1328063 九、發明說明： 【發明所屬之技術領域】 能裝置，尤指一種維修與設 本發明係關於一種減震消 計容易之附樑式減震消能裝置 5 【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 • ㈣—減震消能設計。外來負載例如地震或風力之作用， 皆屬帶有巨大能量之自然現象，若無特別設計消能之裝 10 置’則容易造成建築物倒塌損毁。 有習知之減震消能裝置係以斜撐與柱、及主標直接相 連接，利用斜樓承受之軸力分量來抵抗外力。當整體結構 承受外力時，各結構桿件包括主樑、柱、及斜撑，乃依據 各結構桿件間勁度高低來分配其所承受之力量。而通常為 15消能目的，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 樓挫曲，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 20向承載力，改變斜撐之受力變形行為。但其有如下缺點， 其所吸收之軸力亦相對高，致使其週邊的樑、柱或力量傳 遞路徑容易引發應力太過集中的現象，一旦—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i所示，其為習知偏心 5 1328063 斜撐式減震裝置。圖！中顯示，斜樓3連接於主樑m及兩側 柱2，二斜撐3與主樑丨之連接位置係為不同點。此種結構目1328063 IX. Description of the invention: [Technical field to which the invention pertains] An energy device, especially a maintenance and installation system, relates to a beam-type vibration damping energy dissipating device 5 which is easy to absorb and dissipate. [Prior Art] Current-like construction All objects have been emphasized for structural shock caused by external loads. (4) - Shock absorption energy dissipation design. External loads such as earthquakes or winds are natural phenomena with huge energy. If there is no special design for energy dissipation, it will easily cause the building to collapse. The well-known damping energy dissipating device is directly connected with the column and the main standard by the diagonal bracing, and utilizes the axial force component of the inclined building to resist the external force. When the overall structure is subjected to an external force, each structural member includes a main beam, a column, and a diagonal bracing, and the strength to which it is subjected is distributed according to the stiffness between the structural members. And usually for 15 energy dissipation purposes, 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 diagonal to buck, so Caused the building to collapse. Therefore, 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 bearing capacity of the shaft 20 of the bracing and changes the force deformation behavior of the bracing. However, it has the following disadvantages, and the axial force absorbed by it is relatively high, so that the beam, column or force transmission path around it is easy to cause the stress to be too concentrated. Once the failure occurs, the shear force will be instantaneously decreased. Severe eccentric torsion. There is also a design using an eccentric bracing, as shown in Figure i, which is a conventional eccentric 5 1328063 slanting damper. Figure! It is shown that the inclined building 3 is connected to the main beam m and the two side columns 2, and the connection positions of the two diagonal braces 3 and the main beam are different. Such a structure
的為讓主樑1進入降伏階段，其有性能穩定、且施工方式簡 單之優點。 B 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 軸力將決定於主樑1本身的勁度及強度。此外，主樑丨的斷 面尺寸大小之考量主要在於樓版及地震力相關之載重因 素而一旦主樑1的斷面尺寸被決定了，則斜撐3所必須承 馨 擔的力量亦隨之決定。 ίο 主樑1的勁度及強度並非可任意調整，如此通常導致為 避，斜撐3挫曲而以加大斜撐3斷面之方式來加強斜撐3，故 不付經濟效益。並且，提高斜撐3之勁度亦同時讓斜撐^於 ，體結構中分配到更多的負載，此時又需再評估斜撐3強度 疋否足以抵抗實質上變大的分配負載。另外，採用此等結 15構系統時’由於控制點發生在主樑1±，而主則與樓版才: 連，—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。 鑑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。 【發明内容】 本發明之附樑式減震消能裝置包括一主二 -附樑、以及至少一斜撐。二側柱平行直立設置，主樑及 附樑皆連接於二側柱之間。 6 上迷之斜撐二端分別連接於附樑及二側柱其， 八將附樑分腊令$ 虚主梓相P- 義出消能段以及非消能段，其中消能段係 /、主椋相隔有—預定間距。 透過附樑之設置，使斜撐之選擇不受大樑 擁與附樑對於s 们且人 與勁卢夹法二、載 不干擾，可控制附襟之強度 構物厂:夂整體結構之消能能力。S其可安裝於既有結 /消能構件損耗進行維修更換時也方便容易，避免 开^設計中，因主樑直接損毁甚至連帶使其周邊樓版變 10 7致建物結構料、或者欲維修主樑時牽涉到需先破 除包覆其外樓版之困難。 斜撙可包含-正偏心斜撐、以及一負偏心斜撐， :斜撐與負偏心斜撐分別以正斜率以及負斜率連 之不同位置。 禾 15 附樑之非消能段可透過接頭連接於主樑，亦可以 方式與主襟連接。附樑亦可透過接頭連接、或直接銲接於In order to let the main beam 1 enter the declining stage, it has the advantages of stable performance and simple construction mode. B 5 However, when the brace 3 is directly connected to the main beam 1, the axial force that the brace 3 must bear depends on the stiffness and strength of the main girder 1 itself. In addition, the consideration of the section size of the main beam is mainly due to the load factors related to the building and seismic forces. Once the section size of the main beam 1 is determined, the force of the diagonal support 3 must be Decide. Ίο The stiffness and strength of the main beam 1 are not arbitrarily adjustable. This usually leads to avoidance. The diagonal brace 3 is buckling and the diagonal bracing 3 is strengthened by increasing the cross-section of the diagonal brace 3, so no economic benefit is obtained. Moreover, increasing the stiffness of the brace 3 also allows the brace to be distributed, and more load is distributed in the body structure. At this time, it is necessary to re-evaluate the strength of the brace 3 to be sufficient to resist the substantially large distributed load. In addition, when using these knots 15 system, 'because the control point occurs in the main beam 1±, and the main and the floor are only: Even, the main beam 1 enters the plastic stage and will be attached to the surrounding floor. • The difficulty of repairing the main beam 1 is also a disadvantage of this design. In view of the shortcomings of the various improved designs described above, the inventors have actively studied and designed a more practical damping energy absorbing device. SUMMARY OF THE INVENTION The beam type vibration absorbing energy dissipating device of the present invention comprises a main two-attached beam and at least one diagonal brace. The two side columns are arranged in parallel and the main beam and the attached beam are connected between the two side columns. 6 The two ends of the upper slanting sling are respectively connected to the attached beam and the two side pillars, and the eight will be attached to the beam to make the virtual main phase P- meaning the energy dissipation section and the non-energy dissipation section, wherein the energy dissipation section/ The main rafts are separated by a predetermined distance. Through the setting of the beam, the choice of the bracing is not affected by the girders and the beams. The strength of the structure is controlled by the strength of the fascia. ability. S can be installed in the existing knot / energy dissipation component loss for maintenance and replacement is also convenient and easy to avoid open design, because the main beam is directly damaged or even associated with its surrounding floor version of the building materials, or to repair The main beam involves the difficulty of breaking the outer floor of the building. The slanting sill may include a positive eccentric bracing and a negative eccentric bracing: the diagonal bracing and the negative eccentric bracing are respectively connected at different positions with a positive slope and a negative slope. The non-depleting section of the Wo 15 can be connected to the main beam through a joint or in a manner to the main raft. The beam can also be connected through a joint or directly welded to
二側柱其中之-。斜撐與附樑之連結位置可組設有_加呀 板組。 J 20 附樑亦可透過其他連結構件與樑、㈣接接合 附樑式減震消能裝置可更包括有二連結支柱，分別並❹ 上述二練，且附樑係連接於二連結支柱之間，斜樓二# 分別連接於附樑與二連結支柱其中之一。 而 上述主樑 '以及二側柱至少其中之—於標柱接頭 分別以鋼板包覆於外，或者在樑、柱内以預埋方式裝設 筋或鋼板’以補強結構。 7 25 1328063 【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 =立體目於第-實施例中，附標式減震消能裝置包括 '1柱21主樑20、_附樑3〇、二斜撐32與。需注 思的是，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’且二側柱此間由上而下依 序央固相互平行之主樑2G、_3CUX及另—主樑25。上述 主^各連接於㈣物之各樓版（®未示）。斜们2與33各自 以一 $而連接於附樑3 〇之 10 15 之側㈣及另-主樑25。 亚以另—端連接於對應 附咖每-端分別透料頭24與28而連接於主標 =Γ°Γ33為—相對於附樑3G為正斜率設置之正偏 偏、、^ 32則為—相對於附樑30為負斜率設置之負 ==二上述偏心斜撐係指二斜撐對附樑之連接點為不 冋位置之情形。 本實施例中主樑鱼傰飪也 Μ 於此，亦可為鋼骨社構^^ 凝土結構’但並不限 構造，其斷面為矩开;，；：;：：混凝土結構。斜撐為鋼 錯、〜金等材料而為=可採用具有延展性如鋼、 足一支樓之斷面型態:=型’但亦可為 ^ ^ Μ ^# 3〇^ ^ ^ 且消能段3。i與主樑2。相隔二'、以，二非消能段3 02， 預疋距離P。斜禮32與33對 20 1328063 於附樑30之連接位置處皆組設有一加勁板組31，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p)， 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 5 離p越短越好，不僅可保有較大利用空間，更可使側柱21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。 主樑20、以及二側柱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盥該段在 附樑整體中之相對勁度大小有關，先降伏者即為消能段。 例如本實施例中為雙斜撐結構，且附樑為單一材料、單一 段面型態，此時消能段即在長度較短之中間區段，因其相 對有較大勁度。 15 20 又，例如單一斜撐結構，如圖8之第五實施例令，1中 附樑60同樣為單-材料、單—段面型態，此時斜樓μ的連 接點即決定哪-段為消能段，亦即連接點所定義出附標中 :短-段因勁度較高，故在負載分配上會導致有較大的分 置’而消能段6〇1以外之其他區段為定義非消能段6〇2。 由上可知，附樑並不限定為單一斷面型態相同材料 之單-件’實施例中所舉為施工上顧及經濟與方便性所考 慮之-般例。實際上，消能段與附樑各區段之勁度、降伏 強度皆有關’但只要附棘φ权 本發明之功效。區段先發生降伏即可獲致 9 1328-063 a參考圖3與圖4,其分別繪示附樑式減震消能裝置受力 文形不意圖、及消能段受力遲滯迴圈示意圖。圖3中 :處於變形狀態之樑柱結構。以下說明本發明之附標式減 震消能裝置特點。 當整體樑柱結構受到一地震水平力？時，在點§位置 附樑與斜撐的負載關係中符合下列關係式_·Two of the two side columns. The connection position between the diagonal bracing and the beam can be set up with a _ plus plate group. The J 20 beam can also be connected to the beam and (4) through other connecting members. The beam-type vibration absorbing energy dissipating device can further comprise two connecting struts, respectively, and the two beams are connected, and the beam is connected between the two connecting struts. , 斜楼二# is connected to one of the attached beam and the two connecting pillars respectively. The above-mentioned main beam 'and at least two of the two side columns are respectively wrapped with steel plates outside the standard column joints, or ribs or steel plates are pre-buried in the beams and columns to reinforce the structure. 7 25 1328063 [Embodiment] Referring to FIG. 2, a beam-type vibration damping energy dissipating device of the present invention is shown in the first embodiment. 21 main beam 20, _ attached beam 3 〇, two diagonal struts 32 and. It is important to note that for ease of explanation, the illustration is only one layer of the multi-layer beam-column structure. The two side columns 21 are erected in parallel and the two side columns are in this order from the top to the bottom, and the main beams 2G, _3CUX and the other main beams 25 are parallel to each other. The above main items are connected to each floor of the (four) items (® not shown). The slantes 2 and 33 are each connected to the side (4) of the beam 10 〇 10 and the other main beam 25 by a dollar. The other end is connected to the corresponding attached coffee at each end and the respective heads 24 and 28 are connected to the main standard = Γ ° Γ 33 - the positive slope is set with respect to the positive beam 3G, and ^ 32 is - The negative slope setting with respect to the attachment beam 30 is negative == two. The above-mentioned eccentric bracing refers to the case where the connection point of the two diagonal braces to the attachment beam is an untwisted position. In the present embodiment, the main beam fish carp is also used here, and may also be a steel rib structure, but not limited to a structure, and the section is a moment open;;;:::: concrete structure. The diagonal bracing is steel wrong, ~ gold and other materials = = can be used for ductility such as steel, foot section of the building type: = type 'but can also be ^ ^ Μ ^ # 3〇 ^ ^ ^ and Can segment 3. i with the main beam 2. Separated by two ', to, two non-cancellation section 3 02, pre-distance distance P. Inclined 32 and 33 pairs 20 1328063 A stiffening plate set 31 is provided at the joint position of the attachment beam 30 for distributing the force transmitted to the attachment beam 30 evenly 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 p) and is not integrated with the main beam 20. In terms of configuration, the distance between the beam 3〇 and the main beam 2〇 is as short as possible, which not only keeps a large space for use, but also makes the bending moment of the side column 21 smaller. Due to the separation of the main beam 20 and the beam-eliminating section 3〇1, most of the force is transmitted to the beam-column joint zone 22. 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 section defined by the diagonal support to the attachment point of the beam is related to the relative stiffness of the section in the whole beam. The first drop is the energy dissipation section. For example, in this embodiment, the double-stayed structure is used, and the attached beam is a single material and a single-section surface type. At this time, the energy-dissipating section is in the middle section with a short length, because of the relatively large stiffness. 15 20 again, for example, a single diagonal bracing structure, as shown in the fifth embodiment of FIG. 8, the beam 60 in the 1 is also a single-material, single-segment surface type, and the connection point of the oblique floor μ is determined at this time - The segment is the energy-dissipating segment, that is, the connection point defines the index: the short-segment is higher in stiffness, so the load distribution will result in a larger separation' and the energy-eliminating segment other than 6〇1 The segment is defined as a non-dissipative segment 6〇2. As can be seen from the above, the attachment beam is not limited to a single-piece embodiment of the same material of a single cross-section. The embodiment is considered as a general consideration in terms of construction and economy and convenience. In fact, both the energy dissipation section and the stiffness of each section of the beam are related to the 'strength strength', but the effect of the invention is as long as it is attached. Section 1 1328-063 a refers to Figure 3 and Figure 4, respectively, which show the force diagram of the beam-type vibration-absorbing energy-dissipating device and the schematic diagram of the force-relieving loop of the energy-eliminating section. In Figure 3: the beam-column structure in a deformed state. The features of the attached shock absorbing energy dissipating device of the present invention are described below. When the overall beam-column structure is subjected to an earthquake level force? At the point § position, the load relationship between the beam and the bracing conforms to the following relationship _·
Pl= V/sine > 其中，P1 :斜撐軸力， 1 v :消能段剪力， 10 θ :斜撐與附樑夾角。 .而由於消能段剪力與變位之關係具有如圖4之遲滯迴 圈特性丄即當消能段在内力達降伏後，其剪力增量變化甚 J使到力增加至某一程度之後保持定值，故而使斜樓轴 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。可透過調整附襟之勁度及強卢， 使附樑内之消能段發生較大之變形，先達塑性階段而ς成 丨遲滞迴圈’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 ^立體圖。附樑對於主樑及側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以其一端之非消能段3〇2直接焊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—端各自以螺栓 接。於銲在側柱21上之接合板29，當然亦可以其他方式連 1328063 接，例如以焊接方式直接固定於對應之側柱21上。Pl= V/sine > where P1: diagonal axial force, 1 v : energy dissipation section shear force, 10 θ: angle between the diagonal bracing and the attached beam. Because of the relationship between the shear force and the displacement of the energy dissipation section, there is a hysteresis loop characteristic as shown in Fig. 4. That is, when the internal force reaches the fluctuation of the energy dissipation section, the change of the shear force increases the force to a certain extent. After that, the fixed value is maintained, so that the axial force of the inclined floor can also be locked at a certain level. This ensures that the diagonal braces will not be destroyed by the unknown 15 external forces. By adjusting the stiffness and strength of the attachment, the energy dissipation section in the beam can be deformed to a large extent, and the plastic phase is first reached and the hysteresis loop is ’ to consume 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 damping energy dissipating device is substantially the same as the first embodiment, except that the beam 30 is directly welded and fixed to the corresponding side column by the non-dissipating section 3〇2 at one end thereof. twenty one. Further, the other ends of the diagonal stays 41 and 42 which are not connected to the attachment beam are each bolted. The joint plate 29 welded to the side post 21 can of course be connected to other parts, such as welding, directly to the corresponding side post 21.
參考圖6 ’其繪示第三較佳實施例之附樑式減震消能裝 置=體圖。於本實施例令，附樑式減震消能裝置大致與第 貫施例相同，附樑5 0具有一消能段5 01以及二非消能段 5 502，唯其不同處在於，附樑50之二非消能段5〇2彎曲成L 形，L形腳部垂直地直接焊接固定於主樑20。另外，斜撐41 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。 φ 參考圖7 ’其緣示第四較佳實施例之附樑式減震消能裝 10置立體圖。於本實施财，附樑式減震消能|置大致與第 -實施例相同，#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^内則 15 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 • 置立體圖。於本實施例中，附樑式減震消能裝置只配置單 —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。附樑60之消能段601直接接於一側柱 2〇 211，而非消能段602則以接頭24連接於主樑20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。 由上可知，附樑可透過直接連接、或透過間接構件方 式連接於主標及/或側柱，其最終效果皆為附標與側柱之間 11 1328063 有一力傳遞途徑。另一方面，斜樓不與附樑連接之-端可 連接在柱或連結支柱上、抑或同時接合於下方 連結支柱。 4 參考圖9 ’其綠示本發明第* 〜月第4佳貫施例之附樑式減震 K裝置不思圖。本發明之結構中，附樑與斜樓之配置亦 可如圖示倒置設計。例如第六實施例即為第一實施例之倒 置’附樑70係設置於靠近另一主樑25處，斜撐Μ”除了 連接於附樑70與側柱21之外，同時也介於主樑20與附樑70 10 15 20 之間。且斜撐71與72係直接銲接於附襟％以及側柱？！上。 參考圖10 ’其繪示本發明第七於杜每&/丨 震消能裝置示意圖。第七實施例之附樑式減 乐貝她例為弟五實施例之倒置，w 樑80設置於靠近另一主肋處，單支斜撐81除了連接於附 樑80與側柱21之外，同時也介於主樑2G與附獅之間。 本發明至少具有下列優點。藉由附樑之設置、及主樑/ =樑分離之設計，可使主樑主要負責垂直力、附樑主要負 使主襟本身承受之負载不會傳遞至附樑，而附 =傳遞水平力至大樑端或餘接則彳近。在«物承受 =力侵襲時’可將損壞點集中至附襟’使襟柱結構仍維持 文全’防止建築物倒塌。 因斜揮所受軸力僅與附襟消能段剪力關連，斜樓件之 =格：再受主樑影響，可藉由選擇適當之附樑來匹配斜 λ選擇上相當有彈性。控制附襟之強度與勁度以提高 j消能能力’可避免其週邊的樑、柱或力量傳遞路徑發 應力太過集中的現象，進而提升建築物之抗震及抗風能 12 1328063 力 另外本發明更可直接將附樑 桦桎处椹A 、斜撐加設於既有之單純 甘構，粑工方便、此方便性也同樣在維修時顯現。尤 ::附樑採用鋼材時，可安裝在各種建築物 早純、=性更佳、敎度更高、維修更容易。、·。構更 上述實施例僅係為了方便說明而舉例而已，本發明 、之權利範圍自應以申請專利範圍所 於上述實施例。 叩非《限 ίο 【圖式簡單說明】 圖1係習知偏心斜撐式減震裝置 體 圖2係本發明第—較佳實施例 圖。 之附樑式減震消能裝置立 15 20 圖3係圖2之附樑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 圖6係本發明第三較佳實 圖。 施例之附樑式減震消能裝置立體 係本發明第四較佳實施例之附襟式減震消能裝置立體 係本發明第五較佳實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 1328063 圖。 圖ίο係本發明第七較佳實施例之附樑式減震消能裝置示意 圖。Referring to Fig. 6', a beam type vibration absorbing energy dissipating device of the third preferred embodiment is shown. In the present embodiment, the beam-type vibration damping energy dissipating device is substantially the same as the first embodiment. The beam 50 has an energy dissipating section 5 01 and a second non-energy dissipating section 5 502, but the difference lies in the beam. The 50th non-dissipative section 5〇2 is bent into an L shape, and the L-shaped foot is directly welded and fixed to the main beam 20 vertically. Further, the one ends of the diagonal braces 41 and 42 which are not connected to the girder are screwed through the joint plate to the corresponding side post 21. φ Referring to Fig. 7', a perspective view of the beam-type vibration absorbing energy dissipating device of the fourth preferred embodiment is shown. In the present embodiment, the beam-type shock absorbing energy dissipation|disconnection is substantially the same as that of the first embodiment, and the # differs in that it further includes two connecting struts 26, which are correspondingly flanked by the two side pillars 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 the side column 15 is pre-embedded with a reinforcing bar 55. Referring to Figure 8, there is shown a perspective view of a beam-type shock absorbing energy dissipating device of a fifth preferred embodiment. In the present embodiment, the beam type vibration absorbing energy dissipating device is only provided with the single slanting brace 53, so that the slanting ribs 53 define only the single non-energy dissipating segment 6〇2 and the single energy dissipating segment 601. The energy dissipating section 601 of the beam 60 is directly connected to the side column 2〇 211, while the non-energizing section 602 is connected to the main beam 20 and the other side column 212 by a joint 24. The diagonal stay 53 is connected at its end to the attachment beam 60 and at the other end to the side post 212' and to the other main beam 25. It can be seen from the above that the beam can be connected to the main standard and/or the side column through direct connection or through indirect components. The final effect is that there is a force transmission path between the attached standard and the side column 11 1328063. On the other hand, the end of the diagonal building that is not connected to the attachment beam can be attached to the column or the connecting struts or simultaneously joined to the lower connecting struts. 4 Referring to Fig. 9 ''''''''''''''' In the structure of the present invention, the configuration of the beam and the inclined floor can also be reversed as shown. For example, the sixth embodiment is that the inverted 'attachment beam 70 of the first embodiment is disposed near the other main beam 25, and the diagonal struts are connected to the attachment beam 70 and the side pillars 21, and are also interposed. The beam 20 is attached between the beam 70 10 15 20 and the diagonal braces 71 and 72 are directly welded to the 襟% and the side pillars!! Referring to Fig. 10', the seventh embodiment of the present invention is shown in " Schematic diagram of the damper device. The beam-type loupe of the seventh embodiment is an inverted version of the fifth embodiment, the w beam 80 is disposed adjacent to the other main rib, and the single struts 81 are connected to the sill 80. In addition to the side columns 21, it is also between the main beam 2G and the lion. The invention has at least the following advantages. The main beam can be mainly responsible for the arrangement of the beam and the design of the main beam / = beam separation. The vertical force and the main beam are such that the load that the main stern itself bears is not transmitted to the attached beam, and the attached horizontal force is transmitted to the end of the girders or the remaining is close. The damage can be made when the object is subjected to force attack. Concentrate on the attachment to make the structure of the mast still literate to prevent the building from collapsing. Because the axial force of the oblique wave is only related to the auxiliary energy dissipation section Related, oblique building = grid: affected by the main beam, can be selected by matching the appropriate beam to match the oblique λ selection is quite flexible. Control the strength and stiffness of the attachment to improve the energy dissipation capacity 'can avoid The surrounding beam, column or force transmission path is too concentrated, which enhances the earthquake resistance and wind resistance of the building. 12 1328063. In addition, the invention can directly add the beam to the beam and the abutment. In the existing simple structure, the completion is convenient, and the convenience is also manifested in the maintenance. Especially: When the steel is applied to the beam, it can be installed in various buildings with early purity, better sex and higher enthalpy. It is to be easier to repair. The above embodiments are merely examples for convenience of description, and the scope of the present invention is to be applied to the above embodiments in the scope of the patent application. 1 is a view of a conventional eccentric slanting damper device. FIG. 2 is a view of a first preferred embodiment of the present invention. The beam absorbing and absorbing energy dissipating device is 15 20 Fig. 3 is a beam absorbing type of Fig. 2 Schematic diagram of the force deformation of the device Figure 4 is the energy dissipation section of Figure 2. Schematic diagram of the force hysteresis loop. Fig. 5 is a second preferred embodiment of the present invention. Fig. 6 is a third preferred embodiment of the present invention. The present invention is a fourth preferred embodiment of the present invention. The third embodiment of the present invention is a beam-type vibration damping energy dissipating device. An example of a beam-type shock absorbing energy dissipating device is shown in Fig. 1 1 328 063. Figure λ 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 側柱2 斜撐3 主樑20 側柱 21,211，212 樑柱接頭區22 鋼板23,27 接頭24,28 另一主樑25 連結支柱26 接合板29 附樑 30,50,60,70,80 消能段301,501,601 非消能段302,502,602 加勁板組3 1 斜撐 32,33,41,42,51,52,53,71 鋼筋55 ,72,81 距離P 點S 地震水平力F 14[Main component symbol description] Main beam 1 Side column 2 Diagonal support 3 Main beam 20 Side column 21, 211, 212 Beam joint area 22 Steel plate 23, 27 Joint 24, 28 Another main beam 25 Connecting post 26 Joint plate 29 Attachment beam 30 , 50, 60, 70, 80 energy dissipation section 301, 501, 601 non-dissipation section 302, 502, 602 stiffening plate set 3 1 bracing 32, 33, 41, 42, 51, 52, 53, 71 rebar 55, 72, 81 distance P point S earthquake Horizontal force F 14