201135111 六、發明說明： 【發明所屬之技術領域】 本發明係關於支撐設於原子能發電設備、火力發電設 備、化學設備等各種設備中之配管的構造物。 【先前技術】 如圖15所示，没於各種設備之配管，配管之軸之直 角方向（X方向），係於支撐構架101之所有支撐點1〇2其移 動被拘束（固定），軸向（Y方向）則考慮到配管100之熱延伸 而在支撐點102之一部份處固定，但在其餘之支撐點i 〇2則 成可動狀態。 另，配管100布滿於設備内，當配管1〇〇改變朝向而配置 時，如圖16所示，係使用複數之支撐構架1〇1，每個直線 部份係以支撐構架丨0丨支撐。 以上之配管支撐構造物若受到源自大地震之大振動時， 包含支撐構架1〇1之支撐構造物整體之衰減性能較小，因 此需要對配管固疋部之破損，或配管本體之破損作出準 備另配管支撐構造物整體若產生大變形時，需要講求 防止與鄰接之設備建築等產生碰撞之手段。又，使用複數 之支撐構架101時，於鄰接之支撐構架101間會產生相對變 位從而當然不只是防止配管100於支撐點夏02間破損，還 需要防止支撐點102本身之破損。例如如圖16產生相對變 位Δχ時，會有在配管固定點之⑷部份、配管固定點⑴部 份處配管損傷之虞。 因此，為提高配管之抗震性能，專利文獻丨中提案有對 151171.doc 201135111 配管與支撐構架間插入積層橡膠體，而提高配管系統之衰 減性能，藉此而降低地震時配管之響應。 另’專利文獻2中，提案有藉由以桿連結固定於支撐構 架上之振動抑制裝置與配管，使振動抑制裝置吸收地震振 動時之振動能量，而降低配管之響應。 [先前技術文獻] [專利文獻] [專利文獻1] 曰本特開昭63-312594號公報 [專利文獻2] 曰本特開平1-1 8873 5號公報 【發明内容】 [發明所欲解決之問題] 但，以支撐構架直接支撐如圖15、圖16所示之配管之構 造物的情形時，t有在西己管100與支揮構架1〇1間缺乏組裝 入積層橡膠體等S件之空間之情形。因此，就既設支撲構 架的情形而言，需要大幅修改配管系統。 本發明係、基於如此課題而完成者，其目的係在提供一種 即使是既設者亦可在無須進行配線系統之修改下提高抗震 性能之配管支撐構造物。 [解決問題之技術手段] ，基於該目的 、或支柱與樑 配管系統之修 本發明之主旨係提供一種配管支撐構造物 而元成之配管支撐構造物係在以支杈與托標 構成之構面内設置制震機構，從而可不進行 15117i.doc 201135111 =可提高抗震性能。即’本發明之配管構造物包括支揮 人.\ 乂托襟上之支揮點予以支撐之配管；該支擇構架包 3 .從設置面立設，扃 在配g之徑向隔以間隔配置，且在配 S之軸向隔以間隔重複配置之複數之支柱，·沿著徑向支樓 於支柱之托樑；沿著轴向支撐於支柱之樑。並且，本發明 之配官支律構造物之特徵在於具傷：第㈤震機構，其設 於由鄰接於徑向之支柱與托樑所構成之！個或2個以上之第 冓中’及第2制震機構’其設於由鄰接於軸向之支柱與 樑所構成之1個或2個以上之第2構面令。 ^ 本發明之配管支樓構造物中’第1制震機構係以設於包 含具有使配管之徑向移動受到拘束之支樓點(以下稱拘束 支撐點)之托樑之第1構面較佳。另，本發明之配管支撐構 造物中’第2制震機構係以設於與具有使配管之轴向移動 又到拘束之支擇點的托樑鄰接之第2構面較佳。在較大震 動施加於配管支撑構造物時’會對拘束支撐點施加較大之 反作用力。因此’為提高拘束支揮點周圍之衰減性能，建 議在包含具有拘束支樓點之托樑之第1構面，及/或與具有 拘束支撐點之托樑鄰接之第2構面設置制震機構。 作為本發明之第1制震機構或第2制震機構，可使用阻尼 構件。藉由將阻尼構件設於構面内，可提高該構面之衰減 性能。作為阻尼構件，可使用軸降伏型阻尼、剪切板型阻 尼、摩擦型阻尼等眾所周知者。 作為本發明之第1制震機構，除阻尼構件外，亦可為以 支撐點為中心於徑向兩側將剖面減少部設於托樑上之形 151171.doc 201135111 態。該形態係藉由因震動而於托樑兩端產生之彎曲力矩， 使剖面減少部彎曲降伏’藉而吸收震動能量。 本發明之配管支撐構造物中，係以具備限制支撐構架之 徑向及軸向中任一方或兩方之變位之變位控制機構較佳。 藉由限制支撐構架之變位，而防止配管支撐構造物與鄰接 · 之構造物碰撞。另，還可確實達到防止支撐點間之配管破 ， 損、支撐點之配管破損之效果。 [發明之效果] 本發明之配管支撐構造物係於構面中設置制震機構者， 因此即使不進行既設者之配線系統之修改，亦可提高抗震 性能 【實施方式】 <第1實施形態> 以下’基於附圖所示之實施形態詳細說明本發明。 如圖1所示’第1實施形態之配管支撐構造物3〇係由支撐 構架10 '及以支撐構架1 〇支撐之配管20所構成。 支撐構架10係如下構成。 具備從6又置面G立设之複數之支柱1。支柱1係於配管2〇 之授向（圖中X方向）隔以間隔配置成2列，且於配管2〇之軸 - 向（圖中Υ方向）以均等間隔配置成5行。又，配管支撐構造 _ 物3 0係延設於軸向者’但圖1只顯示其一部份。 配管支撐構造物30具備沿著配管20之徑向支撐於支柱1 上之托樑2，及沿著配管20之軸向支撲於支柱1上之樑3。 利用在配管20之徑向鄰接之二個支柱1與托樑2所構成之各 151171.doc -6 · 201135111 單元而構成第1構面4。另，利用在配管20之軸向鄰接之二 個支柱1與樑3，由各單元而構成第2構面5。 第1構面4、第2構面5各者中設有撐桿6。撐桿6在各第^ 構面4、各第2構面5中配設成反v字狀，以提高支撐構架 之剛性。本實施形態中，撐桿6成為設於各第丨構面*、各 第2構面5之制震機構之構成要素。 如上構成之支撐構架10中，配管20以托樑2上之支撐點p 支撐於鉛直方向。另，配管2〇以於各支撐點p被拘束其徑 向移動之方式經固定。又，配管2〇以箭頭之前端彼此匯合 之支撐點P(軸向正中之支撐點p)處被拘束其軸向移動之方 式經固定◊於軸向被拘束之支撐點p較少，係為抑制由於 熱延伸產生於配管20之熱應力之影響。 直接支撐配管20之支撐構架10中，例如由於地震而產生 大振動能量時，於支撐點P及其附近產生較大反作用力， 因此，配管支撐構造物30在包含具有配管2〇其徑向移動受 到拘束之支撐點P的托樑2之第1構面中設置第丨制震機構。 另，配管支撐構造物30在與具有配管2〇其軸向移動受到拘 束之支撐點P的托樑2鄰接，即夾著托樑2在軸向相連之2個 第2構面5中設置第2制震機構。又，圖艸，顯示以粗線描 繪之撐桿6上於第1構面4中作為第丨制震機構之構成要素設 置。 … 作為第1制震機構、第2制震機構，可使用各種制震裝 置。將該例顯示於圖2，本發明可將軸降伏型阻尼（圖 2(a))、剪切板型阻尼i 2(圖2(b))、摩擦型阻尼丨3(圖2(c))作 151171.doc 201135111 為第1制震機構、第2制震機構應用。但本發明不限於此， 亦可適用發揮其他衰減效果之制震裝置。支撐配管20之支 樓構架1 0之負擔負荷係以較小之情形較多，因此此時適合 使用易以小負荷實現非線形行為之摩擦型阻尼13。軸降伏 型阻尼11、剪切板型阻尼12及摩擦型阻尼13為相關領域技 術人員眾所周知，因此此處說明省略。 軸降伏型阻尼丨丨等制震裝置係為利用伴隨著因大地震等 大振動能量之輸入負荷，使負荷-變位關係調整進入非線 形區域（軸降伏型阻尼、剪切板型阻尼之情形時係鋼材之 降伏，摩擦型阻尼之情形時係滑動區域）而設置。由此， 大地震時進入制震裝置之負荷_變位關係，根據其遲滯能 量而吸收地震能量。 要提局支撐構架1 〇之衰減性能，除如上所述設置制震裝 置以外亦屬可能。例如如圖3(a)所示，藉由以支撐點P為中 心於配管20(圖3中省略）之徑向兩側之托樑2上設置缺口部 (刮面減少部）！4,可提高該構面之衰減性能。該制震機構 係利用由振動而於托樑2兩端產生之彎曲力矩（箭頭所示卜 使缺口部14彎曲降伏，並利用該負荷_變位遲滯能量（圖 3(b))而吸收地震能量。惟托樑2需要預先確保可支撐因配 管20所造成之鉛直負荷之強度。 本實施形態中，對於與所固定之支撐點p無關連性之第！ 構面4、第2構面5，在本實施形態中設有撐桿6，但若強声 上無問題則亦可撤除。若為只支撐垂直負荷之撐桿6，則 可以對水平方向之變形無影響之方式變更成柱構件。另， I51171.doc 201135111 配管20之支撐條件與先前相同即可。 如上說明，根據本實施形態，由於在第丨構面4、第2構 面5中設置制震機構(第1制震機構、第2制震機構)，因此即 使疋既《又之配笞支樓構造物3 〇亦無需修改配管系統。另’ 藉由只對與配管20之固定支撐點p關連之構面4'構面5組 裝入制震機構，可更有效地提高支樓構架1〇之纟減效果， 且無需對配管固定點附近以外之構面作修改（撐桿等之撤 ”等）因而了抑制成本。尤其如圖3所示，於托樑2上設 置缺口部之情形時，無需進行將設於第1構面4、第2構件5 之既有之撐桿6替換成耐震裝置之作業’因此在成本之點 上有利。 ‘ <第2實施形態> 接著，針對控制第i實施形態之支撐構架1〇之變位之變 位控制機構，一面參照圖4〜圖8—面說明。 如圖4、5所示，變位控制機構之第丨例係利用鄰接構造 物15而限制支撐構架1〇之變位者，在支撐構架1〇(樑3)與鄰 接構造物15間設置阻擋器16。該阻擋器16包含凹型雌構件 16a與凸型雄構件16b。雌構件16a與雄構件丨讣皆為鋼製。 雌構件16a設於與所欲控制變位之方向平行之鄰接構造物 15上，雄構件16b設於支撐構架1〇(樑3)上。又當然亦可 將雄構件16b設於鄰接構造物15上，將雌構件16a設於支撐 構架10上β 如圖5 (b)所示’雌構件i 6a與雄構件i 6b間之間隙△係以 使支撐構架1〇之最大變位量在容許變位量以内之方式設 151I71.doc •9· 201135111 疋。藉由⑨置該阻擋器16，加上圖5(。)所*之構架（支樓構 架1〇)之特性與阻擋器16之特性，在支撐構架1〇達到容許 變位量之前顯示圖5(c)之右側線圖之行為。 接著第2例之變位控制機構如圖6所示，係使用橡膠等 彈性體之阻擋器17，在與欲控制變位之方向（振動方向）正 父之鄰接構造物15之側面設置包含彈性體之阻擋器17。 阻擋器17與支撐構架10相接，或以在與支撐構架1〇之間 設置間隙△量(圖6(b))之方式設置’又，任一情形下均是以 支，架1〇之最大變位量落於容許變位量内之方式設置阻 擋器17藉由祝置该阻擋器17，加上圖❿)所示構架（支標 構架1〇)之特性！^擋器17之特性，在支撐構架Μ達到容 許變位量前顯示圖6(c)之右側線圖之行為。 复位控制機構即使無鄰接構造物15亦可設於支撐構架⑺ 本身上。參照圖7〜圖9說明該例。 圖7係顯^應用軸降伏型阻尼11之支樓構架1G。此時， 第1構面4内，夹著軸降伏型阻尼1〇之支撐點，於兩側將一 :阻擋器18設成八字形。如圖7⑷所示，阻擋器18一端固 定於托樑2上，另一端與撐桿6間設有間隙。該間隙規定支 撐構架10之容許變位量。 根據以上之支樓構架1G，如圖7(b)所示，由於地震如反 ㈣頭所示之有朝右負荷加於托樑2上時，支推構架10以 上端朝右成最A變位量之方式變形。但變位量達到容許變 位量時’位於右側之阻擋器18前端與支柱1抵接，控制支 撐構架10之變位。 151171.doc 201135111 圖8係顯示應用剪切板型阻尼12之支撐構架〗〇。此時， 第1構面4内’夾著剪切板型阻尼丨2，於兩側設置一對阻擋 器19。如圖8(a)所示’阻擋器19係以在與剪切板型阻擂器 12間設有間隙之方式，以一端固定於托樑2上，該間隙規 定支撐構架10之容許變位量。 根據以上之支撐構架1〇，如圖8(b)所示’由於地震以反 白箭頭所示之有朝右負荷施加於托樑2時，支撐構架1 〇係 以上端朝右成最大變位量之方式變形。伴隨於此，剪切板 型阻尼12變形成平行四邊形。但，支撐構架1〇之變位量達 到容許變位量時’剪切板型阻尼12左下側角係與位於左側 之阻擋器19抵接，而控制支撐構架丨〇之變位。 又’此處係針對剪切板型阻尼丨2進行說明，但對摩擦型 阻尼13亦同樣適用。 另，對摩擦型阻尼13可不使用阻擋器，而將變位控制機 構没於支樓構架丨0本身。該第3例形態係顯示於圖9。 該摩擦型阻尼13係由第1摩擦體131與第2摩擦體132所構 成°摩擦型阻尼13利用第1摩擦體131與第2摩擦體132之接 觸面之摩擦力而吸收振動能量。第2摩擦體132上固定有撐 桿6之一端側，第2摩擦體132與撐桿ό成一體而變位。 第1摩擦體131包含高μ部i31a與低μ部131b，以低μ部 13 11?為中心於其兩側配置高μ部131a。高μ部13 la比低μ部 131b摩擦係數高。當然摩擦係數之高低係指第1摩擦體131 與第2摩擦體132之接觸面之摩擦係數。另，第2摩擦體132 之該接觸面之摩擦係數均等。 151171.doc 201135111 以上摩擦型阻尼13在第1摩擦體131之低μ部i3lb與第2摩 擦體132接觸之範圍内，如圖i〇(c)所示，以低摩擦力^^使 第1摩擦體131與第2摩擦體132相對變位。但，如圖9(b)所 示，第2摩擦體132若與第1摩擦體131之高4部1313接觸， 如圖9(c)所示，第1摩擦體131與第2摩擦體132間會產生高 摩擦力F2，而限制第2摩擦體132之變位。 如上，藉由在第1實施形態中設置變位控制機構，可實 現有效之地震能量之吸收，且進而可使支撐構架1〇之變位 落於容許範圍内。因此，可避免變位變大而招致支撐構架 10或配管20之破損。 第1例之鋼製阻擋器16之情形中，地震時支撐構架1〇超 過雌構件16a與雄構件16b間之間隙量△而變位時，雌構件 16a與雄構件16b接觸，對支撐構架1〇之剛性附加上阻擋器 1 6之剛性，而防止支撐構架i〇之變位超過容許變位。 第2例之包含彈性體之阻擋器17之情形中，地震時若支 禮構架10與阻擋器17接觸，則如圖6(c)所示，阻擋器為使 其在作某種程度之變形時不作更大程度之變形，乃利用該 性質而將支撐構架10之變位量控制在容許變位量以下。 如第3例所示，於支撐構架1〇本身設置變位控制機構 時，將有無關周圍之構造物可將支撐構架丨〇之變位控制在 容許範圍内之優點。 <第3實施形態> 支撐構架10之振動特性全體一致，在確保支撐構架1〇之 抗震性之層面而言較佳。因此，需要調整所使用之各制震 151171.doc •12· 201135111 機構（制震裝置）之特性。第3實施形態中說明該例。 例如’針對具備支撐於圖10(a)所示之二個構架A、Β之 配管20之配管支撐構造物3〇，說明調整制震裝置之特性之 例。 <剛性之調整> 0構架A、B都是X方向、Y方向之特佳模式，係調整制震 裝置之剛性，使構架成全體於同方向移動般之振動模式。 例如構架A為如圖10(b)所示之支撐構架時，其χ方向及 γ方向之特佳模式分別成為如圖η '圖12所示。 Π)以構架A、Β之各方向之特佳模式振動數成一致之方式 調整剛性。具體言之，使構架Α之X方向、γ方向之特佳模 式之固有振動數為Tax、Tay，構架BiX方向、γ方向之特 佳模式之固有振動數為Tbx、Tby時，Tax = Tbx， Tay=Tby。 <降伏負荷之調整> 地震時作用於配管2 〇之支揮點p之負荷由於慣性力之不 均而於每個支樓點p上不同。由此，作用於制震裝置之 負荷亦有不均—之情形，因此考慮該等因素而設定各制震 裝置之降伏負荷’制震裝置降伏後振動亦為一致。 ❹’如圖13所示’配㈣於固定於γ方向之支揮點處 由於地震而有Y方肖之負荷P1〜P7作肖時，該等因慣性力 之不均-而有所不同。此處’圖13之負荷狀態日寺，為使其 降伏而調整制震裝置之降伏軸力之情形下，將該狀態下之 制震裝置中產生之負荷作為降伏轴力設定。即，以制震裝 151171.doc •13· 201135111 置a、b為例，將圖π之狀態下產生之負荷pa(Nay)、pb (Nby)作為降伏負荷設定。圖14目視確認顯示該特性。 即，制震裝置a、b同時軸降伏。 如上，藉由使支撐構架10之振動特性全體一致，可以配 管支撐構造物30全體有效吸收地震能量。 另’為使各支撐構架1 〇彼此之振動特性一致，使支撐構 架10以同相位振動’可防止伴隨著支撐構架1〇彼此之相對 變位之固定點（支撐點）P間之配管20之破損、或固定點（支 撐點）P之破損等。 以上說明僅係本發明之一實施形態，在不脫離本發明主 旨之範圍内’可取捨選擇上述實施形態中所舉之構成，將 其適當變更為其他構成。 【圖式簡單說明】 圖1係顯示第1實施形態之配管支撐構造物之基本構成之 圖。 圖2係顯示第1實施形態之配管支撐構造物所使用之制震 機構之圖’（a)係顯示軸降伏型阻尼之概要構成與其負荷_ 變位經歷曲線，（b)係顯示剪切板型阻尼之概要構成與其負 荷-變位經歷曲線，（c)係顯示摩擦型阻尼之概要構成與其 負荷-變位經歷曲線。 圖3(a)、（b)係顯示於托樑上設置缺口而提高衰減性能之 例0 圖4係顯示第2實施形態之配管支撐構造物。 圖5(a)〜(c)係說明圖4之變位控制機構之細節之圖。 151171.doc •14· 201135111 圖6(a)〜（c)係顯示控制振動方向之變位> _ 之圖。 i位之變位控制機構 圖7 (a )、（ b)係顯示應用軸降伏型阻尼之支撐構 設有變位控制機構之例之圖。 身上 。圖8(a)、（b)係、顯示應用剪切型阻尼（或摩擦型阻尼）之支 撐構架本身上設有變位控制機構之例之圖。 圖9⑷〜⑷係㈣應用摩擦型阻尼之切構 有變位控制機構之例之圖。 牙上6又 圖1〇⑷係顯示應用第3實施形態之配管支樓構造物之 例，（b)係顯示該支撐構架之構成。 圖11係顯示圖10⑻所示之支揮構架之X方向之特佳㈣ (虛線）之圖。 付佳模式 圖12係顯示圖丨0(b)所示之支樓 (虛線)之圖。 支樓構…向之特佳模式 ㈣係顯示Y方向之負荷㈣作用於_⑷所示之配 S支撐構造物之支撐點上之狀態。 圖14係顯示將圖Ϊ 3之負荷狀態時於制震裝置a、b中產生 之負荷pa(Nay)、Pb(Nby)作為降伏負荷而設定之圖。 圖Η係顯示先前之配管支樓構造物之基本構成之圖。 圖⑹系顯正交之配管之先前之崎切構造物之 圖。 【主要元件符號說明】 支柱 2 托樑 151171.doc 15 201135111 3 樑 4 第1構面 5 第2構面 6 撐桿（第1制震機構、第2制震機構） 10 支撐構架 11 轴降伏型阻尼 12 剪切板型阻尼 13 摩擦型阻尼 14 缺口部 15 鄰接構造物 16 、 17 、 18 、 19 阻擋器 20 配管 30 配管支撐構造物 151171.doc -16-[Technical Field] The present invention relates to a structure for supporting piping provided in various devices such as an atomic power generation facility, a thermal power generation facility, and a chemical equipment. [Prior Art] As shown in Fig. 15, the pipe is not in the piping of various devices, and the direction of the right axis of the pipe (X direction) is tied to all the support points of the support frame 101. The movement is restrained (fixed), the axial direction. (Y direction) is fixed at one of the support points 102 in consideration of the heat extension of the pipe 100, but is movable in the remaining support points i 〇2. In addition, the pipe 100 is covered in the equipment, and when the pipe 1〇〇 is changed in orientation, as shown in Fig. 16, a plurality of support frames 1〇1 are used, and each straight portion is supported by a support frame 丨0丨. . When the above-mentioned piping support structure is subjected to large vibrations due to a large earthquake, the damping structure including the support structure of the support frame 1〇1 has a small attenuation performance, and therefore it is necessary to damage the piping solid portion or the damage of the piping body. When preparing the other piping support structure as a whole, if a large deformation occurs, it is necessary to prevent the collision with the adjacent equipment building or the like. Further, when a plurality of support frames 101 are used, relative displacement occurs between the adjacent support frames 101. Of course, it is not only necessary to prevent the pipe 100 from being damaged between the support points and the summer 02, and it is also necessary to prevent breakage of the support points 102 themselves. For example, when the relative displacement Δχ is generated as shown in Fig. 16, there is a risk of piping damage at the portion (4) of the pipe fixing point and the pipe fixing point (1). Therefore, in order to improve the seismic performance of the piping, the patent document 提案 proposes to insert a laminated rubber body between the piping and the supporting frame of 151171.doc 201135111, thereby improving the damping performance of the piping system, thereby reducing the response of the piping during an earthquake. Further, in Patent Document 2, a vibration suppressing device and a pipe that are fixed to a support frame by a rod are proposed, and the vibration suppressing device absorbs vibration energy at the time of seismic vibration, thereby reducing the response of the pipe. [PRIOR ART DOCUMENT] [Patent Document 1] [Patent Document 1] JP-A-63-312594 [Patent Document 2] 曰本特开平1-1-8873 No. 5 [Invention] [The present invention is to be solved Problem] However, when the structure of the piping shown in Fig. 15 and Fig. 16 is directly supported by the support frame, there is a lack of S pieces such as a laminated rubber body between the Xihex tube 100 and the support frame 1〇1. The situation of the space. Therefore, in the case of setting up a support frame, it is necessary to greatly modify the piping system. The present invention has been made in view of such a problem, and an object of the present invention is to provide a pipe support structure which can improve the seismic performance without requiring a modification of the wiring system even if it is a built-in person. [Technical means for solving the problem], based on the object, or the pillar and the beam piping system, the main idea of the invention is to provide a piping support structure, and the piping supporting structure is constructed by supporting and supporting the label. The shock-absorbing mechanism is set in the surface so that the 15117i.doc 201135111 = can improve the seismic performance. That is, the piping structure of the present invention includes a pipe supporting the support of the support member on the support member; the support structure package 3. The stand is set up from the installation surface, and the weir is spaced apart in the radial direction of the g Arranged, and in the axial direction of the S, the plurality of pillars are repeatedly arranged at intervals, and the support beam is supported on the support beam along the radial support; and the beam is supported on the pillar along the axial direction. Further, the orthodontic structure of the present invention is characterized in that it is injurious: the fifth (second) earthquake mechanism is constituted by a pillar adjacent to the radial direction and the joist! One or two or more of the second and second vibration-damping mechanisms are provided in one or two or more second facets composed of the pillars and the beams adjacent to the axial direction. ^ The first vibration-damping mechanism of the piping structure of the present invention is provided on the first structural surface of the joist which is provided with a branch point (hereinafter referred to as a restraining support point) which is restrained by the radial movement of the piping. good. Further, in the piping support structure of the present invention, the second vibration-damping mechanism is preferably provided in a second joint surface provided adjacent to the joist having the control point of moving the tube to the restraining point. When a large vibration is applied to the pipe support structure, a large reaction force is applied to the restraint support point. Therefore, in order to improve the attenuation performance around the restraint branch, it is recommended to set up the earthquake on the second facet that includes the joist that has the restraint point and/or the second face that is adjacent to the joist with the restraint point. mechanism. As the first seismism mechanism or the second seismism mechanism of the present invention, a damping member can be used. By providing the damping member in the facet, the attenuation performance of the facet can be improved. As the damping member, well-known ones such as shaft drop type damping, shear plate type damping, and friction type damping can be used. In addition to the damper member, the first damper mechanism of the present invention may be in the form of a shape in which the section reducing portion is provided on the joist beam on both sides in the radial direction around the support point. This form absorbs the vibration energy by bending and lowering the reduced profile portion by the bending moment generated at both ends of the joist due to vibration. In the piping support structure of the present invention, it is preferable to have a displacement control mechanism that restricts displacement of either or both of the radial direction and the axial direction of the support frame. The pipe support structure is prevented from colliding with the adjacent structure by restricting the displacement of the support frame. In addition, it is possible to surely prevent the damage of the piping between the support points, the damage, and the damage of the piping at the support points. [Effects of the Invention] The piping support structure of the present invention is provided with a vibration damping mechanism in the surface of the structure. Therefore, the seismic performance can be improved without modifying the wiring system of the existing device. [Embodiment] <First Embodiment > The present invention will be described in detail below based on the embodiments shown in the drawings. As shown in Fig. 1, the pipe support structure 3 of the first embodiment is composed of a support frame 10' and a pipe 20 supported by the support frame 1''. The support frame 10 is constructed as follows. It has a pillar 1 that is set up from 6 and G. The support 1 is arranged in two rows at intervals in the direction of the pipe 2 (the X direction in the drawing), and is arranged in five rows at equal intervals in the direction of the pipe 2〇 (the direction in the figure). Further, the pipe support structure _ the object 30 is extended in the axial direction, but Fig. 1 shows only a part thereof. The pipe support structure 30 includes a joist 2 that is supported on the strut 1 along the radial direction of the pipe 20, and a beam 3 that is supported on the strut 1 along the axial direction of the pipe 20. The first facet 4 is constituted by each of the 151171.doc -6 · 201135111 units constituted by the two pillars 1 adjacent to each other in the radial direction of the pipe 20 and the joist 2 . Further, the second struts 5 are formed by the respective units by the two struts 1 and the beams 3 adjacent to each other in the axial direction of the pipe 20. Each of the first joint surface 4 and the second joint surface 5 is provided with a stay 6 . The stay 6 is disposed in an inverted v shape on each of the second surface 4 and each of the second surface 5 to increase the rigidity of the support frame. In the present embodiment, the stay 6 is a component of the seismic mechanism provided in each of the second formation surface * and each of the second formation surfaces 5. In the support frame 10 configured as above, the pipe 20 is supported in the vertical direction by the support point p on the joist 2 . Further, the piping 2 is fixed so that the support points p are restrained from moving in the radial direction. Further, the piping 2〇 is restrained by the support point P (the support point p in the axial center) where the front ends of the arrows meet each other, and the support point p which is fixed to the axial direction is restrained in a manner of being restrained in the axial direction. The influence of the thermal stress generated in the pipe 20 due to the heat extension is suppressed. In the support frame 10 directly supporting the pipe 20, for example, when a large vibration energy is generated due to an earthquake, a large reaction force is generated at the support point P and its vicinity, and therefore, the pipe support structure 30 includes the pipe 2 and its radial movement The third damper mechanism is provided in the first constituting surface of the joist 2 of the restraint point P. Further, the pipe support structure 30 is adjacent to the joist 2 having the support point P in which the axial movement of the pipe 2 is restrained, that is, the second tread surface 5 in which the joists 2 are axially connected is provided. 2 shock mechanism. Further, in the figure, the strut 6 shown by the thick line is shown as a constituent element of the ninth damper mechanism in the first constituting surface 4. ... As the first seismism mechanism and the second seismism mechanism, various vibration-damping devices can be used. This example is shown in Fig. 2. The present invention can reduce shaft damping (Fig. 2(a)), shear plate damping i 2 (Fig. 2(b)), friction type damping 丨 3 (Fig. 2(c) ) 151171.doc 201135111 is applied to the first seismograph and the second seismograph. However, the present invention is not limited thereto, and a shock absorbing device that exhibits other attenuation effects can also be applied. The burden load of the support structure 10 of the support pipe 20 is often small, so that it is suitable to use the friction type damping 13 which is easy to achieve a non-linear behavior with a small load. The shaft relief type damping 11, the shear plate type damping 12, and the friction type damping 13 are well known to those skilled in the relevant art, and thus the description is omitted here. The vibration-damping device such as the shaft-draft type damper is used to adjust the load-displacement relationship into the non-linear region (the shaft-damp type damping and the shear plate type damping) with the input load due to large vibration energy such as a large earthquake. It is set by the steel material to fall, and the friction type is the sliding area. As a result, the load-displacement relationship of the seismic device is entered during a major earthquake, and the seismic energy is absorbed according to the hysteresis energy. It is also possible to set the damping performance of the support frame 1 除 in addition to the shock absorbing device as described above. For example, as shown in Fig. 3 (a), a notch portion (scraper reducing portion) is provided on the joist 2 on both sides of the radial direction of the pipe 20 (omitted in Fig. 3) with the support point P as a center! 4, can improve the attenuation performance of the facet. The vibration-damping mechanism utilizes a bending moment generated by vibration at both ends of the joist 2 (the arrow indicates that the notch portion 14 is bent and lowered, and the load _ displacement hysteresis energy (Fig. 3(b)) is used to absorb the earthquake. The energy of the support beam 2 needs to be ensured in advance to support the strength of the vertical load caused by the pipe 20. In the present embodiment, the second facet 4 and the second facet 5 are not related to the fixed support point p. In the present embodiment, the stay 6 is provided, but if there is no problem in the strong sound, it can be removed. If the support 6 is only supported by the vertical load, the column member can be changed without affecting the deformation in the horizontal direction. Further, I51171.doc 201135111 The support condition of the pipe 20 is the same as that of the previous one. As described above, according to the present embodiment, the vibration-damping mechanism (the first vibration-damping mechanism) is provided in the second-faced surface 4 and the second-shaped surface 5. And the second seismic mechanism), therefore, even if the 又 又 又 笞 笞 笞 笞 构造 构造 〇 〇 〇 〇 。 。 。 。 。 。 。 。 。 。 。 。 。 藉 藉 藉 藉 藉 藉 藉 藉 藉 藉 藉 藉 藉 藉 藉 藉 藉 藉 藉 藉 藉 藉 藉5 sets of shock-absorbing mechanisms can be used to improve the structure of the branch building more effectively. 1〇 reduction effect, and it is not necessary to modify the facet other than the vicinity of the pipe fixing point (retraction of the struts, etc.), thereby suppressing the cost. In particular, as shown in FIG. 3, a notch portion is provided on the joist 2 In this case, it is not necessary to replace the existing stays 6 provided in the first joint surface 4 and the second member 5 with the earthquake-resistant device. Therefore, it is advantageous in terms of cost. '<2nd embodiment> The displacement control mechanism for controlling the displacement of the support frame 1 of the i-th embodiment will be described with reference to Figs. 4 to 8. As shown in Figs. 4 and 5, the third example of the displacement control mechanism is utilized. A stopper 16 is disposed adjacent to the structure 15 to restrain the displacement of the support frame 1 , and a stopper 16 is disposed between the support frame 1 (beam 3 ) and the adjacent structure 15 . The stopper 16 includes a concave female member 16 a and a male male member 16 b The female member 16a and the male member are both made of steel. The female member 16a is disposed on the adjacent structure 15 parallel to the direction in which the displacement is to be controlled, and the male member 16b is disposed on the support frame 1 (beam 3). It is of course also possible to provide the male member 16b on the adjacent structure 15 and the female member 16a on the support. As shown in Fig. 5 (b), the gap Δ between the female member i 6a and the male member i 6b is such that the maximum displacement amount of the support frame 1〇 is within the allowable displacement amount 151I71.doc •9·201135111 疋. By setting the blocker 16 and adding the characteristics of the frame (the truss frame 1〇) of Fig. 5 (.) and the characteristics of the stopper 16, the support frame 1 〇 is allowed to change. The behavior of the right-hand line graph of Fig. 5(c) is displayed before the bit amount. Next, as shown in Fig. 6, the displacement control mechanism of the second example uses a stopper 17 of an elastic body such as rubber, in the direction of controlling the displacement. (Vibration direction) A stopper 17 including an elastic body is provided on the side surface of the adjoining structure 15 of the parent. The stopper 17 is in contact with the support frame 10, or is disposed in such a manner as to provide a gap Δ (Fig. 6(b)) between the support frame 1 and ', in either case, is a support, and the frame 1 is By setting the stopper 17 in such a manner that the maximum displacement amount falls within the allowable displacement amount, the structure of the frame (the frame structure 1) shown in Fig. The characteristic of the stopper 17 shows the behavior of the right-hand diagram of Fig. 6(c) before the support frame reaches the allowable displacement amount. The reset control mechanism can be provided on the support frame (7) itself even without the adjacent structure 15. This example will be described with reference to Figs. 7 to 9 . Fig. 7 shows a branch structure 1G to which the shaft descent type damping 11 is applied. At this time, in the first facet 4, the support point of the shaft relief type damping 1 夹 is sandwiched, and the stopper 18 is formed in a figure-eight shape on both sides. As shown in Fig. 7 (4), one end of the stopper 18 is fixed to the joist 2, and the other end is provided with a gap between the strut 6. This gap defines the allowable amount of displacement of the support frame 10. According to the above-mentioned branch structure 1G, as shown in Fig. 7(b), since the rightward load is applied to the joist 2 as shown by the reverse (four) head of the earthquake, the upper end of the thrust frame 10 is turned to the right to become the most A change. The amount of position is deformed. However, when the amount of displacement reaches the allowable displacement amount, the front end of the stopper 18 on the right side abuts against the column 1, and the displacement of the support frame 10 is controlled. 151171.doc 201135111 Figure 8 shows the support structure of the shear plate type damping 12 applied. At this time, the shearing plate type damper 丨 2 is sandwiched between the first lands 4 and a pair of stoppers 19 are provided on both sides. As shown in Fig. 8(a), the stopper 19 is fixed to the joist 2 at one end in a manner to provide a gap between the shear plate type baffle 12, and the gap defines the allowable displacement of the support frame 10. the amount. According to the above support frame 1〇, as shown in FIG. 8(b), when the earthquake has a rightward load applied to the joist 2 as indicated by the reverse arrow, the support frame 1 has the upper end to the right to the maximum displacement. The amount of deformation. Along with this, the shear plate type damping 12 is deformed into a parallelogram. However, when the displacement amount of the support frame 1 达 reaches the allowable displacement amount, the lower left side angle of the shear plate type damping 12 abuts against the stopper 19 on the left side, and the displacement of the support frame 丨〇 is controlled. Further, the shear plate type damping 丨 2 will be described here, but the same applies to the friction type damping 13 . Further, the friction type damping 13 may be omitted from the use of the stopper, and the displacement control mechanism may be absent from the branch structure 丨0 itself. This third example is shown in Fig. 9. The friction type damping 13 is composed of the first friction body 131 and the second friction body 132. The friction type damping 13 absorbs the vibration energy by the frictional force between the contact surfaces of the first friction body 131 and the second friction body 132. One end side of the stay 6 is fixed to the second friction body 132, and the second friction body 132 is displaced integrally with the stay. The first friction body 131 includes a high μ portion i31a and a low μ portion 131b, and a high μ portion 131a is disposed on both sides of the low μ portion 13 11?. The high μ portion 13 la has a higher friction coefficient than the low μ portion 131b. Of course, the level of the friction coefficient refers to the friction coefficient of the contact surface between the first friction body 131 and the second friction body 132. Further, the frictional coefficient of the contact surface of the second friction body 132 is equal. 151171.doc 201135111 The friction type damping 13 is in the range in which the low μ part i3lb of the first friction body 131 is in contact with the second friction body 132, and the first friction is made by the low friction force as shown in FIG. The friction body 131 is displaced relative to the second friction body 132. However, as shown in FIG. 9(b), when the second friction body 132 is in contact with the four upper portions 1313 of the first friction body 131, as shown in FIG. 9(c), the first friction body 131 and the second friction body 132 are provided. The high frictional force F2 is generated and the displacement of the second friction body 132 is restricted. As described above, by providing the displacement control mechanism in the first embodiment, it is possible to achieve effective absorption of seismic energy, and further, the displacement of the support frame 1〇 can be within the allowable range. Therefore, it is possible to prevent the displacement from becoming large and causing damage to the support frame 10 or the pipe 20. In the case of the steel stopper 16 of the first example, when the support frame 1〇 exceeds the gap amount Δ between the female member 16a and the male member 16b during the earthquake, the female member 16a comes into contact with the male member 16b, and the support frame 1 is attached. The rigidity of the crucible is added to the rigidity of the stopper 16 to prevent the displacement of the support frame i from exceeding the allowable displacement. In the case of the stopper 17 including the elastic body in the second example, if the bridge frame 10 is in contact with the stopper 17 during an earthquake, as shown in Fig. 6(c), the stopper is deformed to some extent. When the deformation is not performed to a greater extent, the amount of displacement of the support frame 10 is controlled to be less than the allowable displacement amount by utilizing this property. As shown in the third example, when the displacement control mechanism is provided in the support frame 1 itself, there is an advantage that the surrounding structure can control the displacement of the support frame to within the allowable range. <Third Embodiment> The vibration characteristics of the support frame 10 are all uniform, and it is preferable to ensure the shock resistance of the support frame 1〇. Therefore, it is necessary to adjust the characteristics of each of the shock absorbers used. 151171.doc •12· 201135111 Mechanism (seismic device). This example will be described in the third embodiment. For example, an example of adjusting the characteristics of the vibration-damping device will be described with respect to the pipe support structure 3〇 having the piping 20 supported by the two frames A and 所示 shown in Fig. 10(a). <Adjustment of rigidity> 0 Frames A and B are both excellent modes in the X direction and the Y direction, and the vibration mode of the vibration damping device is adjusted so that the frame moves in the same direction as the entire vibration mode. For example, when the frame A is a support frame as shown in Fig. 10 (b), the optimum modes of the χ direction and the γ direction are as shown in Fig. 12, respectively. Π) Adjust the rigidity in such a way that the vibration numbers of the special modes in the directions A and Β are the same. Specifically, when the natural vibration number of the excellent mode in the X direction and the γ direction of the frame 为 is Tax, Tay, and the natural vibration number of the excellent mode of the frame BiX direction and the γ direction is Tbx or Tby, Tax = Tbx, Tay=Tby. <Adjustment of the fluctuation load> The load acting on the branch point p of the pipe 2 地震 during the earthquake differs in each branch point p due to the inertia force. As a result, the load acting on the vibration-damping device is also uneven. Therefore, the fluctuation load of each of the vibration-damping devices is set in consideration of such factors. ❹' is shown in Fig. 13. 'Four' (4) is fixed at the branch point fixed in the γ direction. When the load P1 to P7 of the Y square is caused by an earthquake, these are different due to the unevenness of the inertial force. Here, in the case of the load state Riji of Fig. 13, in order to adjust the descent axial force of the vibration-damping device to fall, the load generated in the vibration-damping device in this state is set as the axial force. In other words, taking the a and b as the example of the vibration-damping device 151171.doc •13·201135111, the loads pa(Nay) and pb(Nby) generated in the state of the figure π are set as the downward load. Figure 14 visually confirms the display of this characteristic. That is, the earthquake-damping devices a, b are simultaneously axially lowered. As described above, by integrating the vibration characteristics of the support frame 10 as a whole, it is possible to effectively absorb the seismic energy by the entire piping support structure 30. In addition, in order to make the support frames 10 vibrate in the same phase, the support frame 10 is vibrated in the same phase to prevent the piping 20 between the fixed points (support points) P accompanying the relative displacement of the support frames 1〇. Damage, or damage to the fixed point (support point) P, etc. The above description is only one embodiment of the present invention, and the configuration of the above embodiment may be selected as appropriate without departing from the scope of the present invention, and the configuration is appropriately changed to another configuration. BRIEF DESCRIPTION OF THE DRAWINGS Fig. 1 is a view showing a basic configuration of a pipe supporting structure according to a first embodiment. Fig. 2 is a view showing a shock absorbing mechanism used in the pipe supporting structure of the first embodiment. (a) shows a schematic configuration of the shaft descent type damping and a load _ displacement history curve, and (b) shows a shear plate. The summary of the type of damping constitutes its load-displacement experience curve, and (c) shows the summary of the friction type damping and its load-displacement experience curve. Fig. 3 (a) and (b) show an example in which a notch is provided in the joist to improve the attenuation performance. Fig. 4 shows a piping support structure according to the second embodiment. 5(a) to (c) are diagrams showing details of the displacement control mechanism of Fig. 4. 151171.doc •14· 201135111 Fig. 6(a) to (c) show the diagram of the displacement of the control vibration direction > _. Position change control mechanism of i position Fig. 7 (a) and (b) show an example of a configuration in which a displacement control mechanism is applied to a support shaft damping type damping. Body. Fig. 8 (a) and (b) are diagrams showing an example in which a displacement control mechanism is provided on a support frame to which shear type damping (or friction type damping) is applied. Fig. 9 (4) to (4) are diagrams (4) Application of friction type damping. A diagram of an example of a displacement control mechanism. The upper teeth 6 and Fig. 1 (4) show an example in which the pipe branch structure of the third embodiment is applied, and (b) shows the structure of the support frame. Fig. 11 is a view showing a particularly good (four) (dashed line) of the X direction of the support frame shown in Fig. 10 (8). Fig. 12 is a diagram showing the branch (dotted line) shown in Fig. 0(b). The support structure is a special mode (4) showing the load in the Y direction (4) acting on the support point of the S support structure shown in _(4). Fig. 14 is a view showing the load pa (Nay) and Pb (Nby) generated in the vibration damping devices a and b in the load state of Fig. 3 as a downward load. The figure shows the basic composition of the previous piping structure. Figure (6) shows a diagram of the previous kale-cut structure of the orthogonal pipe. [Description of main component symbols] Pillar 2 Joist 151171.doc 15 201135111 3 Beam 4 1st facet 5 2nd facet 6 Strut (1st damper mechanism, 2nd damper mechanism) 10 Support frame 11 Axial relief type Damping 12 Shear plate type damping 13 Friction type damping 14 Notch part 15 Adjacent structure 16 , 17 , 18 , 19 Blocker 20 Pipe 30 Piping support structure 151171.doc -16-