CN2926358Y - Dissipative damping wafer for decreasing large-span or overhanging structure vibration - Google Patents
Dissipative damping wafer for decreasing large-span or overhanging structure vibration Download PDFInfo
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- CN2926358Y CN2926358Y CN 200620058749 CN200620058749U CN2926358Y CN 2926358 Y CN2926358 Y CN 2926358Y CN 200620058749 CN200620058749 CN 200620058749 CN 200620058749 U CN200620058749 U CN 200620058749U CN 2926358 Y CN2926358 Y CN 2926358Y
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Abstract
An energy-dissipation damping plate can lessen the vibration derived from long-span or overhanging structure (vertical overhanging, horizontal overhanging and oblique overhanging). The energy-dissipation damping plate consists of a viscoelastic high damping material layer 3 two sides of which are adhered to a vertical and rectangle long steel plates A and B respectively (or a combination of a plurality of steel plate layers and a viscoelastic high damping material layer). Between the two steel plates a protecting steel clip 4 is arranged which is a hook plate and the surface of which is fixed to the edges of the steel plate A or B or connected with the edges of the steel plate A or B through a connecting piece and the hook of which is hooked on the back of the steel plate B or A. The steel plate A is connected with a structural component through a connected component 5 which consists of a u-connector 51 connected with the structural component and a down-u shaped connector 52 connected with the steel plate A. The two connectors can be buckled with each other owing to their u shaped and down-u shaped cross sections, with the buckling edge of the u-connector 51 folded inward and the connecting edge folded outward and extended and with the buckling edge of the down-u shaped connector 52 made into a columnar sliding 521. The utility is efficient, simple, economical, reliable and perfect. The damping plate is firstly suggested to be additionally arranged in the long-span structure or overhanging direction which can effectively reduce the vibration derived from long-span or overhanging structure (vertical overhanging, horizontal overhanging and oblique overhanging).
Description
Technical field
The utility model relates to Structural Engineering, field of vibration control, for a kind of reduce to stride greatly or encorbelment (comprise vertically encorbelment, level is encorbelmented, oblique encorbelmenting) control device---the energy-consumption damping sheet of structural vibration.
Background technology
Structural vibration control is the new way of the reduction structural vibration (as the structural seismic wind resistance) of rising in recent decades.Through domestic and international researcher's unremitting effort, structural vibration control has all obtained bigger progress in theory research and engineering aspect using two.As the energy dissipating control device of Passive Control, its control strategy reduces the main structure vibratory response thereby reach, the purpose of protection main structure for using the non-bearing energy dissipation component consumed energy that takes the lead in.Minnesota Mining and Manufacturing Company's development and production " 3M viscoelastic damping device " are formed by stacking by the outer steel plate of two T types, viscoelastic material and interior steel plate; The Wu Bin and the Ou Jinping of China Harbin Institute of Technology researched and developed " multilayer viscoelastic damper " (number of applying for a patent: CN02211643.5), make the superimposed damper of multilayer steel plates rubber; Cheng Wen Rang of China Southeast China University and Li Aiqun have developed " viscoelastic damper of lead pin for engineering structure ", and (number of applying for a patent: CN00112125.1), this damper is made of middle steel plate, both sides steel plate, damping layer and lead dot.Above-mentioned damper all can be applicable in the support or node of building structure, connect node as viscoelastic damping support or viscoelastic damping, the bar structure stratified deformation focuses in the relative changing of the relative positions of the steel plate of damper and viscoelastic material, consumes vibrational energy, attenuating structure vibration reaction.These achievements in research have promoted structural vibration control in application in engineering, have reached the set goal in certain application.But the application of above device still has its limitation.At first, these devices can only used under (as interlayer) moderate finite deformation condition among a small circle, and its power consumption effect depends on the size of deflection among a small circle, and for the bigger structure of rigidity, its power consumption effect is difficult to performance; The second, energy-dissipating device is installed building function and structural configuration influence bigger, must consider to cooperate between specialty in application, often owing to the function restriction is difficult to realize; The 3rd, stride greatly or cantilevered structure often is made of the not high truss support of degree of statical indeterminacy, use above-mentioned damping unit and replace the integral rigidity that original member will certainly reduce truss, cause the malformation amount to increase; The 4th, above-mentioned damping unit is difficult for changing and maintenance, because sealing, power consumption heat diffusion condition is bad, influences durability.Existing at home and abroad more research and the application of energy dissipating control device installed 20000 steel plate rubber viscoelastic dampers as U.S. World Trade Organization mansion Petronas Towers in steel truss beam lower edge and steel column junction, solved wind and bestirred oneself with descending the structural vibration problem; Xiuqian City's JiaoTong Building engineering in China Jiangsu Province adopts viscoplasticity energy-dissipating and shock-absorbing damping, places a viscoelastic damper at the middle part that each steel supports, and has strengthened the quake-resistant safety of highly seismic region structure; The Chaozhou-Shantou region Milky Way mansion of China Shantou City, Guangdong Province has adopted the composite lead viscoelastic damper, has effectively reduced structure top layer and interlayer earthquake response.From these examples, the technical tactic of these control structures makes every effort to effectively, simple, economical, reliable, be convenient to realize that its experience can be promoted.But this cheapness, effectively visco-elastic damping material also is not widely applied in the structure control engineering, especially also has no talent at striding greatly or cantilevered structure vibration damping problem provides one rationally and the reliable technique scheme.
The utility model content
The utility model provides and a kind ofly reduces to stride greatly or the energy-consumption damping sheet of cantilevered structure vibration, reaches effective, simple, economic, reliable, attractive in appearance purpose.
For achieving the above object, of the present utility modelly reduce to stride greatly or the energy-consumption damping sheet of cantilevered structure vibration, comprise steel plate A, steel plate B and be clipped in wherein high damping viscoelastic material layer; It is characterized in that: described steel plate A, steel plate B are vertical rectangle long slab, are provided with protection steel card between described steel plate, and it is the eave tile plate, and the plate body is affixed or be connected the edge of steel plate A or B with connector, and eave tile colludes the back side at steel plate B or A; Described steel plate A is connected with structural element by coupling assembling, coupling assembling is made of with the inverted U connector that is connected with aforementioned steel plate A the U type connector that is connected with member, U-shaped that both cross sections just are being respectively, are falling and mutual the fastening, the locking edge end invagination of U type connector, fillet are rolled over extension outward; Inverted U connector locking edge end is made the slider bar of column.
On the basis of the above, the utility model also can be further perfect:
The top of the locking edge infolding end of described connector is outer inclined-plane.
In the described connector groove rubber pad is arranged.
Described steel plate A, its length of steel plate B should be greater than 5 meters, and be best greater than 10 meters, the about 0.5cm～5cm of thickness.
Described high damping viscoelastic material fissipation factor should be greater than 5% (under the excitation of 1Hz frequency load), and its peripheral section scribbles anti-carbonization topping.
Connecting bolt hole between corresponding plate is left in bottom, the long limit of described steel plate A and steel plate B, and the hole of steel plate A overlaps with hole on the steel plate B in the projection on the steel plate B, tightens in order to locking steel plate A and steel plate B the relative changing of the relative positions of prevention bottom two steel plates with bolt;
The bottom of described steel plate B grows part than steel plate A and leaves reservation structure connecting bolt hole, is connected with structural element.
The energy-consumption damping sheet curvature changing that energy-consumption damping sheet of the present utility model will be striden greatly or the cantilevered structure dynamic response causes focuses on the alternate displacement between steel plate A and steel plate B, for the high damping viscoelastic material applies power shear strain, application reaches the passive energy dissipation purpose than the shear strain of large tracts of land high damping viscoelastic material power.
The utlity model has following beneficial effect:
(1) energy-consumption damping sheet simple structure of the present utility model is cheap, is easy to Project Realization;
(2) propose energy-consumption damping sheet and adhere to and stride greatly or structure that cantilevered structure is arranged, it is little to take up room, and it is attractive in appearance not influence building;
(3) utilize the principle of " the small curve distortion adds up and concentrates changing of the relative positions distortion and large tracts of land accumulation power consumption ", cause the high damping viscoelastic material to shear changing of the relative positions power consumption by the accumulation changing of the relative positions of energy-consumption damping sheet flexural deformation on large tracts of land, guaranteed the validity of energy-consumption damping sheet the structural vibration power consumption;
(4) the energy-consumption damping sheet of the present utility model characteristics that especially curtain wall is chosen in top-hung at high-level structure, propose first the structure control device attached on the curtain wall, directly curtain wall is carried out vibration damping control, reach the purpose that reduces structure top layer vibration acceleration simultaneously, the control effect is obvious, reduces structural seismic (shaking) design overall cost;
(5) control device " effective, simple, economic, reliable, attractive in appearance " is a characteristic of the present utility model, also is to study for a long period of time and the summary of practical experience, meets actual demands of engineering, satisfies engineering industry technology condition, has solved actual engineering problem.
Description of drawings
Fig. 1 is the structural upright schematic diagram of the utility model embodiment.
Fig. 2 is the coupling assembling structural upright schematic diagram of the utility model embodiment.
Fig. 3 is the A-A line cross-sectional schematic along Fig. 1.
Fig. 4 is the B-B line cross-sectional schematic along Fig. 1.
Fig. 5 is applied to mansion top, Guangzhou one of the structural representation of curtain wall of encorbelmenting for embodiment.
Fig. 6 for embodiment be applied to mansion top, Guangzhou encorbelment curtain wall structural representation two.
Fig. 7 for embodiment be applied to mansion top, Guangzhou encorbelment curtain wall structural representation three.
Among the figure: 1 is steel plate A, and 2 is steel plate B, and 3 is the high damping viscoelastic material; 4 is the steel card, and 5 is coupling assembling, and 51 is the connector that links to each other with structure; 511 is self-locking card, and 512 is U-lag, and 52 is the connector that energy-consumption damping sheet links to each other with steel plate A; 521 is slider bar; 53 are the bar shaped rubber pad, and 6 are anti-carbonization topping, and 7 is structural element; 8 is the reservation keyhole of locking steel plate A and steel plate B bottom, and 9 is the prepared screw-bolt hole that the bottom of steel plate B is connected with structural element.
The specific embodiment
Below in conjunction with drawings and Examples the utility model patent is described in further detail.As Fig. 1, shown in Figure 2, the energy-consumption damping sheet abbreviation energy-consumption damping sheet that curtain wall vibrates is chosen in the structure top-hung that reduces of the utility model patent, comprise steel plate A1, steel plate B2 and be clipped in wherein high damping viscoelastic material layer 3, steel plate A1, steel plate B2 is vertical rectangle long slab, length should be greater than 5 meters, best greater than 10 meters, about 0.5cm～the 5cm of thickness, be provided with a plurality of protection steel cards 4 between steel plate, it is the eave tile plate, the plate body is affixed or be connected the edge of steel plate A1 with connector, and eave tile colludes at the back side of steel plate B2, only allows steel plate B, the relatively changing of the relative positions and prevent that burst apart in high damping viscoelastic material layer 3 parts in the energy-consumption damping sheet course of work between the A; Steel plate A is connected with structural element by coupling assembling 5, coupling assembling 5 is made of U type connector 51 and inverted U connector 52, U-shaped that cross section just is being respectively, is falling and mutual the fastening have rubber pad 53, fillet to roll over extension outward in the locking edge end invagination of U type connector 51, the positive U-lag and are connected with structure; The locking edge end of inverted U connector 52 is made the horizontal slip rod of column, be stuck in during use in the U-lag of U type connector 51 and only allow to slide up and down (only perpendicular to the limited unidirectional hinge of steel plate horizontal direction degree of freedom), for making things convenient for inverted U connector slider bar locking edge end to be pressed into, the top of the locking edge infolding end of U type connector 51 is made outer inclined-plane and is constituted self-locking card 511, the outward thrust that utilizes slider bar to be pressed into the inclined-plane generation is dodged the outside elasticity of locking edge of connector, the fillet 52 of inverted U connector or bolt bonding with steel plate A is connected, and avoids and the steel plate A welding that viscoelastic material is arranged; The intersection of the planar dimension of aforesaid high damping viscoelastic material layer 3 and steel plate A and steel plate B is measure-alike; thickness is according to calculating decision; this spillage of material factor should be surrounded by the thick anti-carbonization topping 6 of 3mm at its peripheral section greater than 5% (under the excitation of 1Hz frequency load).
Consider the reliability that steel card 4 is connected with steel plate A, also steel plate A can be made band ear shape, before steel plate and high damping viscoelastic material are bonding steel card 4 is made according to concrete size by the ear of steel plate A, steel card 4 blocks steel plate B, and two steel card spacings are about 2m; Steel plate B is identical with steel plate A width, but grows about 10cm at long side direction, reserves keyhole 9 (end of steel plate B can be linked to each other with structure by reserving keyhole) in growing the part area; The size of steel plate A and steel plate B and thickness are determined according to calculating, reserve the bolt hole 8 of the about 40mm of internal diameter of at least two alignment in steel plate A and steel plate B bottom, can (but be not must) tighten in order to locking steel plate A and steel plate B, stop the relative changing of the relative positions of bottom two steel plates with bolt; The bottom of steel plate B grows part than steel plate A and leaves prepared screw-bolt hole (9), can (be not must) be connected with structural element.Energy-consumption damping sheet installation structurally is by coupling assembling 5 among the embodiment, the U type connector 51 and the structural element 7 of coupling assembling 5 can adopt welding or bolt to be connected, should adopt the high-strength structure bonding agent bonding between inverted U connector 52 and steel plate A, be convenient to the engineering site location and installation, must guard against the damping fin of moulding is carried out welding (preventing to weld high temperature lost efficacy damping material); The slider bar 521 of the inverted U connector 52 of coupling assembling 5 is mounted in the U-lag that self-locking card 511 is arranged 512 of U type connector 51, U-lag 512 bottoms are lined with bar shaped rubber pad 53, (guaranteeing that coupling assembling 5 is only perpendicular to the limited unidirectional hinge of the horizontal degree of freedom of steel plate face); Coupling assembling 5 is general all identical with steel plate width along axial all the thin portion scantlings of horizontal slip rod, the well width of U-lag 512 is identical with slider bar 521, U-lag 512 height should be than slider bar 521 high 10mm, the highly about 3mm of bar shaped rubber pad 53, width is identical with U-lag 512 inner horizontal width.
Fig. 5～Fig. 7 is applied to the encorbelment structural representation of curtain wall of mansion top, Guangzhou for embodiment.
Mansion roof, Guangzhou absolute altitude is 177.1m, its positive facade is made of two huge male type curved surface curtain walls that 4 layers of podium roof erect, the building requirements frame column arrange to form arc column along curved edges, and wherein to extend up to the roof above to absolute altitude 198.000m place for a slice, exceeds 18 meters on roofing.Roof trusses is born big wind load, and under the fluctuating wind effect, produce complicated vibration, cause roof trusses top displacement and relative floor displacement and top floor acceleration to surpass the standard limit value, the curtain wall of encorbelmenting vibration acts on agent structure makes agent structure participate in vibration, cause the agent structure top to produce big response acceleration, the comfort property of influence building.This environment will cause following hidden danger to building function of use and structural safety: the vibration of (1) roof trusses will produce bigger floor vibration acceleration to the structural top floor, cause comfort level to exceed standard; (2) roof trusses structure significantly vibration under wind action will cause the curtain wall structural deformation, and cladding glass is come off; (3) roof trusses structure long-term vibration by a relatively large margin under wind action easily causes structural fatigue to destroy; (4) roof trusses structural vibration amplitude exceeds standard, and easily makes the roof trusses crippling.For high-grade business offices, building requires very strictness to the comfort level of usage space, promptly requires top acceleration responsive restriction within the specific limits.Key content of the present utility model is effective for proposing, simple, economical, reliable, be convenient to the passive energy dissipation device changing and do not affect the appearance, under the situation of less additional investment, reduce the displacement response of structural top floor response acceleration and top glass curtain wall framework, to improve building comfort level and curtain wall degree of safety.
Of the present utility modelly reduce the structure top-hung and choose the energy-consumption damping sheet of curtain wall vibration and be called for short energy-consumption damping sheet, (steel plate A and steel plate B thickness are 10mm to arrange 6 altogether, high damping viscoelastic material layer 3 thickness are 12.5mm), be attached to the vertical setting in curtain wall and edge, (see Fig. 3～Fig. 5), it is attached on truss horizon bar and the glass curtain framework for details along highly being fixed on truss horizon bar and the curtain wall purlin.Two block plates are to the pulling force of polymer damping material in damping fin equidistant (every 2.0m) the employing steel card balance damping fin.4., 7. the damping fin width of locating to arrange at axis of no-feathering is 0.4m, all the other damping fin width are 0.3m, 4. the axle～6. the axle left damping length of a film 24.38m, 6. the axle damping length of a film 32.53m of an axle left side～7., 6., the damping fin of 7. locating is done longerly, mainly be because the roof trusses axle 4., 7. a little less than the relative thin, wind loads effect vibration down is relatively large.The structural model that energy-consumption damping sheet is installed is carried out computational analysis, and the dynamic response of visible roof trusses is significantly improved.Framework summit pulse displacement response maximum value control effect is 28.6%, and acceleration responsive maximum value control effect is 42.9%.Structure top layer roofing pulse displacement response maximum value control effect is 19.6%, and acceleration responsive maximum value control effect is 38.3%.
The operating principle of present embodiment is: of the present utility modelly reduce the structure top-hung and choose the energy-consumption damping sheet of curtain wall vibration and be called for short energy-consumption damping sheet, the energy-consumption damping sheet curvature changing that the curtain wall framework dynamic response of outstanding roofing altitude range is caused focuses on the alternate displacement between steel plate A and steel plate B, for high damping viscoelastic material 3 applies power shear strain, reach the passive energy dissipation purpose.Be characterized in that the dynamic response that the curtain wall framework is little embodies a concentrated reflection of on the alternate displacement of steel plate, use than large tracts of land high damping viscoelastic material power shear strain power consumption, for the curtain wall framework provides bigger damping.
The concrete sequence of construction of energy-consumption damping sheet can be produce in factory band ear shape steel plate A and the steel card 4 that is shaped, to carry out vulcanizing treatment bonding for template is injected high damping viscoelastic material 3 in the middle of two steel plates to utilize steel plate B and steel plate A both sides steel plate, treats that vulcanizing treatment is bonding and finish the back to brush the thick anti-carburization zone 6 of 3mm on every side in high damping viscoelastic material layer 3; After coupling assembling 5 prefabricated the finishing the bar shaped rubber pad is affixed in the U-lag 512,51 and 52 is placed apart; Be transported to the scene after prefabrication is finished, must guard against deep camber bending energy-consumption damping sheet.At the scene at first with coupling assembling 51 affixed with the glass curtain wall structure member on, then with coupling assembling 52 steel plate A not with the high damping viscoelastic material accurately location and coupling assembling 52 is connected with steel plate A connector of a side that bonds with high-strength structure bonding agents such as sikaflex-252, after intensity to be connected reaches requirement, with the vertical integral hoisting of energy-consumption damping sheet to the roof absolute altitude, then with pulley with the energy-consumption damping sheet location that makes progress from truss bottom, make the slider bar 521 of coupling assembling 52 snap in that the U-lag 512 of coupling assembling 51 is interior to be blocked by self-locking card 511; With bolt steel plate B is connected with structure top layer member, finishes installation.
Claims (10)
1, reduces to stride greatly or the energy-consumption damping sheet of cantilevered structure vibration, comprise steel plate A (1), steel plate B (2) and be clipped in wherein high damping viscoelastic material layer (3); It is characterized in that: described steel plate A (1), steel plate B (2) are vertical rectangle long slab; Be provided with protection steel card (4) between described steel plate, it is the eave tile plate, and the plate body is affixed or be connected the edge of steel plate A or B with connector, and eave tile colludes the back side at steel plate B or A; Described steel plate A is connected with structural element by coupling assembling (5), coupling assembling (5) is made of with the inverted U connector (52) that is connected with aforementioned steel plate A the U type connector (51) that is connected with member, U-shaped that both cross sections just are being respectively, are falling and mutual the fastening, the locking edge end invagination of U type connector (51), fillet are rolled over extension outward; Inverted U connector (52) locking edge end is made the slider bar (521) of column.
2, according to claim 1ly reduce to stride greatly or the energy-consumption damping sheet of cantilevered structure vibration, it is characterized in that: in U-shaped connector (51) U-lag of described coupling assembling (5) rubber pad (53) is arranged.
3, according to claim 1 and 2ly reduce to stride greatly or the energy-consumption damping sheet of cantilevered structure vibration, it is characterized in that: the top of the locking edge infolding end of the U type connector (51) of described coupling assembling (5) is that outer inclined-plane constitutes self-locking card (511).
4, according to claim 1 and 2ly reduce to stride greatly or the energy-consumption damping sheet of cantilevered structure vibration; it is characterized in that: the fissipation factor of described high damping viscoelastic material layer (3) under the excitation of 1Hz frequency load is greater than 5%, and its peripheral section scribbles the thick anti-carbonization topping (6) of 3mm.
5, according to claim 3ly reduce to stride greatly or the energy-consumption damping sheet of cantilevered structure vibration; it is characterized in that: the fissipation factor of described high damping viscoelastic material layer (3) under the excitation of 1Hz frequency load is greater than 5%, and its peripheral section scribbles the thick anti-carbonization topping (6) of 3mm.
6, according to claim 5ly reduce to stride greatly or the energy-consumption damping sheet of cantilevered structure vibration, it is characterized in that: described steel plate 1, steel plate 2 length are greater than 5 meters, 0.5≤thickness≤5cm.
7, according to claim 1 and 2ly reduce to stride greatly or the energy-consumption damping sheet of cantilevered structure vibration, it is characterized in that: connecting bolt hole (8) between corresponding plate is left in bottom, the long limit of described steel plate A and steel plate B, and can connect with bolt, stop the relative changing of the relative positions of bottom two steel plates; The bottom of described steel plate B grows part than steel plate A and leaves the bolt hole (9) that reservation is connected with structure, and can be connected with structure.
8, according to claim 3ly reduce to stride greatly or the energy-consumption damping sheet of cantilevered structure vibration, it is characterized in that: connecting bolt hole (8) between corresponding plate is left in bottom, the long limit of described steel plate A and steel plate B, and can connect with bolt, stop the relative changing of the relative positions of bottom two steel plates; The bottom of described steel plate B grows part than steel plate A and leaves the bolt hole (9) that reservation is connected with structure, and can be connected with structure.
9, according to claim 4ly reduce to stride greatly or the energy-consumption damping sheet of cantilevered structure vibration, it is characterized in that: connecting bolt hole (8) between corresponding plate is left in bottom, the long limit of described steel plate A and steel plate B, and can connect with bolt, stop the relative changing of the relative positions of bottom two steel plates; The bottom of described steel plate B grows part than steel plate A and leaves the bolt hole (9) that reservation is connected with structure, and can be connected with structure.
10, according to claim 6ly reduce to stride greatly or the energy-consumption damping sheet of cantilevered structure vibration, it is characterized in that: connecting bolt hole (8) between corresponding plate is left in bottom, the long limit of described steel plate A and steel plate B, and can connect with bolt, stop the relative changing of the relative positions of bottom two steel plates; The bottom of described steel plate B grows part than steel plate A and leaves the bolt hole (9) that reservation is connected with structure, and can be connected with structure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200620058749 CN2926358Y (en) | 2006-05-10 | 2006-05-10 | Dissipative damping wafer for decreasing large-span or overhanging structure vibration |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200620058749 CN2926358Y (en) | 2006-05-10 | 2006-05-10 | Dissipative damping wafer for decreasing large-span or overhanging structure vibration |
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| Publication Number | Publication Date |
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| CN2926358Y true CN2926358Y (en) | 2007-07-25 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 200620058749 Expired - Lifetime CN2926358Y (en) | 2006-05-10 | 2006-05-10 | Dissipative damping wafer for decreasing large-span or overhanging structure vibration |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104631648A (en) * | 2013-11-08 | 2015-05-20 | 北新建材集团有限公司 | Vibration preventing and energy saving outer wall enclosing system |
| CN106285138A (en) * | 2016-09-14 | 2017-01-04 | 东南大学 | A kind of self-centering system end connecting device |
| CN106284727A (en) * | 2016-09-14 | 2017-01-04 | 东南大学 | A kind of self-centering buckling restrained brace end connecting device |
| CN106400997A (en) * | 2016-09-14 | 2017-02-15 | 东南大学 | Round-pipe self-centering buckling restrained brace end connecting device |
-
2006
- 2006-05-10 CN CN 200620058749 patent/CN2926358Y/en not_active Expired - Lifetime
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104631648A (en) * | 2013-11-08 | 2015-05-20 | 北新建材集团有限公司 | Vibration preventing and energy saving outer wall enclosing system |
| CN106285138A (en) * | 2016-09-14 | 2017-01-04 | 东南大学 | A kind of self-centering system end connecting device |
| CN106284727A (en) * | 2016-09-14 | 2017-01-04 | 东南大学 | A kind of self-centering buckling restrained brace end connecting device |
| CN106400997A (en) * | 2016-09-14 | 2017-02-15 | 东南大学 | Round-pipe self-centering buckling restrained brace end connecting device |
| CN106400997B (en) * | 2016-09-14 | 2018-12-28 | 东南大学 | A kind of self-centering buckling restrained brace end connecting device of round tube |
| CN106285138B (en) * | 2016-09-14 | 2018-12-28 | 东南大学 | A kind of self-centering system end connecting device |
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| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Effective date of abandoning: 20090624 |
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| C25 | Abandonment of patent right or utility model to avoid double patenting |