200840916 九、發明說明： 【發明所屬之技術領域】 :發明係關於一種減震消能裝置，尤指一種維修血設 计谷易之附樑式減震消能裝置。 、 【先前技術】 目前-般建築物皆已強調針對外來負載造成之結構震 能設計。外來負载例如地震或風力之作用， 白屬…大能量之自然現象’若無特別設計消能之裝 置’則谷易造成建築物倒塌損毀。 有二知之減震消能裝置係以斜樓與柱、及主樑 15 ，二：斜樓承受之轴力分量來抵抗外力。當整體結構 承又卜力知，各結構桿件包括主樑、柱、及斜標，乃依據 ::構桿件間勁度高低來分配其所承受之力量。而通常為 “目的，斜撐的軸向勁度極高，致使其容易吸收極大的 軸力但右其吸收之軸力持續增大至—極限，可能導致斜 撐挫曲，如此將造成建築物崩塌。 因此為解決上述問題，另有習知之消能設計被提出， 例如採用挫曲束制型斜撐。此種設計主要在強化斜撐的軸 向承載力，改變斜撐之受力變形行為。但其有如下缺點， 其所吸收之軸办亦相對高’致使其週邊的樑、柱或力量傳 遞路徑容^引發應力太過集中的現象，—旦一處失靈則將 會引發抗剪力瞬間下降及嚴重的偏心扭轉現象。 亦有採用偏心斜撐之設計，如圖！所示，其為習知偏心 20 200840916 牙式減辰4置。圖！中顯示，斜撐3連接於主樑1以及兩側 主2 ’ 一斜撐3與主樑1之連接位置係為不同點。此種結構目 的為讓主襟1進入降伏階段，其有性能穩定、且施工方式湾 單之優點。 5 然而當斜撐3與主樑1直接相連時，斜撐3所必需承受之 轴力將决疋於主樑1本身的勁度及強度。此外，主樑1的斷 寸大】之考塁主要在於樓版及地震力相關之載重因 素而旦主樑1的斷面尺寸被決定了，則斜撐3所必須承 零 擔的力量亦隨之決定。 、 1〇 、主樑1的勁度及強度並非可任意調整，如此通常導致為 避j斜撐3挫曲而以加大斜撐3斷面之方式來加強斜撐），故 符、二濟效里。並且，提南斜撐3之勁度亦同時讓斜撐3於 f體結構中分配到更多的負載’此時又需再評估斜撐3強度 疋否足乂抵抗只貝上變大的分配負載。另外，採用此等么士 15構系統時，由於控制點發生在主樑1上，而主m與樓㈣ 連，一旦主樑1進入塑性階段將連帶使其周邊的樓版受損， _ 而維修主樑1之難度較高亦為此設計之缺點。 鏗於上述各種改良設計衍生出缺點，本發明人乃積極 研究’設計出更為實用之減震消能裝置。 20 【發明内容i 二側柱、 ，主樑及 本發明之附樑式減震消能裝置包括一主樑、 一附樑、以及至少一斜撐。二侧柱平行直立設置 附樑皆連接於二侧柱之間。 200840916 L之斜私二端分別連接於附樑及二側1 其將附樑分隔定義出消能段以及非消能段，/中二:； 與主樑相隔有—預定間距。 /、中“段係 Μ透Γ附樑之設置，使斜撑之選擇不受大樑限制，且大 對於負载之承受也互不干擾，可控制附樑之強产 與勁度來決定整體結構之消能能力。且其可安裝於既= 構物上，消能構件損耗進行維修更換時也方便容易，避^ 因主樑直接損毀甚至連帶使其周邊樓版變 10 二：=結構勒、或者欲維修主樑時晕涉到需先破 除包復其外樓版之困難。 斜撐可包含-正偏心斜撐、以及一負偏心斜撐 心斜樓與負偏心斜撐分別以正斜率以及負斜率連接 之不同位置。 烁 附樑之非消能段可透過接頭連接於主樑，亦可以銲接 b方式與主樑連接。附樑亦可透過接頭連接、或直接辉^於 二側柱其中之一。斜撐與附樑之連結位置可組設有一加勁 ( 板組。 附標亦可透過其他連結構件與樑、柱間接接合。例如 附樑式減震消能裝置可更包括有二連結支柱，分別並接於 20 上述二側柱，且附樑係連接於二連結支柱之間，斜撐二端 分別連接於附樑與二連結支柱其中之一。 上述主標、以及二側柱至少其中之一於樑柱接頭區可 分別以鋼板包覆於外，或者在樑、柱内以預埋方式裝設鋼 筋或鋼板，以補強結構。 7 25 200840916 【實施方式】 參考圖2，其繪示本發明之附樑式減震消能裝置第一實 施例立體圖。於第一實施例中，附樑式減震消能裝置包括 有二側柱21、一主樑2〇、一附樑3〇、二斜撐32與33。需注 意的是，為解說方便，圖示僅為多層樑柱結構之一層。 二側柱21平行直立固設，且二側柱以之間由上而下依 序夾固相互平行之主樑2〇、附樑30以及另一主樑25。上述 主樑齡連接於建㈣之各樓版（圖未示）。斜撐32與33各自 10 15200840916 IX. Description of the invention: [Technical field to which the invention belongs]: The invention relates to a vibration absorbing energy dissipating device, in particular to a beam-type vibration absorbing energy dissipating device for repairing a blood design. [Prior Art] At present, the general-purpose buildings have emphasized structural seismic design for external loads. External loads such as the role of earthquakes or winds, white genus... natural phenomena of large energy 'If there is no special design of energy dissipating devices' then Gu Yi will cause the building to collapse. There are two known damping energy dissipating devices that resist the external force with the axial force components of the inclined building and the column and the main beam 15 and 2: the oblique building. When the overall structure is supported, the structural members include the main beam, the column, and the oblique mark, which are distributed according to the stiffness of the member. And usually "the purpose, the axial stiffness of the bracing is extremely high, making it easy to absorb the great axial force but the axial force of the right absorption continues to increase to the limit, which may cause the brace to buck, which will cause the building In order to solve the above problems, another conventional energy dissipation design has been proposed, for example, using a buckling beam type bracing. This design mainly strengthens the axial bearing capacity of the bracing and changes the force deformation behavior of the bracing. However, it has the following disadvantages: the axis that it absorbs is relatively high, causing the beam, column or force transmission path around it to cause the stress to be too concentrated, and a failure will cause shear resistance. Instant drop and severe eccentric torsion phenomenon. There is also the design of eccentric bracing, as shown in Fig.!, which is the conventional eccentricity 20 200840916 tooth type reduction 4 set. The figure shows that the diagonal support 3 is connected to the main beam. 1 and the connection position of the main 2'-tilt 3 on both sides and the main beam 1 is different. The purpose of this structure is to let the main raft 1 enter the undulating stage, which has the advantages of stable performance and construction mode. However when the struts 3 and the main beam 1 When connected, the axial force that the diagonal bracing 3 must bear depends on the stiffness and strength of the main girder 1. In addition, the main reason for the large displacement of the main girder 1 is mainly the load related to the building and seismic forces. Since the section size of the main beam 1 is determined, the strength of the diagonal support 3 must be determined. The stiffness and strength of the main beam 1 are not arbitrarily adjustable, which usually results in Avoid the j-bend 3 buckling and increase the diagonal bracing 3 section to strengthen the diagonal bracing), so the Fu and the second effect. And, the stiffness of the south of the diagonal bracing 3 also makes the diagonal brace 3 More load is allocated in the body structure. At this time, it is necessary to re-evaluate the strength of the bracing 3, and it is sufficient to resist the distributed load that becomes larger on the shell. In addition, when the system is used, the control point occurs. On the main beam 1, and the main m is connected to the building (four), once the main beam 1 enters the plastic stage, it will be attached to damage the surrounding floor, and the difficulty of repairing the main beam 1 is also a disadvantage of this design. The above-mentioned various improved designs have disadvantages, and the inventors have actively studied to design a more practical damping device. [Invention] The two side pillars, the main beam and the beam-type vibration damping energy dissipating device of the invention comprise a main beam, a beam, and at least one diagonal bracing. Connected between the two side columns. 200840916 The two ends of the slanting private end of L are respectively connected to the beam and the two sides 1 which define the energy dissipating section and the non-energy dissipating section by the beam separation, /Second:; - Predetermined spacing. /, Medium" The setting of the truss beam is made so that the choice of the struts is not restricted by the girders, and the load does not interfere with the load, and the strength and stiffness of the girders can be controlled. Determine the energy dissipation capacity of the overall structure. Moreover, it can be installed on both the structure and the loss of the energy-dissipating component for maintenance and replacement. It is also convenient and easy to avoid. The main beam is directly damaged or even connected to make the surrounding floor change 10 2: = structure, or to repair the main beam When the halo is involved, it is necessary to first break the difficulty of covering the exterior version. The bracing may include a positive eccentric braces, and a negative eccentric braces and different positions where the negative eccentric braces are connected with a positive slope and a negative slope, respectively. The non-energy-cleaving section of the beam can be connected to the main beam through a joint, or it can be welded to the main beam by means of b. The beam can also be connected through a joint or directly to one of the two side columns. The joint between the diagonal bracing and the attachment beam can be combined with a stiffening (plate group. The attached standard can also be indirectly joined to the beam and column through other connecting members. For example, the beam-type damping energy dissipating device can further include two connecting pillars, respectively And connected to the above two side pillars, and the beam is connected between the two connecting pillars, and the two ends of the diagonal bracing are respectively connected to one of the auxiliary beam and the two connecting pillars. The above-mentioned main standard and at least one of the two side pillars In the beam-column joint zone, the steel plate may be respectively wrapped outside the steel plate, or the steel bar or the steel plate may be installed in the beam and the column in a pre-buried manner to reinforce the structure. 7 25 200840916 [Embodiment] Referring to FIG. 2, the present invention is illustrated A perspective view of a first embodiment of a beam-type vibration damping energy dissipating device. In the first embodiment, the beam-type vibration damping energy dissipating device comprises two side columns 21, a main beam 2〇, a beam 3〇, two Braces 32 and 33. It should be noted that for the convenience of explanation, the illustration is only one layer of the multi-layer beam-column structure. The two-sided column 21 is fixed upright in parallel, and the two side columns are sequentially clamped from top to bottom. The main beam 2〇, the attached beam 30, and the other main beam 25 are parallel to each other. Liang Ling is connected to each floor of the building (four) (not shown). The braces 32 and 33 are each 10 15
以-端連接於附樑3G之不同位置，並以另—端連接於對應 之側柱21及另一主樑25。 一附樑30每—端分別透過接頭24與28而連接於主樑20及 二側柱21。斜撐33為一相對於附樑30為正斜率設置之正偏 斜撐而斜# 32則為—相對於附樑3()為負斜率設置之負 撐。上述偏心斜禮係指：斜撐對附樑之連接點為不 同位置之情形。 於此本=中主樑與側柱為鋼筋混凝土結構，但並不限 構造，其斷面構或鋼骨鋼筋混凝土結構。斜禮為鋼 箱形、圓a _ ，亦可為其他可承受轴力之型式如 錯、心金等材:樑:::二可採用具有延展性如鋼、 足夠，側向支樓之斷面型態 義出有三二2段、。33包:於附广〇之連揍關係將附_分隔定 句 預疋距離P。斜撐32與33對 20 200840916 於附樑3 0之連接位置處皆組設有一加勁板組3 1，用以平均 分散傳遞至附樑30上之力量，避免受力過於集中。 附樑30之消能段301與主樑20鄰近而不接觸（距離ρ)， 不會與主樑20連成一體。在配置上，附樑3〇與主樑2〇之距 離Ρ越短越好，不僅可保有較大利用空間，更可使側柱2 ^所 受彎矩較小。由於主樑20、附樑消能段3〇1之分離，使大部 分力量傳遞到樑柱接頭區22。The ends are connected to different positions of the attachment beam 3G, and are connected at the other end to the corresponding side pillars 21 and the other main beam 25. Each of the attachment beams 30 is connected to the main beam 20 and the two side columns 21 through the joints 24 and 28, respectively. The bracing 33 is a positively biased gusset that is disposed with respect to the sill 30 and the slanting #32 is a negative yoke that is set with respect to the yoke 3(). The above eccentricity refers to the case where the connection point of the diagonal support to the beam is different. In this case, the main beam and the side column are reinforced concrete structures, but they are not limited to the structure, and the section structure or the steel reinforced concrete structure. The oblique ceremony is steel box shape, round a _, and can also be other types that can withstand axial force such as wrong, heart gold, etc.: Beam::: 2 can be ductile, such as steel, enough, lateral branch break There are three or two paragraphs in the shape of the face. 33 packs: The relationship between the 〇 〇 附 将 将 附 附 _ _ _ 疋 疋 疋 疋 疋 疋 疋The pair of braces 32 and 33 20 200840916 are provided with a stiffening plate set 3 1 at the joint position of the beam 30 to uniformly distribute the force transmitted to the beam 30 to avoid excessive concentration of force. The energy dissipating section 301 of the beam 30 is adjacent to the main beam 20 without contact (distance ρ) and is not integrated with the main beam 20. In terms of configuration, the shorter the distance between the beam 3〇 and the main beam 2〇, the better the space, and the smaller the bending moment of the side column 2 ^. Due to the separation of the main beam 20 and the beam energy dissipation section 3〇1, most of the force is transmitted to the beam and column joint zone 22.
10 15 主樑20、以及二侧柱21於樑柱接頭區22分別包覆有一 鋼板23，以對整體樑柱結構進行補強。 由斜撐對附樑連接點所分隔定義出之消能段與該段名 附备、正t中之相㈣度大小有關，先降伏者即為、;肖能段。 例如本^施例中為雙斜撐結構，且附襟為單一材料、單一 #又面3L心it匕日寸消能段即在長度較短之中間區段，因其相 對有較大勁度。 人㈣早一斜撐結構，如目8之第五實施例中， 附樑60同樣為單一材料、單一 、 接點即決定哪一段二：；面型'，此時斜撐53的達 較短-段因勁度即連接點所定義出 * , %-¾- -文在負载分配上會導致有較大的分 // 以外之其他區段為域^肖能段602。 慮之一般例:實二:所：施工上顧及經濟與方便性所考 強度賴各區段之勁度、降伏 本發明之功l 叫μ —區段先發生降伏即可獲致 20 200840916 參考圖3與圖4，盆分别化-似你/上+ 立 ^ 刀別~不附樑式減震消能裝置受力 泛不思圖、及、肖能ρ為 一 * 自犯奴文力遲滯迴圈示意圖。圖3中實線夺 不處於變形狀態之摔杈姓 具、、1表 柱、、、°構。以下§兄明本發明之附樑式減 辰确處裝置特點。 當整體樑柱結構受到—地震水平力叫，在點S位置 附樑與斜#的貞載關係巾符合下關係式： P1 二 V/sine， 其中，P1 ··斜撐轴力， v :消能段剪力， 10 θ :斜撐與附樑夾角。 .而由於/肖能段勇力與變位之關係具有如圖4之遲滯迴 圈特14 ’ gp备4 ▲段在内力達降伏後’其剪力增量變化甚 小，使剪力增加至某一程度之後保持定值，故而使斜撐軸 15力亦可鎖定在一特定水準，如此可確保斜撐不會因未知之 15外部力量導致挫曲破壞。可透過調整附樑之勁度及強度， 使附樑内之消能段發生較大之變形，先達塑性階段而形成 > 遲滯迴圈，消耗外來的能量。 參考圖5,其繪示第二較佳實施例之附樑式減震消能裝 置立體圖。附樑對於主樑及侧柱之連接關係並不限於第一 2〇實施例所述以接頭直接連接者。於本實施例中，附樑式減 震消能裝置大致與第一實施例相同，唯其不同處在於，附 樑30以其二端之非消能段302直接烊接固定於對應之側柱 21 °另外，斜撐41與42不與附樑連接之另一端各自以螺栓 接合於銲在侧柱21上之接合板2 9，當然亦可以其他方式連 200840916 接例如以焊接方式直接固定於對應之側柱21上。 ί考囷6其繪示第三較佳實施例之附樑式減震消能裝 置^體圖。於本實施例中，附樑式減震消能裝置大致與第 κ例相同，附樑5 0具有一消能段5 〇 1以及二非消能段 5 5〇2唯其不同處在於，附樑50之二非消能段502彎曲成l 升y L开/腳邛垂直地直接焊接固定於主樑。另外，斜樓4 i 與42不與附樑連接之一端各自以螺接方式透過接合板洲 定於對應之側柱21上。10 15 The main beam 20 and the two side columns 21 are respectively covered with a steel plate 23 in the beam-column joint region 22 to reinforce the overall beam-column structure. The energy dissipation segment defined by the diagonal support to the attachment point of the beam is related to the phase of the segment name and the phase of the positive t (four) degree. The first drop is the sum; the Xiao energy segment. For example, in the embodiment, the double-tilt structure is attached, and the attached one is a single material, and the single #面面3L heart is the middle section of the shorter length, because it has a relatively large stiffness. . In the fifth embodiment of the human (4) early slanting structure, the fifth embodiment of the slanting beam 60 is also a single material, a single, a joint, which determines which segment two:; surface type, at this time the diagonal struts 53 are shorter - The segment stiffness is defined by the connection point *, and the %-3⁄4- - text will result in a larger score / / other segments other than the domain ^ Xiao energy segment 602. General case: Real 2: All: The construction depends on the economy and convenience. The strength of the test depends on the stiffness of each section, and the work of the invention is called μ. The section first occurs and then falls to obtain 20 200840916. With Figure 4, the basin is separate - like you / up + stand ^ knife ~ no beam type shock absorber energy dissipating device force is not thinking, and, Xiao can ρ is a * self-inflicted slavery force hysteresis loop schematic diagram. In Fig. 3, the actual line is the wrestling surname, the 1 column, and the ° structure. The following § brothers show the characteristics of the beam-reducing device of the invention. When the overall beam-column structure is subjected to the earthquake-induced horizontal force, the load-bearing relationship between the beam and the oblique # at the point S is in accordance with the following relationship: P1 two V/sine, where P1 · · diagonal axial force, v: Segment shear force, 10 θ: angle between the diagonal bracing and the attached beam. And because of the relationship between the strength of the / Xiao Nian segment and the displacement, there is a hysteresis loop as shown in Figure 4. 14 'gp prepared 4 ▲ segment after the internal force reaches the drop, the shear force increment is very small, so that the shear force is increased to some After a certain degree, the value is maintained, so that the force of the diagonal shaft 15 can also be locked at a certain level, so as to ensure that the bracing does not cause buckling damage due to the unknown 15 external force. By adjusting the stiffness and strength of the beam, the energy dissipation section in the beam can be deformed greatly, and the plastic phase is formed first to form a hysteresis loop, which consumes external energy. Referring to Figure 5, there is shown a perspective view of a beam-type shock absorbing energy dissipating device of the second preferred embodiment. The connection relationship of the girder to the main beam and the side post is not limited to the direct connection of the joint as described in the first embodiment. In the present embodiment, the beam type vibration absorbing energy dissipating device is substantially the same as the first embodiment, except that the sill beam 30 is directly spliced and fixed to the corresponding side column by the non-energy dissipating section 302 at the two ends thereof. In addition, the other ends of the braces 41 and 42 which are not connected to the girder are respectively bolted to the joint plate 2 9 welded to the side post 21, and of course, other manners can be connected to the 200840916, for example, directly by welding. On the side column 21.囷考囷6 shows a beam-type vibration absorbing energy dissipating device of the third preferred embodiment. In the present embodiment, the beam type vibration absorbing energy dissipating device is substantially the same as the κ case, and the beam 50 has an energy dissipating section 5 〇1 and a second non energy dissipating section 5 5 〇 2, but the difference lies in The non-dissipating section 502 of the beam 50 is bent into a l liter y L open/ankle vertically welded and fixed to the main beam. In addition, the inclined buildings 4 i and 42 are not screwed to each other through the joint plate to the corresponding side post 21 .
麥考圖7 ’其繪示第四較佳實施例之附樑式減震消能裝 置立體圖。於本實施例中，附標式減震消能裝置大致與第 一貫訑例相同，其不同處在於更包括二連結支柱26，對應 地側接於二側柱21。且附樑3〇直接銲接於二連結支柱26之 間、斜撐5 1與52二端則分別連接於附樑3〇以及對應之連結 支柱26。補強用鋼板27係預埋於主樑2〇内，而側柱21内則 預埋有一鋼筋55。 參考圖8,其繪示第五較佳實施例之附樑式減震消能裝 φ 置立體圖。於本實施例中，附樑式減震消能裝置只配置單 一斜撐53，因此斜撐53僅將附樑60定義出單一非消能段6〇2 與單一消能段601。p付樑60之消能段6〇1直接钱於一側柱 2〇 211，而非消能段602則以接頭24連接於主樑2〇以及另一側 柱212。斜撐53 —端連接於附樑60,另一端則連接於側柱212 •及另一主樑25 〇 由上可知’附樑可透過直接連接、或透過間接構件方 式連接於主樑及/或側柱，其最終效果皆為附樑與側柱之間 11 200840916 有一力傳遞途徑。另一方面， 連接在柱或連結支柱上、抑_日^附樑連接之一端可 連結支柱。 卩如日讀合於下方主樑與柱或 苓考圖9，其繪示本發明第丄 省Λ,爿士罢-立囬 弟車乂么貫施例之附樑式減震 沩月b衣置不思圖。本發明 a之、、、口構中，附樑與斜撐之配置亦 可如圖示倒置設計。例如篦丄告 要β , 弟/、只苑例即為第一實施例之倒 置，附樑70係設置於靠近另一 主橾25處，斜撐71與72除了 連接於附義與餘以外，_也介於域猶附枰70 10 15 20 之間：且斜撐7_系直接銲接於附樑7咖 參考圖10，其緣示本發明第七較佳實施例之附標式減 晨消能裝置示意圖。第七實施例為第五實施例之倒置，附 ‘8〇σ又置於罪近另一主樑25處，單支斜撐μ除了連接於附 ‘80’、侧柱21之外’同時也介於主樑2〇與附樑肋之間。 本發明至少具有下列優點。藉由附樑之設置、及主樑/ 附才木刀離之。又计’可使主樑主要負#垂直力、附襟主要負 責水平力’使主樑本身承受之負载不會傳遞至附樑，而附 樑僅傳遞水平力至大樑端或樑柱接頭附近。在建築物承受 外力fe襲時，可將損壞點集中至附樑，使樑柱結構仍維持 安全，防止建築物倒塌。 因斜撐所受軸力僅與附樑消能段剪力關連，斜撐件之 規格不再受主樑影響，可藉由選擇適當之附樑來匹配斜 撐’在選擇上相當有彈性。控制附樑之強度與勁度以提高 結構消能能力，可避免其週邊的樑、柱或力量傳遞路徑發 生應力太過集中的現象，進而提升建築物之抗震及抗風能 12 200840916 力。 另外本發明更可直接將附樑、斜撐加設於既有之單纯 樑柱結構，駐枝、此方便性也㈣鋒料顯現。尤 其是附樑採用鋼材時’可安裝在各種建築物上，且έ士構更 單純、耐久性更佳、穩定度更高、雉修更容易。α 上述貝把例僅係為了方便說明而舉例而已，本發明所 主張之權利範圍自應以中請專利範圍所述 於上述實施例。 10 【圖式簡單說明】 圖1係習知偏心斜撐式減震裝置 圖2係本發明第一較佳實 圖0 施例之附樑式減震消能裝置立 體 15 圖3係圖2之輯式減震消能裝置受力變形示意圖 圖4係圖2之消能段受力遲滯迴圈示意圖。 施例之附樑式減震消能裝置立體 圖5係本發明第二較佳實 圖0 20 圖6係本發明第三較隹實 圖。 圖7係本發明第四較隹每 圖。 ^ 圖8係本發明第五較隹實 圖。 、 施例之附樑式減震消能裝置立體 施例之附樑式減震消能裝置立體 施例之附樑式減震消能裝置立 體 圖9係本發明第六較佳 實施例之附樑式減震消能裝置示意 13 200840916 、 圖。 圖10係本發明第七較佳實施例之附樑式減震消能裝置示意 圖0The McCaw chart 7' shows a perspective view of the beam-type vibration absorbing energy dissipating device of the fourth preferred embodiment. In the present embodiment, the indexing type vibration absorbing energy dissipating device is substantially the same as the first consistent example, and the difference is that it further includes two connecting struts 26, which are correspondingly flanked by the two side columns 21. Further, the beam 3 is directly welded between the two connecting pillars 26, and the two ends of the diagonal braces 5 1 and 52 are respectively connected to the beam 3 〇 and the corresponding connecting pillar 26 . The reinforcing steel plate 27 is pre-buried in the main beam 2, and a reinforcing bar 55 is embedded in the side column 21. Referring to Figure 8, there is shown a perspective view of a beam-type shock absorbing energy dissipating device of the fifth preferred embodiment. In the present embodiment, the beam type vibration absorbing energy dissipating device is only provided with a single struts 53, so that the yoke 53 defines only the single non-emission section 6 〇 2 and the single energy dissipating section 601. The energy dissipation section 6〇1 of the p-beam 60 is directly deposited on one side of the column 2〇 211, while the non-cancellation section 602 is connected to the main beam 2〇 and the other side column 212 by a joint 24. The brace 53 is connected at the end to the beam 60 and the other end is connected to the side post 212 and the other main beam 25. From the above, the 'attachment beam can be connected to the main beam through a direct connection or through an indirect member. The side column, the final effect is between the beam and the side column 11 200840916 has a force transmission. On the other hand, one of the ends connected to the column or the connecting post can be connected to the column. For example, the reading of the main beam and the column below or the drawing of Figure 9 shows the third-order 本 丄 Λ 爿 爿 爿 爿 立 立 立 立 立 立 立 立 立 立 立 立 立 立 立 立 立 立 立 立 立 立 立 立 立 立 立Do not think about it. In the a, , and mouth structure of the present invention, the arrangement of the beam and the brace can also be reversed as shown. For example, the advertisement is required to be β, the younger, and the only example is the inverted of the first embodiment, and the attachment beam 70 is disposed near the other main sill 25, and the diagonal struts 71 and 72 are connected except for the meaning and the remainder. _ is also interposed between the fields 70 10 15 20: and the bracing 7_ is directly welded to the beam 7 to refer to FIG. 10, which is a symbol of the seventh preferred embodiment of the present invention. Can be schematic diagram of the device. The seventh embodiment is the inversion of the fifth embodiment, and the '8〇σ is placed next to the other main beam 25, and the single diagonal support μ is connected to the attached '80' and the side post 21' Between the main beam 2〇 and the beam rib. The present invention has at least the following advantages. By the setting of the beam, and the main beam / attached wooden knife to leave it. In addition, the main beam can be made to have a vertical force, and the main load is responsible for the horizontal force. The load on the main beam itself is not transmitted to the attached beam, and the beam only transmits horizontal force to the end of the beam or near the beam-column joint. When the building is subjected to external forces, the damage points can be concentrated to the attached beam, so that the beam-column structure remains safe and prevents the building from collapsing. Since the axial force of the bracing is only related to the shearing force of the beam's energy dissipation section, the specification of the diagonal bracing is no longer affected by the main beam, and the matching bracing can be selected to be quite elastic by selecting an appropriate beam. Control the strength and stiffness of the beam to improve the energy dissipation capacity of the structure, and avoid the phenomenon that the surrounding beam, column or force transmission path is too concentrated, thus improving the seismic and wind resistance of the building. 12 200840916 Force. In addition, the invention can directly add the beam and the diagonal bracing to the existing simple beam-column structure, and the convenience branch (4) is also shown. Especially when the steel is attached to the beam, it can be installed on various buildings, and the gentleman structure is simpler, the durability is better, the stability is higher, and the repair is easier. The above-mentioned examples are merely for convenience of explanation, and the scope of the claims of the present invention is as described in the above-mentioned embodiments. 10 is a schematic diagram of a conventional eccentric slanting damper device. FIG. 2 is a first embodiment of the present invention. Schematic diagram of the force deformation of the shock absorber energy dissipating deviceFig. 4 is a schematic diagram of the force hysteresis loop of the energy dissipation section of Fig. 2. Fig. 5 is a second preferred embodiment of the present invention. Fig. 6 is a third comparative view of the present invention. Fig. 7 is a fourth comparative diagram of the present invention. Figure 8 is a fifth comparative diagram of the present invention. The beam-type vibration damping energy dissipating device of the three-dimensional embodiment of the beam-type vibration damping energy dissipating device of the embodiment is attached to the beam type vibration damping energy dissipating device. FIG. 9 is a beam of the sixth preferred embodiment of the present invention. Schematic of the shock absorption and energy dissipation device 13 200840916, Fig. Figure 10 is a schematic view of a beam-type vibration absorbing energy dissipating device according to a seventh preferred embodiment of the present invention.
【主要元件符號說明 主樑1 斜撐3 侧柱 21，211，212 鋼板23,27 另一主樑25 接合板2 9 消能段 301，501，601 加勁板組3 1 鋼筋55 距離P 側柱2 主樑20 樑柱接頭區22 接頭24,28 連結支柱26 附樑 30,50,60,70,80 非消能段302,502,602 斜撐 32,33,41，42,51，52,53,71 ，72,81[Main component symbol description Main beam 1 Diagonal support 3 Side column 21, 211, 212 Steel plate 23, 27 Another main beam 25 Joint plate 2 9 Energy dissipation section 301, 501, 601 Stiffening plate set 3 1 Rebar 55 Distance P Side column 2 Main beam 20 Beam-column joint zone 22 Joint 24, 28 Connecting strut 26 Attaching beam 30, 50, 60, 70, 80 Non-dissipating section 302, 502, 602 Diagonal brace 32, 33, 41, 42, 51, 52, 53, 71 72,81
地震水平力FEarthquake level force F
點SPoint S
1414