends of the beam 2 (the side column 1 & and the corner column is installed for the occasion) The full plastic bending moment) Mpbi is compared with the sum of the full plastic bending f moments of the upper part of the column on the upper floor of the column and the upper part of the column on the lower floor. For example, when the strength ratio of the column beam of the k-th layer of the multi-storey building is 1 s, it is determined by the following (1). Aki =Mpci/Mpbi (l) z pciu Here, Mpci = Mpciu+Mpdl Mpciu · Full plastic bending moment of the upper column of the joint —viu * ayciu ·
Mpcil :接合部下部柱之全塑性彎曲彎矩=%,· Ad Gyciu : i接合部上部柱之降伏應力度 aycii : i接合部下部柱之降伏應力度 Z pciu : i接合部上部柱之塑性斷面係數 Zpcil : i接合部下部柱之塑性斷面係數 viu : i接合部上部之柱之轴力所產生之全塑性彎曲彎矩 的降低率 軸力比 η $0.5時，Viu= ( 1 —4n2/3) n >0·5時 ’ viu = 4 ( 1-n) /3 v 1 1 · i接合部下部之柱之軸力所產生之全塑性彎曲彎 矩的降低率 軸力比 n S0.5時，V"= ( 1 — 4π2/3) η >0.5時，”丨丨=4 ( 1-n) /3 又’在本發明之實施形態中’作為側柱la或角柱lb使 用，較佳者係再加上作為中柱lc使用之柱材料係與前述之 [S 1 15 201116688 鋼材A'B同樣成分的鋼材，但是相較該等鋼材a、b，係使 用措由比從沃斯田_體分散體之冷卻速度更快速之製造 斤氣得的鋼材。作為柱材料之鋼材係被熱處理(調整以 使從沃斯w鐵固體分散體之冷卻速度變快），組織(波來鐵組 Λ等）¼、’.田化，且提咼降伏強度。因此，可實現柱間之跨度 為111 25m之大規模空間，即使荷重負擔增大，也可得可 易於對應其之高強度的柱。而且，由於鋼材之成分未變， 因此不會降低藉由熔接而將隔板或梁翼板等安裝於柱時等 之熔接性。 作為材料，如鋼材C般，利用將隔板等之構件全熔入熔 接於柱時之炫接熱影響部(HAZ)之化學成分fHg制在〇 58 以下，以不使熔接性降饵，又，希望使夏比（charpy)衝擊能 里及收性能vE〇為70J以下之鋼材。 又，降伏比一旦超過95%，由於柱之彈性變低、脆性 增加’便使降伏比在95%以下。 【表一】Mpcil : Full plastic bending moment of the lower part of the joint = %, · Ad Gyciu : i The degree of relief stress of the upper column of the joint aycii : i The degree of stress of the lower column of the joint Z pciu : i Plastic break of the upper column of the joint Surface coefficient Zpcil : i The plastic cross-section coefficient of the lower column of the joint part viu : i The reduction rate of the full-plastic bending moment generated by the axial force of the upper part of the joint is Viu = ( 1 - 4n2 / 3) When n > 0·5 ' viu = 4 ( 1-n) /3 v 1 1 · The reduction rate of the full plastic bending moment generated by the axial force of the column at the lower part of the joint is the axial force ratio n S0. At 5 o'clock, when V "= ( 1 - 4π2 / 3) η > 0.5, "丨丨 = 4 ( 1-n) / 3 and 'in the embodiment of the present invention' is used as the side column la or the corner column lb, Preferably, the column material used as the center column lc is the same as the steel material of the above-mentioned [S 1 15 201116688 steel A'B, but compared with the steel materials a and b, the use ratio is compared with that from the Voss. The field_body dispersion has a faster cooling rate and produces a steel material. The steel material used as the column material is heat treated (adjusted to cool the solid dispersion from Worth W iron). The degree becomes faster), the organization (Bolaite group, etc.) 1⁄4, '. Tianhua, and the lifting strength. Therefore, a large space between the columns of 111 25m can be realized, even if the load burden is increased, It is possible to obtain a column which can easily correspond to the high strength thereof. Further, since the composition of the steel material is not changed, the weldability such as when the separator or the beam wing plate or the like is attached to the column by welding is not reduced. In the case of the steel material C, the chemical composition fHg of the sleek heat-affected zone (HAZ) when the member such as the separator is completely fused to the column is made below 〇58, so that the weldability is not reduced, and the summer is desired. Compared with the (charpy) impact energy and the steel with a performance vE〇 of 70J or less. Once the ratio of the drop is more than 95%, the elasticity of the column becomes lower and the brittleness increases, so the ratio of the drop is less than 95%.
而且，有關中柱lc(側柱la及角柱lb以外的柱），即使柱 梁強度比未滿1.0,為了柱梁接合部框架（相當於柱與梁接合 部位之柱側之梁高尺寸的側面板部分或藉由各側面板構成 鋼種 強度 [Ν/ mm2〕 125-- 鋼材 *355~~' —鋼材c ~400 lT ~~二— ~44〇 ---- 網材E 500 16 201116688 之箱型或是圓形的框架的部分）較柱先行塑性變形以防止 中柱lc之破壞，因此不需對柱梁強度比設限。 又’也可與前述習知的情況相同，使用降伏強度較梁2 低之鋼材作為斜撐3，且部分具有可使塑性變形的部分3a。 由上述’在作本發明之耐震鋼骨構造或是耐震鋼骨構 造之耐震料時，餘㈣之降伏強度至少為4GGN/mm2， 為了防止則述柱材料之破壞，可使在側柱之柱梁強度比為 1.5以上且在3.〇以下，且在角柱之柱梁強度比為17以上且 在3·5以下。較佳者可為在側柱之柱梁強度比為I·5以上且在 1.7以下’在角柱之柱梁強度比為1 7以上且幻9以下。又， 可採取使用降伏強度較梁材料之降伏強度高之柱材料，以 使梁材料較柱材料先行降伏之耐震鋼骨構造或如此般的耐 震設計方法。採取使用高降伏強度之柱材料的柱時，由於 可使柱材料之鋼重減少1成〜3成左右，因此可降低建設成 本0 實施本發明時，作為1樓以上之樓層的柱，除了矩形麵 管柱或箱輯面柱以外，也可採取圓形鋼管柱、Η型斷面扭 或是將斷面Τ形之鋼材的腳部藉㈣接而固定於Η型斷面 柱之腹板的具翼板的十字形斷面柱。 【產業上之利用可能性】 依據本發明’料使_面變得㈣大又，不使柱 材料之炫接性降低，且可降低鋼重之價格便宜的柱而可獲 得合理構造之耐震鋼骨構造。因此，產業上之利用可能性 大0 17 201116688 I：圖式簡單說明3 第1圖係顯示本發明之一實施形態的建築物之前視圖。 第2圖係顯示第1圖所示之建築物於地震時之舉動的前 視團。 第3圖係顯示第1圖所示之建築物之柱配置的概略平面 圖。 第4A圖係顯示習知建築物之概略前視圖。 第4B圖係顯示前述建築物之柱配置的概略平面圖。 第5A圖係節點之強度比較說明圖。 第5B圖係節點之強度比較說明圖。 第6圖係顯示側柱之柱梁強度與部分崩壞之發生機率 的關係之圖示。 第7圖顯示角柱之柱梁強度與部分崩壞之發生機率的 關係之圖示。 【主要元件符號說明】 1...柱 2...梁 la. ..側柱 3...斜撐 lb. ..角柱 3a...塑性變形的部分 lc. ..中柱 4...多層建築物 18Further, regarding the middle column lc (the column other than the side column la and the corner column lb), even if the column beam strength ratio is less than 1.0, the column beam joint frame (corresponding to the column height side of the column side of the column and beam joint portion) The panel part or the strength of the steel type by each side panel [Ν/ mm2] 125-- steel *355~~' - steel c ~400 lT ~~ two - ~44〇---- The box of E 500 16 201116688 The part of the frame or the circular frame is plastically deformed earlier than the column to prevent the destruction of the center column lc, so there is no need to limit the column beam strength ratio. Further, as in the case of the prior art, a steel material having a lower drop strength than the beam 2 is used as the diagonal stay 3, and a portion 3a which is plastically deformable is partially provided. From the above-mentioned "shock-resistant steel structure of the present invention or the earthquake-resistant steel structure of the earthquake-resistant steel, the residual strength of the remaining (four) is at least 4GGN/mm2, in order to prevent the destruction of the column material, the column in the side column can be The beam strength ratio is 1.5 or more and 3.3 or less, and the column beam strength ratio in the corner column is 17 or more and 3.5 or less. Preferably, the column beam strength ratio in the side column is I·5 or more and 1.7 or less. The column beam strength ratio in the corner column is 17 or more and the illusion 9 or less. Further, it is possible to adopt a seismically resistant steel skeleton structure in which the beam material having a higher lodging strength than the beam material is lowered, so that the beam material is firstly degraded compared to the column material or such a seismic design method. When a column using a column material having a high relief strength is used, since the steel weight of the column material can be reduced by about 10% to about 30%, the construction cost can be reduced. 0 When the present invention is implemented, the column as the floor of the first floor or higher, except the rectangle In addition to the face pipe column or the box face column, it is also possible to adopt a circular steel pipe column, a 断面-shaped section twist or a foot portion of the steel of the section Τ shape to be fixed to the web of the 断面-shaped section column by (4). Cross-shaped cross-section column with wings. [Industrial Applicability] According to the present invention, it is possible to obtain a reasonably constructed seismic steel according to the invention that the material is made larger (four) and the column material is not reduced in the splicing property, and the column having a cheap steel weight can be reduced. Bone structure. Therefore, the industrial use possibility is large. 0 17 201116688 I: BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is a front view showing a building according to an embodiment of the present invention. Fig. 2 is a front view group showing the behavior of the building shown in Fig. 1 during an earthquake. Fig. 3 is a schematic plan view showing the arrangement of the columns of the building shown in Fig. 1. Figure 4A is a schematic front view showing a conventional building. Fig. 4B is a schematic plan view showing the column arrangement of the aforementioned building. Figure 5A is a diagram showing the strength comparison of the nodes. Figure 5B shows a comparison of the intensity of the nodes. Figure 6 is a graphical representation showing the relationship between the strength of the column beams of the side columns and the probability of partial collapse. Figure 7 shows a graphical representation of the relationship between the strength of the column beam and the probability of partial collapse. [Main component symbol description] 1...column 2...beam la.....side column 3...slanting lb. . . corner column 3a...plastically deformed part lc. .. center column 4.. .Multi-storey building 18