1233958 玖、發明說明： 【發明所屬之技術領域】 本發明是有關於一種裝置及其施作的工法，特別是才旨 一種於地震力及反覆之動力外加荷載作用下，具消能功能 且可延後主結構體破壞時間之耐震消能裝置及其施作的工 法。 【先前技術】 於地震帶及要求採用耐震設計之地區，在鋼結構的設 10 15 計上除了必須採用塑性設計斷面之桿件外，不論是以容許 應力法或是載重耐力係數設計法作為基準，都必須考量到 組合構件整體及各組成構件間之安全性，務必使梁、柱等 主要構件在地震中不致立即破壞’或是產生過大的變形而 影響其使用性。 梁柱系統於地震中承受大部分的外力，因此其斷面的 大小便會因結構物所處之地區的震區係數、結構物的高度 及形狀、鋼材的強度等條件而改變。另一方面，從成本的 觀點，希望花費較低的費用來達到相同功能之效果。因此 便有採用如㈣結構中剪力牆的作法，使f力牆分擔梁柱 糸統所必須承受的大部分外力’因而降低梁柱斷面且可延 後主結構體破壞的時間，因 、 口此除可減少鋼材之使用而降 低成本之外，結構體整體剛度 ^ ^ j度因而增加，並導致耐震設計 为析中受震位移反應之變小，因 . J因而達到相當的經濟效益。 參閱圖卜2’ 一般於鋼結構中採用之剪力牆U，設置 於一鋼構架12中，此鋼構架ι2 & έ兩相間隔設置的鋼梁 20 1233958 121，鋼梁121對應的兩端分別由兩相間隔且與鋼梁121正 交的鋼柱122所連結。鋼梁121通常為標準斷面型鋼或是 寬翼斷面型鋼。鋼柱122則採用標準寬翼或其他組合斷面 型鋼。 5 10 15 剪力牆11 一般採用鋼板，嵌入於鋼梁121、鋼柱122 所圍繞成之鋼構架12内，剪力牆11的頂面及底面則分別固 接於對應之鋼梁121上，使得鋼梁121受地震力作用時可 將力量傳遞到剪力牆11上。 地震來時，水平地震力使鋼構架12之上下兩鋼梁121 產生一相對的位移，同時連動剪力牆11變形而產生剪力， 剪力的作用使剪力牆11的内部產生一拉應力及一於垂直拉 應力方向之壓應力，由於鋼板剪力牆u具有良好之韌性， 口此可吸收外力產生的能量而達消能的效果，使鋼柱ία 承又之外力得以減輕，且可延後鋼柱122的破壞，使結構 體達到耐震的效果。 加習知利用鋼板牆作為剪力牆u的設計中，由於每一鋼 ^木12之鋼柱122長短不_、外加載重之不均勻分佈、不 =之構件端部的束制情況、剪力合力因結構斷面的影響未 剪力中心、，及構件製作、運送及組裝時殘留應力及 :号曲度的因素等’使得剪力牆u在外力作用下易產生 捶屈等破壞，未能完全發揮其應有之功能。 【發明内容】 因此’本發明之首—日, 。 勺，在提供一種而才震消能裝置 20 1233958 工法 本發明之另一目的，名。 在棱供此種耐震消能裝置施作 的 5 10 15 於是，本發明之耐震消能 fi\ PS ^ M A ee 1 °又於主結構體之二相 間“之構件間’且包含一牆體及至少一設 勁元件，牆體的一端及相對 "之加 1打的另一端分別與此二 ，S構件變形時可連㈣體並傳遞應力。 、，，。 =之耐震消能裝置的工法，包含下列步 造一牆體及至少一如私士从· 、’展 工 牛’（2)設置牆體於主結構體中之 二相間隔的構件間· 4 — 耻r之 ，（3)將加勁兀件固設於牆體上。1 步驟⑺及步驟（3)的順序可以互換。 八 本^明之耐震消能裝置’主要是利用裝置中材料之韌 咗以吸收地震力及反覆之動力載重所產生的能量，延後主 結構體破壞的時間，並藉由加勁元件的設置，除了提供加 劲7G件本身之強度及增加側向束制外，並使牆體之長細比 及寬厚比得以降低’避免挫屈變形的可能。此外，本發明 中之耐震消旎裝置的工法，亦提供一種簡易的施工方式， 員使用特殊的靶工機具、特殊的技術人員及較大的場地 因此在軛工之工期及成本上皆符合經濟效益。 【實施方式】 有關本發明之前述及其他技術内容、特點與功效，在 乂下配口參考圖式之二較佳實施例的詳細說明中，將可清 楚的明白。 在進入較佳實施例的說明之前，必須先了解的是，在 以下的敛述中’相類似功能的構件將採用相同的編號。 20 5 10 15 20 1233958 參閱圖3、圖4及圖5，太於卩口 1 本务明耐震消能裝置之第一較 佳貫施例包含一鋼板牆體21、 、卜 xm 一 灵數才曰鋼22、複數具有一公 早兀231及一母單元232 f 系才王23。鋼板牆體21及槽鋼 22上，對應於螺栓23接合 的位置上形成牆體螺栓孔24及 槽鋼螺检孑匕2 5。利用虫累i入〇。μ . 累才王23將鋼板牆體21及槽鋼22組立1233958 发明 Description of the invention: [Technical field to which the invention belongs] The present invention relates to a device and a working method for applying the same. In particular, the invention is directed to an energy dissipating function and an energy dissipating function under the action of seismic forces and repeated forces. Earthquake-resistant energy dissipation device that delays the destruction time of the main structure and its construction method. [Previous technology] In the seismic zone and areas where seismic design is required, in addition to the need to use plastic design cross-section members for the design of steel structures, 10 15, whether it is based on the allowable stress method or the load resistance coefficient design method All must consider the safety of the entire composite component and the components, and make sure that the main components such as beams and columns are not immediately damaged during an earthquake, or that excessive deformation will affect their usability. The beam-column system withstands most external forces during an earthquake, so the size of its cross-section will change depending on conditions such as the seismic coefficient of the area where the structure is located, the height and shape of the structure, and the strength of the steel. On the other hand, from a cost standpoint, it is desirable to spend a lower cost to achieve the same function effect. Therefore, there is a method of using a shear wall in the Rugao structure to make the f-force wall share most of the external forces that the beam-column system must bear. Therefore, the beam-column section can be reduced and the time for the failure of the main structure can be delayed. In addition to reducing the use of steel and reducing costs, the overall rigidity of the structure ^ ^ j is increased, and the seismic design is reduced in the analysis of the displacement response of the earthquake, because of J. Therefore, it achieves considerable economic benefits. See Figure 2 'The shear wall U generally used in steel structures is set in a steel frame 12, which is a steel beam 20 1233958 121, two ends of the steel beam 121 corresponding to each other. They are respectively connected by two steel pillars 122 spaced apart and orthogonal to the steel beam 121. The steel beam 121 is usually a standard section steel or a wide-wing section steel. The steel column 122 is made of standard wide wing or other composite section steel. 5 10 15 Shear wall 11 is generally made of steel plate and is embedded in steel frame 12 surrounded by steel beam 121 and steel column 122. The top and bottom surfaces of shear wall 11 are respectively fixed to corresponding steel beam 121. When the steel beam 121 is subjected to the seismic force, the force can be transmitted to the shear wall 11. When an earthquake strikes, the horizontal seismic force causes a relative displacement between the two steel beams 121 above and below the steel frame 12, and at the same time, the shear wall 11 is deformed to generate a shear force. The shear force causes a tensile stress inside the shear wall 11 And a compressive stress in the direction of the vertical tensile stress, because the steel plate shear wall u has good toughness, it can absorb the energy generated by external forces and achieve the effect of dissipating energy, which can reduce the external load of the steel column. Delaying the destruction of the steel column 122 makes the structure achieve the effect of earthquake resistance. In addition, in the design of using a steel plate wall as a shear wall u, due to the uneven length of each steel column 122, the uneven distribution of the external load, the restraint of the end of the component, and the shear force Due to the influence of the structural section, the combined force is not sheared, and the residual stress during component production, transportation and assembly, and the factor of curvature, etc., make the shear wall u easily prone to damage such as buckling due to external forces. Give full play to its due function. [Summary of the Invention] Therefore, 'the first day of the present invention,. Scoop, in order to provide a shock absorbing device 20 1233958 Working method Another object of the present invention is the name. 5 10 15 is provided at the edge for such an earthquake-resistant energy dissipating device. Therefore, the earthquake-resistant energy dissipation fi \ PS ^ MA ee 1 ° of the present invention is located between the two components of the main structure body and includes a wall and At least one stiffening element, one end of the wall body and the opposite "plus one dozen" of the other end, respectively, when the S member is deformed, it can connect the corpuscles and transmit stress.... , Including the following steps to build a wall and at least as a privateer, "Zhangongniu" (2) set the wall between the main structure of the two spaced members · 4-shame, (3) The stiffening element is fixed on the wall. The order of step 1 and step (3) can be interchanged. The eighth ^ Ming earthquake-resistant energy dissipation device 'mainly uses the toughness of the material in the device to absorb seismic forces and repeated forces The energy generated by the load delays the failure time of the main structure, and through the setting of the stiffening element, in addition to providing the strength of the stiffening 7G part and increasing the lateral beam restraint, the slenderness and width-thickness ratio of the wall It is possible to reduce the possibility of avoiding buckling deformation. In addition, in the present invention, The construction method of the seismic decontamination device also provides a simple construction method. The use of special target tools, special technicians and a large site is therefore economical in terms of the construction period and cost of the yoke workers. [Implementation method] Regarding the foregoing and other technical contents, features and effects of the present invention, it will be clearly understood in the detailed description of the preferred embodiment of the second embodiment of the reference pattern of Figure 2. Before entering the description of the preferred embodiment, The first thing to understand is that in the following summary, the components with similar functions will be given the same number. 20 5 10 15 20 1233958 Refer to Figure 3, Figure 4 and Figure 5, which is too far from Qiaokou 1 Benming Ming earthquake resistance The first preferred embodiment of the device includes a steel plate wall 21, a steel plate 22, a steel number 22, a plurality of steel plates 22, a female unit 232, and a female unit 232 f. The steel plate 21 and On the channel steel 22, wall bolt holes 24 and channel steel screw inspection daggers 2 are formed at positions corresponding to the joints of the bolts 23. 5. Use worms to accumulate 0. μ. Leicai 23 moves the steel plate wall 21 and channel steel 22 groups
後之裝置，嵌入一主纟士 Μ雜》V_L 門…、 構體之框架4内，框架4具有二相 間隔之鋼梁41，- ia p弓u - ,κ 相間隔且分別與鋼梁41之兩端連結之 鋼柱42 〇螺接於鋼板牆體Μ 上之槽鋼22，將提供側向束 制的效果’使鋼板牆體21 %地震力及反覆之動力載重作用 下，延後挫屈的發生，並發揮消能的作用。 此處’採用牆體的材質A^ _ — 3貝馬鋼枓，鋼材具有高度的可恢 復性及延展性，受力變#纟 刀艾形時可吸收大量的能量，可達到消 能的效果，但不以此為限，亦可為其他材質。另一方面， 使用槽鋼22說明提供側向束制之加勁元件的材質為鋼料之 情況，亦可以其他不同斷 W ® <生[鋼、不冋斷面之混凝土物 、不同斷面之型鋼及谋 綱及此减土物之不同組合等來代替，例如 角鋼（見圖11及圖12)、铭剂么m， 口 y相型鋼（見圖13及圖14)、複合型鋼 (見圖15及圖16)、圓铃加 ]®靖鋼、槽鋼及混凝土塊（見圖17及圖 18)、厚度不同之混凝土 0丄-丄一丄 更土塊4，且加勁兀件提供之側向束 亦可以為單側。再者，聛驊 回體21及才曰鋼22的連結態樣亦可 採用焊接接合的方式。此冰 ^加1 a 卜，框木4之鋼梁41及鋼柱42 亦可以混凝土製之梁柱系統等取代。當牆體及加勁元件之 材=相同’且易於—次同時製作時，兩者可為-體成型之 產品。另-方面’加勁元件可非垂直於鋼梁或鋼柱佈設(見 8 1233958 圖19及圖20)。 參閱圖4、圖5及圖6，本發明耐震消能梦 μi<工法的 第一較佳實施例，主要包含圖6中所示之各主 文男知步驟 ，用以施作如圖4及圖5所示之耐震消能裝置。 , 个貫施例 中之耐震消能裝置係以裝設於一四周為鋼梁 久調柱42 圍繞之直立長方形框架4為例，但不以此為限。 ίο 15 如步驟51所示，首先依照耐震分析所得的結果，決定 出剪力牆的斷面尺寸，並檢討必須之加勁元件數目及其= 置的位置，決定用以連結之鋼板螺栓孔24數量、位置^孔己 徑。選擇適當的鋼板用以製作鋼板牆體21。 如步驟511至514所示，製作鋼板牆體21的主要步驟 51，包含-鋼板上放樣之㈣511、一鋼板裁切之步驟: 、一鋼板螺栓孔24放樣之步驟513，及—鋼板之成孔作業 之步驟5U。步驟511中，乃藉由標記之工具將剪力牆的設 计尺寸放樣於-鋼板上，所使用之鋼板，在選擇上應使其 大小較剪力牆尺寸為大且❹材質較均勾且無損傷的料 ’並忌用多塊小鋼板溶接而成。步驟512為將鋼板上放樣 的位置進行裁切作業，裁切態樣並無限制，但應儘量避免 對鋼板產线留應力及彎曲。㈣513針制㈣检孔Μ 佈置的位置及孔徑大小進行放樣的作業，以便於後續的成 孔作業。步驟514之成孔作業中，依擁有之成孔機具設備 而定’可採用沖孔及其他方式，例如鑽孔及擴孔，但是由 於各種不同的成孔方式，對鋼材會造成不同程度的損傷， 及破壞時交錯孔效應對鋼材強度的影響，變更孔位及成孔 20 5 10 15 20 1233958 方式時應與設計人員協商。 士 ^ 52所不’依據設計數據選擇市售標準斷面之槽 人 ^ W&尺及成孔’孔位之間距應依設計規定並配 合鋼板牆體21上成孔之仿署 置，以利於後續之組裝作業。設 什時若採用特殊尺寸斷面，如 ^ ^ 3非‘準斷面型鋼，應於施工 月向相關廠商訂製，以务影鄉T # t u免衫響工期。纟不影響裝置之基本 力月b下，步驟52可盘舟驟si门士 L、步驟51同時進行，亦可先行施作。 如步驟521至523斛+ 上- 驟^ 23所不，加勁元件之槽鋼22.的製作步 驟52,進一步包含一槽 4入7丨 之夂尺之步驟521、一槽鋼螺 才王孔25放樣之步驟522，及播2 ’、 驟…士 槽鋼22之成孔作業523。步 鄉521中，乃依槽鋼22今呻同品 叹相面，選擇適當斷面之槽鋼22 加以疋尺，除可符合組裝時 少因自 于之而求外，更易於運送且可減 铜跑 能f曲度。步驟522及步冑523之槽 鋼累栓孔25製程類似於步驟 曰 述。 少鄉513及步.驟514’内容不再贅 經過步驟51及步驟52勢作屮 事乍出鋼板牆體21及槽鋼22 之後，便進入步驟53將兩者加以 槽鋼22確實、、，組立之過程中應將 隹貫口接於鋼板牆體21上， 成任何損傷。組立作業_ 人避免對任何一方造 牆體21+ ”乂驟 匕3—槽鋼22定位於鋼板 另回體21上之步驟531、一 532,及—碑4 0 系桎Α早及* 231之穿設之步驟 及 螺检母單元2 3 2夕雜m «V μ 531將梓細之鎖固之步驟533。首先依步驟 531將槽鋼吊起並定位於鋼板上 背 牆體21之一伽，伏皮也 ”技△早兀231由鋼板 24，及另一禅細 ”王孔25、鋼板螺栓孔 3鋼累才王孔25’而穿露於鋼板牆體以相對之另 10 1233958 。最後依步驟533 依次將所有之槽鋼 —谢，完成步驟532 緊於螺栓公單元上。 固於鋼板牆體21上。 將螺栓母單元232旋 22利用螺栓23鎖 5 結構㈣I 4 54即疋將組立完成之鋼板牆體21，嵌入主 、、° —之框架4中，並使鋼板牆體21之頂面及广而、 框架4之上古π + 粒21之頂面及底面分別與 上方、下方鋼梁41連社，磕^r 合及其他料。 t連結之祕可為焊接接 本實施例中採用先組立再吊裝 置之外番Φ忒之耘序疋成耐震消能裝 10 。又，§採取先將鋼板牆體21裝設於框架4中， 槽鋼22組立於鋼板牆體2!上時，亦可獲致相同之结果且 不影響耐震消能裝置之基本功能。 15 20 —參閱圖7、圖8及圖9，本發明耐震消能裝置之第二較 佳實施例包含-鋼板牆體31、複數預鑄混凝土塊U、複數 具有:公單元331及-母單元332之螺栓33。鋼板牆體η 及預鑄混凝土 & 32上，對應於螺栓33 #合的位置上形成 牆體螺栓孔34及混凝土螺栓孔35。利用螺栓33將鋼板牆 體31及預鑄混凝土塊32組立後之裝置，嵌入一主結構體 之框架4，框架4具有二相間隔且平行之鋼梁41，及二相 間隔且分別與鋼梁41之兩端連結之鋼柱42。螺接於鋼板牆 體31上之預結混凝土塊3 2，將提供側向束制的效果，使鋼 板牆體31於地震力及反覆之動力載重作用下，減少挫屈的 可能性，並發揮消能的作用。此外，在不影響其基本功& 之情形下，預鑄混凝土塊32亦可以預鑄混凝土條來取代。 另一方面，加勁元件採用與鋼板牆體3 1材質不同之預禱混 11 ίο 15 20 1233958 攻是土塊3 2 ’說明本發明 之材質。 ；[震消能裝置之各組成可為相異 參閱圖8、圖9及圖 的第二較佳實施例，主要包人r柄明耐震消能裝置之工法 驟，用以施作如圖8及圖9:圖1〇中所示之各主要實施步 1 , 口所不之耐震消能裝置。 由於步驟61、步驟63 是與第-較佳實施例中之牛驟：；驟64之内容，大致上分別 乂驟51、步驟53及步驟54相類 似，因此關於此部分以下不再多作說明。^ 如步驟62所示，依據 ，製作洗置混凝土所需之鋼二之_混凝土塊32之尺寸 鋼核，鋼杈除形成混凝土塊32之 形狀外，亦必須形成至少一. < ^ + 貝穿混凝土塊32且供螺栓33 牙越之此凝土螺栓孔35 直接進行組立。本實施例預鑄混凝土塊32可 清水模板取代。 $用之鋼模亦可以普通模板及 如步驟621至627蝌-… 62包含一鋼模f作之1 =不’製作預禱混凝土塊32之步驟 牛㈣2 1、一混凝土螺栓孔35放樣之 024、一混;旋土洗置之步 及一心“ ^ 625、1昆凝土養護之步驟626 …t 驟627。步驟621旨在製作-產生預定 土螺栓孔35之位置，”/牛 定出混凝 混凝土螺栓孔35 Hr 及㈣624，利用與 孔仅相同之鋼管，固結於鋼模上可使 出之混凝土具有可供螺栓33穿設之混凝均栓孔^。透過 /驟625至627 ’使混凝土淹置於鋼模内’並養護使其達到 12 ίο 15 20 1233958 預疋之強度後’再進行拆模作業。洗置之混凝土内可加入 增加強度之金屬纖維及提早達到預定強度之早強劑等，依 設計之資料及圖面而定。 製作鋼板牆體31之步驟61及製作預鑄混凝土塊32之 步驟62，在不影響本發明裝置之基本功能下，程序上可互 換亦可同步進行。另一方面，於步驟61完成之前提下， 步驟62及步驟63亦可依實際之施工狀況予以互換。 於本實施例中要強調的是，當加勁元件為脆性材質且 易於牆體吊裝過程中造成碰撞而損壞、加勁元件之製作需 、車長夺間及加勁元件之先行組立會影響後續牆體與 框架之構件連結等情況下，轉取先進行牆體之吊裝再進 行加勁元件之組立的程序為佳。 a、上述之一杈佳實施例中，主結構體採取鋼骨構造以作 說明’但不以此為jr艮’於鋼筋混凝土之結構體等情形下， 本發明之裝置同樣可發揮其耐震及消能的效果。 _歸納上述，本發明揭示一種耐震消能裝置及其工法， 就其耐震功能性而言，可避免|力牆於地震中因挫屈破壞 隊導致其功能未能完全發揮’且藉由加勁元件之側向束制 降低其細長比，並可提高整體之勁度。 就經濟效益而言，加勁元件之材質，其成本低廉且易 。侍，所增加之費用可獲得至少在等比率以上之功效提昇 範圍之場地等，且 13 ίο 15 20 1233958 知作之工法簡易，可斑盆# /、，、他種冋時靶作而不影響工程進 度。 就社會層面而言，民國八十车 卞八年921集集地震後民眾 對於地震之恐懼尤其加深，本發 ^ , —知乃t哀置當可緩和此種恐 具安定切之功效，故確實能達到發明之目的。 惟以上所述者，僅為本發明之較佳實施例而已，當不 ，以此限定本發明實施之範圍，即大凡依本發㈣請專利 乾圍及發明說明書内容所作 乍之間早的專效變化與修飾，皆 應仍屬本發明專利涵蓋之範圍内。 【圖式簡單說明】 #圖1為一習知鋼板剪力牆之側視圖，說明鋼板剪力牆 5 又置於一四周由鋼梁及鋼柱圍繞成之框架内； 圖為/σ圖1之Π-ΙΙ方向的剖面側視圖； 、圖3為本發明耐震消能裝置之第-較佳實施例的立體 分解圖， 圖4為第-較佳實施例之耐震消能褒置，於組立及吊 裝完成後之側視圖； 圖5為一沿圖4之 、 _V方向的剖面側視圖； 圖6為本發明耐震洁 ^ ^ 晨肖此凌置之工法第一較佳實施例之 施作流程圖； 圖7為本發明耐震 展肖把破置之第二較佳實施例的立體 分解圖； 圖8為第二較伟售^ , ^之耐震消能裝置，於組立及吊 裝完成後之側視圖； 14 1233958 圖9為一沿圖8<Ιχ_Ιχ方向的剖面側視圖； 圖1〇為本發明耐震消能裝置 施作流程圖；； 凌弟一軏佳貫施例之 組立本發明耐震消能裝置採用角鋼作加勁元件，於 、' 吊族元成後之側視圖； 、 =為一沿圖11之χπ-χπ方向的剖面側視圖； …及3吊=明耐震消能裝置採用箱型鋼作加勁元件， 、、、，及吊裝元成後之側視圖； 圖14為一沿圖η之χΤν γτν 士 ίο 15 ^ , 口 3之χιν·χιν方向㈣面側_ ; _佈4力Γ耐震消能裝置，於鋼板牆之兩側採用不 =二加勁元件，独立及吊裝完成後之側視圖； 圖16為一沿圖15之XVT YVT 士人 圖17 U 方向的剖面側視圖。 圖η為本發明耐震消能裝置採 件’於組立及吊裝完成後之側視圖；不门材貝之加勁-;圖18為一沿圖17之XVIII_™方向的剖面側視圖 产佈:之=本發明耐震消能裝置’採用與鋼梁呈任意角 力70件’於組立及吊裝完錢之側視圖；及 圖2〇為一沿圖19之ΧΧΧΧ方优ΰ，及 之χχ·χχ方向的剖面側視圖。 15 1233958 【圖式之主要元件代表符號說明】 11 剪力牆 31 鋼板牆體 12 鋼構架 32 預鑄混凝土塊 121 鋼梁 33 螺栓 122 鋼柱 331 螺栓公單元 21 鋼板牆體 332 螺栓母單元 22 槽鋼 34 鋼板螺栓孔 24 螺栓 35 混凝土螺栓孔 233 螺栓公單元 4 框架 234 螺栓母單元 41 鋼梁 24 鋼板螺栓孔 42 鋼柱 25 槽鋼螺栓孔The latter device is embedded in the main frame of the master 杂 V 杂 L door ..., the frame 4 of the structure, the frame 4 has a two-phase steel beam 41, -ia p arch u-, κ spaced apart from the steel beam 41, respectively The steel pillars 42 connected at both ends are screwed to the channel steel 22 on the steel plate wall M, which will provide the effect of lateral restraint. The steel plate wall will be delayed by 21% seismic force and repeated dynamic load. The occurrence of flexion and play a role in dissipating energy. Here 'the wall material A ^ _ — 3 Beima steel 枓, the steel has a high recoverability and ductility, when the force changes # 纟 刀 艾 shaped can absorb a lot of energy, can achieve the effect of energy dissipation , But not limited to this, other materials can also be used. On the other hand, the use of channel steel 22 to illustrate the case where the material of the stiffening element provided with side beams is steel, can also be other different sections W ® < raw steel, concrete objects without cross sections, different sections Section steels and schemes and different combinations of this reduced material are used instead, such as angle steels (see Figures 11 and 12), inscriptions, m-phase steels (see Figures 13 and 14), and composite steels (see Figures 13 and 14). 15 and Figure 16), round bell plus] ® Jinggang, channel steel and concrete blocks (see Figures 17 and 18), concrete with different thickness 0 丄-丄 1 丄 more soil block 4, and the lateral direction provided by stiffeners The bundle can also be unilateral. In addition, the connection state of the steel body 21 and the steel 22 can also be welded. This ice plus 1 a, the steel beam 41 and steel column 42 of the frame 4 can also be replaced by a concrete beam system. When the material of the wall body and the stiffening element is the same, and it is easy to manufacture at the same time, the two can be a one-body molded product. On the other hand, the stiffening element may be arranged not perpendicular to the steel beam or steel column (see Fig. 19 and Fig. 8 1233958). Referring to FIG. 4, FIG. 5 and FIG. 6, the first preferred embodiment of the vibration-resistant and energy-dissipating dream μi < method of the present invention mainly includes the steps in the main text shown in FIG. 6 for performing the steps shown in FIG. 4 and FIG. 5. Shown shockproof energy dissipation device. In the embodiments, the earthquake-resistant energy dissipation device is an upright rectangular frame 4 surrounded by steel beams and long-adjusting columns 42 as an example, but not limited thereto. ίο 15 As shown in step 51, first determine the section size of the shear wall according to the results of the seismic analysis, review the number of required stiffening elements and their positions, and determine the number of steel plate bolt holes 24 to be used for connection. , Location ^ hole has diameter. An appropriate steel plate is selected for making the steel plate wall 21. As shown in steps 511 to 514, the main steps 51 of making a steel plate wall 21 include-a lofting 511 on the steel plate, a step of cutting the steel plate, a step 513 of setting out a steel plate bolt hole 24, and a hole of the steel plate Step 5U of the operation. In step 511, the design size of the shear wall is staked out on the-steel plate by a marked tool. The steel plate used should be selected to have a larger size than the shear wall and a more uniform material. Damage-free materials' are not to be welded with multiple small steel plates. Step 512 is the cutting operation at the location where the steel plate is staked out. There are no restrictions on the cutting state, but stress and bending on the steel plate production line should be avoided as much as possible. The position and size of the 513-pin inspection hole M are set out to facilitate the subsequent hole-forming operations. In the hole-forming operation of step 514, depending on the hole-forming equipment and equipment possessed, punching and other methods, such as drilling and expanding, can be used, but due to various hole-forming methods, different degrees of damage to the steel will be caused. , And the effect of staggered hole effect on the strength of the steel during failure, the position of the hole and the method of forming the hole should be negotiated with the designer when changing the 20 5 10 15 20 1233958 method. ^ 52 not to choose a slotter with a commercially available standard cross-section according to the design data ^ W & ruler and hole 'The distance between the hole positions should be in accordance with design requirements and coordinated with the imitation placement of holes on the steel plate wall 21 to facilitate Subsequent assembly operations. If special size cross sections are used, such as ^ ^ 3 non-'quasi-section section steel, it should be ordered from the relevant manufacturers during the construction month, in order to avoid the construction period of T # t u for shirtless townships.纟 Without affecting the basic force of the device, step 52 can be performed at the same time as step S51, step 51 can be performed at the same time, or it can be performed first. As described in steps 521 to 523, no. + Step-23, the production step 52 of the channel 22 of the stiffening element further includes the step 521 of a slot 4 into 7 夂, a slotted steel screw king hole 25 Stake out step 522, and drill hole 2 ′,… hole forming operation 523 of the channel steel 22. In Buxiang 521, the channel steel 22 is sighed by the same product as the current steel channel, and the channel steel 22 with an appropriate cross section is selected to measure the length. In addition to meeting the requirements for less self-assembly during assembly, it is easier to transport and reduces copper Running can f curvature. The process of step 522 and step 523 of the slotted steel bolt hole 25 is similar to that described in the step. Shaoxiang 513 and step 514. The content of step 514 'is no longer redundant. After step 51 and step 52, the steel plate wall 21 and channel steel 22 are removed, and then step 53 is performed to add the two to channel steel 22 ,,, In the process of assembling, the penetrating opening should be connected to the steel plate wall 21 to cause any damage. Set up operation _ one avoids building wall 21+ on either side 3 ”Step 531, Channel 532, Positioning Steel Plate 22 on Plate 21, and — Monument 4 0 桎 Α 早 和 * 231 的Steps for installation and screw inspection of the female unit 2 3 2 x m «V μ 531 Step 533 of locking the slender mesh. First, according to step 531, the channel steel is hoisted and positioned on one of the back walls 21 on the steel plate. , Fupi also "tech △ early Wu 231 by steel plate 24, and another Zen thin" king hole 25, steel plate bolt hole 3 steel tired only king hole 25 'and exposed on the steel plate wall opposite 10 1233958. Finally Follow step 533 and turn all the channel steels in turn. Thanks to step 532, fasten them to the bolt male unit. Fix them on the steel plate wall 21. Turn the bolt female unit 232, 22, and bolts 23 to lock it. 5 The structure ㈣I 4 54 will be assembled. The finished steel plate wall 21 is embedded in the main frame 4 and the top surface and wide surface of the steel plate wall 21 and the top and bottom surfaces of the ancient π + grain 21 above the frame 4 are respectively separated from the upper and lower steel frames. Beam 41 Lianhe, 磕 ^ r and other materials. The secret of t connection can be welded in this embodiment.耘 之 疋 定 疋 成 疋 震 防 消 装 装 10 又 Also, § adopt the steel plate wall 21 installed in the frame 4 first, and the channel steel 22 is set on the steel plate wall 2 !, the same results can be obtained without Affects the basic function of the seismic energy dissipation device. 15 20 —Referring to Figures 7, 8 and 9, the second preferred embodiment of the seismic energy dissipation device of the present invention includes-a steel plate wall 31, a plurality of concrete blocks U, a plurality of The bolts 33 of the male unit 331 and the female unit 332 are formed on the steel plate wall η and the concrete & 32, and wall bolt holes 34 and concrete bolt holes 35 are formed at the positions corresponding to the bolts 33. The bolts are used. 33 The device after assembling the steel plate wall 31 and the concrete block 32 is embedded in a frame 4 of a main structure. The frame 4 has two-phase spaced and parallel steel beams 41, and two-phase spaced and parallel steel beams 41, respectively. Steel posts 42 connected at both ends. Pre-structured concrete blocks 3 2 screwed to the steel plate wall 31 will provide the effect of lateral restraint, so that the steel plate wall 31 is reduced by the seismic force and repeated dynamic loads. The possibility of frustration, and play a role in dissipating energy. In addition, without affecting its In the case of this function & the concrete block 32 can also be replaced by concrete strips. On the other hand, the stiffening element is made of a material different from the steel plate wall 3 1 and the praying mix 11 ίο 15 20 1233958 The attack is a soil block 3 2 'Describe the material of the present invention. [Each composition of the seismic energy dissipation device may be different. See the second preferred embodiment of FIG. 8, FIG. 9 and FIG. It is used to implement the main anti-seismic energy dissipating device as shown in Fig. 8 and Fig. 9: Fig. 10. Steps 61 and 63 are similar to the steps in the first preferred embodiment: the contents of step 64 are generally similar to steps 51, 53, and 54 respectively, so no further explanation will be given in this section. . ^ As shown in step 62, based on the production of the two steel _ concrete block 32 size steel core required for washing concrete, in addition to forming the shape of the concrete block 32, the steel branch must also form at least one. ≪ ^ + 贝The concrete bolt hole 35 which penetrates the concrete block 32 and is provided for the bolt 33 is directly assembled. In this embodiment, the concrete block 32 may be replaced by a fresh water formwork. The used steel mold can also be a common template and steps 621 to 627 蝌 -... 62 contains a steel mold f = 1 = no 'steps to make a prayer block 32 burdock 2 1. a concrete bolt hole 35 stake out 024 First, the mixing; the step of washing the soil and the whole heart "^ 625, 1 step 626 of condensed soil curing step 627 t step 627. Step 621 is designed to produce-produce the location of the predetermined soil bolt hole 35," The concrete bolt holes 35 Hr and ㈣624 are made of the same steel pipe as the holes, and are fixed on the steel mold, so that the concrete can be provided with the concrete bolt holes for the bolt 33 to pass through. Pass / step 625 to 627 ‘Make concrete in steel mold’ and cure it to reach 12 ίο 15 20 1233958 Pre-strengthening strength ’, and then remove the mold. The washed concrete can be added with metal fibers that increase strength and early strength agents that reach the predetermined strength early, etc., depending on the design information and drawings. The step 61 of making the steel plate wall 31 and the step 62 of making the concrete block 32 do not affect the basic functions of the device of the present invention, and the procedures can be interchanged or performed simultaneously. On the other hand, before step 61 is completed, steps 62 and 63 can also be interchanged according to actual construction conditions. It should be emphasized in this embodiment that when the stiffening element is brittle material and easy to cause damage during the wall mounting process, the production of stiffening elements, the length of the driver, and the prior assembly of the stiffening element will affect the subsequent wall and In the case of frame member connection, it is better to transfer the procedure of lifting the wall first and then assembling the stiffeners. a. In one of the preferred embodiments described above, the main structure adopts a steel frame structure for illustration, but in the case of a reinforced concrete structure, etc., the device of the present invention can also exert its shock resistance and vibration resistance. Dissipative effect. _In summary, the present invention discloses an earthquake-resistant energy dissipation device and its construction method. As far as its earthquake-resistant function is concerned, it can avoid that the force wall fails to fully perform its function due to frustration and damage to the team during an earthquake. The lateral restraint reduces its slenderness ratio and improves overall stiffness. In terms of economic benefits, the material of the stiffener is low in cost and easy. Service, the increased cost can be obtained at least above the ratio of the effectiveness of the improvement of the venue, etc., and 13 ίο 15 20 1233958 known method is simple, can be spotted # / ,, other targets do not affect the time of planting project progress. From a social perspective, the public ’s fear of the earthquake has deepened especially after the 921-Jiji earthquake in 1980. In this issue, ^, Zhi Nai ’s treatment can alleviate this kind of terror, and it has a stable effect. Can achieve the purpose of invention. However, the above are only the preferred embodiments of the present invention. If not, the scope of implementation of the present invention is limited by this, that is, the patents and the contents of the description of the invention made in accordance with the present invention can be used as early as possible. The effect changes and modifications should still fall within the scope of the invention patent. [Schematic description] #Figure 1 is a side view of a conventional steel plate shear wall, showing that the steel plate shear wall 5 is placed in a frame surrounded by steel beams and steel columns; the picture is / σ Sectional side view in the direction of Π-ΙΙ; and FIG. 3 is an exploded perspective view of the first preferred embodiment of the seismic energy dissipation device according to the present invention, and FIG. 4 is an arrangement of the seismic energy dissipation of the first preferred embodiment. Side view after lifting is completed; Figure 5 is a sectional side view along the _V direction of Figure 4; Figure 6 is a flow chart of the first preferred embodiment of the construction method of the earthquake-resistant and clean ^ ^ Chen Xiao Figure 7 is a perspective exploded view of the second preferred embodiment of the seismically resistant display of the present invention; Figure 8 is a side view of the second more powerful ^, ^ shock-resistant energy dissipation device after assembly and lifting 14 1233958 FIG. 9 is a cross-sectional side view taken along the direction of FIG. 8 <Ιχ_Ιχ; FIG. 10 is a flow chart of the application of the seismic energy dissipation device of the present invention; The angle steel is used as the stiffening element, and the side view of the hanging crane is shown as follows: Sectional side view in the direction of π-χπ; ... and 3 cranes = side view of the Ming earthquake-resistant energy dissipating device using box-shaped steel as the stiffening element, and after the hoisting element is completed; Figure 14 is a χΤν γτν taxi along the figure η ίο 15 ^, mouth 3 in the χιν · χιν direction on the surface side _; _ cloth 4 force Γ shock resistant energy dissipation device, using two = two stiffening elements on both sides of the steel plate wall, independent and side view after lifting is completed; Figure 16 It is a cross-sectional side view of the XVT YVT person in FIG. 15 along the direction of FIG. 17 U. FIG. Η is a side view of the seismic component of the present invention after the assembly and lifting are completed; the stiffening of the door is not shown; FIG. 18 is a cross-sectional side view along the XVIII_ ™ direction of FIG. 17; The side view of the seismic energy-dissipation device of the present invention 'adopts 70 pieces of arbitrary angular force with the steel beam' in assembly and hoisting; and FIG. 20 is a cross section taken along the XX × χχ direction in FIG. 19 Side view. 15 1233958 [Description of the main symbols of the drawings] 11 Shear wall 31 Steel plate wall 12 Steel frame 32 Concrete block 121 Steel beam 33 Bolt 122 Steel column 331 Bolt unit 21 Steel plate wall 332 Bolt unit 22 Slot Steel 34 Steel plate bolt holes 24 Bolts 35 Concrete bolt holes 233 Bolt male units 4 Frames 234 Bolt female units 41 Steel beams 24 Steel plate bolt holes 42 Steel columns 25 Channel steel bolt holes
1616