CN101300396A - Damping for tall structures - Google Patents
Damping for tall structures Download PDFInfo
- Publication number
- CN101300396A CN101300396A CNA2006800391827A CN200680039182A CN101300396A CN 101300396 A CN101300396 A CN 101300396A CN A2006800391827 A CNA2006800391827 A CN A2006800391827A CN 200680039182 A CN200680039182 A CN 200680039182A CN 101300396 A CN101300396 A CN 101300396A
- Authority
- CN
- China
- Prior art keywords
- damping
- horizontal member
- building
- vertical
- damping member
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/62—Insulation or other protection; Elements or use of specified material therefor
- E04B1/92—Protection against other undesired influences or dangers
- E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/14—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate against other dangerous influences, e.g. tornadoes, floods
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A50/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE in human health protection, e.g. against extreme weather
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Environmental & Geological Engineering (AREA)
- Business, Economics & Management (AREA)
- Emergency Management (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
- Vibration Prevention Devices (AREA)
Abstract
A tall structure comprising two vertical parts is provided with a vertically orientated damping element, wherein the damping element is arranged to damp relative vertical movement between the two parts.
Description
Technical field
The present invention relates to a kind of tall structures that is used to decay--particularly high-rise building---the system that moves.
Background technology
Tall structures for example high-rise building often be built into be combined with several structural systems with provide the opposing lateral force effect.Typically, building has " central part ", and it is usually located in the main body of building, and builds and have around peripheral but also be positioned at the inner crossbeam and " framework " of column sometimes.Each floor is by central part and the vertical support in outside and/or internal upright edge.
In the design process of tall structures, often find that structure causes needs significantly to increase the rigidity and the intensity of horizontal steadiness structure for the power resonance response of injecting fitful wind that is derived from eddy current and other aerodynamic effect.In addition, the charming appearance and behaviour swing movement of building can be the perception of occupants institute usually, and this is another design consideration that needs to reduce dynamic response.In the earthquake zone, earthquake also causes strong transverse movement, and also needs to reduce lateral dynamics response and infringement in this case.Can reduce charming appearance and behaviour by the size that increases structural element or increase structural element with the rigidity that increases building and/or quality and move, but also can increase the expense of building and basic part thereof, and can reduce available floor area.Increase rigidity and can not improve anti-seismic performance.
By damping (energy dissipation) is provided to building, can reduce the load that therefore dynamic response also reduces the structural element and the basic part of building.If provide enough dampings, then can reduce the size and the basic part of structural element, and can reduce or eliminate the occupants and notice building motion and feel uncomfortable possibility to building.
Therefore damping member is attached to and makes it possible in the structure significantly save construction cost, and in the process of wind load and seismic (seismal, present outstanding properties by the size that reduces structural element.
Summary of the invention
In first aspect, the present invention aims to provide a kind of improvement structure that is combined with damping member.
Therefore,, the invention provides a kind of tall structures that comprises two vertical extensions and vertically-oriented damping member from the angle of first aspect, wherein, described damping member be arranged in order to decay between described two parts relative to vertically moving.
Vertically extension means that described two parts have vertical zone, and it is vertical substantially that it is preferably when structure remains static.When shaking, along with the mobile described part and the damping member of described structure can move away vertical position naturally to a certain extent.Limit in another way, vertically extension can be used for expression when structure remains static, and described part is by compression or stretching action but not flecition supports himself weight and support substantially--if any---and the weight of the floor that supported.
Shaking in the process of structure, the relatively moving along the length direction of described part that causes taking place between the described part moved in the shearing between the rotation of described part and described two parts.This relatively moves to decay by damping member is set, and shaking of structure can effectively weaken, thereby obtains advantage stated before.Use vertical damping member to also have additional advantage, promptly vertically the static shaft between the damping member admissible centre portion or between central part and the adjacent frame etc. to the influence of cripetura residual quantity (staticdifferential axial shortening).
Damping member can be any energy dissipation member or connector, for example passive viscous damper, viscoelastic damper, hysteresis damper or frcition damper, perhaps ACTIVE CONTROL damping mechanism.
The higher relatively structural damping level that provides tall structures to design has reduced the lateral force under wind action, and allow to use still less and/or littler structural element and littler basic part, thereby minimizing construction cost, and reduce the damage that structure suffered in the earthquake.
In a preferred embodiment, described tall structures is a high-rise building.The same with the advantage of stating previously, described additional damping can reduce the sentience of the occupants's who is directed to building building motion when being applied to building.
Imagination the present invention will highly more specifically highly specifically used above in the building of 80m above 60m.
The damping member preferred arrangements is in 75% upper extent of structure height.
Vertically the extension can be central part, perimeter column, shear wall, headwall or only be to be added to stay on the structure for the damping purpose.Therefore typically, described two parts can be a central part and another central part, or central part and perimeter column, again or two appendages of column.Central part, column and shear wall be the main member of existing tall structures normally, and therefore, the existing structure body can be equipped again with damping member according to the present invention.
In a preferred embodiment, structure comprises from one of them the outward extending horizontal member in vertical extension, wherein damping member Reduction Level member--more specifically being the end of this horizontal member---and another vertical extension between relatively move.Can use two horizontal members, each vertical extension engages a horizontal member and damping member is bonded between the horizontal member.
By the usage level member, the rotation of stay has been amplified described relatively moving in conjunction with the length of horizontal member, and damping member can be done in order to bigger the relatively moving of decay, thereby makes damping more effective.In addition, this arrangement makes it possible to provide damping between the vertical extension of spaced apart certain distance.
Preferably, horizontal member is firm relatively.Thereby guarantee can not make horizontal member that significantly distortion takes place, so damping member can be used maximum displacement in the power on the load path between two vertical portions are divided of horizontal member and damping member.
In a preferred embodiment, vertically the extension comprises central part and perimeter column, and horizontal member is the horizontally extending semi girder (outrigger) between central part and column.Semi girder can be connected to central part or column, then is connected to central part or column all the other one with damping member at its free end.This arrangement makes it possible to easily implement the present invention in the structure of the central part of general type and perimeter column.
This semi girder arrangement and known semi girder form contrast, and wherein known semi girder is rigidly connected central part and perimeter column structure to reinforce building.Compare with the arrangement that damping is set of the present invention, adopt the design scheme of known rigidly connected semi girder can cause the bigger and increase construction cost of structural element.
Horizontal member can be relative thinner with width on the vertical horizontal direction of its bearing of trend, that is, when observing in the floor plan at structure, horizontal member can elongated mode extend from vertical part.Preferably, in lateral view, the height of horizontal member is roughly greater than its width.When structure was high-rise building, horizontal member can extend across building floor more than one deck in short transverse.This height and thin arrangement provides in the vertical direction to present firm horizontal member, but because this horizontal member is thinner in plane design drawing, so described horizontal member is light and construction cost is cheap.Because this horizontal member can be arranged to the part of body of wall that flooring is partly separated easily, so also can not hinder the floor layout of building.In particularly preferred embodiments, the specification of building is 60 layers or 210m height, and horizontal member is along vertically extending across two complete floors.Horizontal member can have the opening that forms practical gateway or passage.Particularly, can gateway be set in the intersection of horizontal member and floor face.
A plurality of damping members can be arranged in sustained height around the vertical portion branch.Damping member can join single central part to a plurality of perimeter column.When the usage level member, can be provided with generally along the member of different designs direction extension from central part.For example, can be provided with along the horizontal member of opposite horizontal direction extension from central part, or more preferably, the member that extends with 90 ° of spacings substantially around central part can be set, wherein each horizontal member all has relevant damping member.Arrange that around building a plurality of damping members can provide additional damping all possible shaking on the direction.In the symmetrical structure body, the damping of the above-mentioned type generally will obtain by the symmetric arrangement damping member.In structure, then may need asymmetric damper arrangement scheme with asymmetric floor design.Described asymmetric can the acquisition by quantity or drag characteristic that for example changes damper or the size that changes any horizontal member.For the building that on two orthogonal directions, dynamic motion is had sensitivity in various degree--for example its planar design is the building of rectangle---, damping member can be arranged to provide bigger damping to shaking on the crucial direction.Thereby this will mean work to not too crucial shake damping member that shaking on the direction suppress can be less or capacity is lower or do not need.
The array damping member can be set, and described damping member group is positioned at the differing heights place on the structure.For given damping ratio, stride across a plurality of height distributed damping members and can reduce Local Damping power on the structure, the peak force that is applied by damping member can be a Consideration in the design of structure.
Vertically the extension can be two with near the spaced apart central part of mode, or central part and with near isolated headwall of mode or column, and wherein damping member is connected between the described part by relatively short horizontal member, trailing arm or carriage.In the case, when structure sways vertically part relatively move mobile for shearing.
In a preferred embodiment, vertically part is bearing part and the non-bearing part that is provided with for the damping purpose.Non-bearing means that when structure remains static this does not vertically partly carry any big load except that deadweight, and promptly the weight of the structure of floor, covering layer and weight application load is all supported by other parts.The non-bearing part mainly is bearing in the dynamic load(loading) that shaking of structure produces in the process.These dynamic load(loading)s are delivered to the non-bearing part by damping member.The next door that should additional non-bearing part can be arranged in the bearing part, wherein damping member is connected two the vertically carriage on the part or short horizontal elements for example between the trailing arm.Use additional non-bearing vertically partly to make the remainder of structure can design in a usual manner by this way with the supporting basic load.
Angle from second aspect, the invention provides a kind of method that damping is provided for tall structures, described structure has two vertical extensions, and the damping member of the vertical effect in the edge that relatively moves that provides between described two parts of decay is provided described method.
The implication that term vertically extends is identical with the implication of first aspect present invention.The described vertical part and the described damping member that use in described method can comprise previously described preferred feature.
Described method can be used for tall structures--being preferably high-rise building---construction, alternately, described method can be used for existing building is equipped damping member again.
In one aspect of the method, the invention provides a kind of system, it is used for by using between central part horizontal-extending or extending horizontally to other stay from central division--for example perimeter column---firm " semi girder " structure significantly increase the structural damping level of high-rise building, described system is combined with the energy dissipation connector of the load path that is arranged in semi girder.Energy dissipation connector or damping member can be viscosity (that is, certain power with speed increases), viscoelastic (that is, providing energy dissipation and rigidity), hysteresis formula or friction-type.
From wider aspect, the invention provides a kind of building, it comprises two parts and is arranged in damper between described two parts, and described two parts can relative to each other move along vertical when building shakes, and described damper can be decayed described relative to vertically moving.
Preferably, described damper arrangement becomes generally along vertical work in order to described the moving of decaying.
Preferably, described two parts arrange that vertically therefore in particularly preferred embodiments, described damper is along the directive effect that is in substantially parallel relationship to described part.
In another aspect, the invention provides a kind of building, it comprises two parts and damper, and described two parts can move relative to each other when building shakes, described damper arrangement become along with the directive effect of described two partial parallels with described the relatively moving of decaying.
Description of drawings
Preferred implementations more of the present invention will only be described by by way of example and with reference to accompanying drawing, wherein:
Fig. 1 illustrates the structure that is in the state of shaking, and there is shown the layout of the damping member between the branch of vertical portion;
Fig. 2 illustrates the central part with semi girder and the structure of perimeter column;
Fig. 3 is the stereogram of the embodiment of damping member arrangement;
Fig. 4 illustrates as shown in Figure 3 wherein one group of horizontal member and damping member in the lateral view mode;
Fig. 5 illustrates the sectional view of part as shown in Figure 4;
Fig. 6 is the embodiment with semi girder;
Fig. 7 is substituting semi girder embodiment;
Fig. 8 illustrates the damping member between two shear walls or the central part;
Fig. 9 illustrates the damping member between shear wall and the headwall;
Figure 10 is the lateral view that the details of the damping member in the embodiment shown in Figure 9 is shown;
Figure 11 is the embodiment with carrying and non-bearing column;
Figure 12 is the floor plan of high-rise building;
Figure 13 illustrates the lateral view of high-rise building in the lateral view mode;
Figure 14 is the floor plan of high-rise building at semi girder height of living in place;
Figure 15 is the lateral view of semi girder as shown in figure 14; And
Figure 16 illustrates damping how with the curve map of damper change in resistance.
The specific embodiment
Fig. 1 illustrates principle of the present invention.
In Fig. 1, tall structures is illustrated schematically as and has the vertical part that form is central part 1 and perimeter column 2.Be arranged in order to the relative vertical motion between decay central part 1 when the structure sways and the column 2 along the damping member 3 of vertical effect.Upright or the resting position of structure is represented by dotted lines.Be to be understood that in order to illustrate purpose and exaggerated the amount of movement that shakes.Damping member 3 is connected to central part 1 via form for the horizontal member of firm relatively semi girder 4, and described semi girder 4 is rigidly connected to central part 1 and stretches out from described central part 1 level.
Fig. 2 illustrates structure a kind of and shown in Figure 1 at textural similar high-rise building.Central part 1 and column 2 support some floors 5.Semi girder 4 is arranged in high-rise position, and is connected to column 2 in its outer end by not shown damping member according to embodiment.
In the swing movement process of the tall structures that is caused by dynamic load(loading), central part 1 and perimeter column 2 (or other central part) will form certain angle at semi girder 4 height of living in places and vertical direction by instantaneous time owing to flecition---θ for example.
Fig. 3 illustrates the stereogram of the arrangement of horizontal member 4 in the building that can be used in type shown in Figure 2 and damping member 3.Horizontal member 4 is eight semi girders 4 that are provided with in pairs with symmetric mode around central part 1.The vertical portion is divided into central part 1 and 2, one perimeter column of eight perimeter column, 2 corresponding each semi girder 4.Semi girder 4 adopts the form of double-deck depth reinforced concrete wall, and the junction between semi girder 4 and perimeter column 2 is provided with three damping members 3 (being viscous damper in this example) at each semi girder 4.
Fig. 4 illustrates the lateral view of semi girder 4, there is shown floor joist 5.Gap 6 is arranged on semi girder 4 and illustrates between the minimum floor face.For ccontaining semi girder 4 and floor joist 5 and allow the end of semi girder 4 and perimeter column 2 between vertical moving, need set up floor 5 in the mode that is independent of semi girder 4.Figure 5 illustrates a kind of method that can realize this purpose, wherein, the height of semi girder 4 is two story heights.Figure 5 illustrates the gap 6 at place, semi girder 4 bottoms, another gap 6 is arranged on illustrated going up between floor face and the semi girder.In order to allow semi girder 4 to move freely, the groove of floor face in the middle of semi girder 4 passes in the mode of not touching floor or floor joist 5.
In the practice, the validity of system depends on the relative rigidity of each parts of structural system, comprises the flexible of semi girder.Each semi girder can provide damping by one or several damping units.In order to simplify the single damping member 3 that often illustrates or touch upon, but be to be understood that this can be substituted by some damping members 3.
Fig. 6 schematically shows the connection of the damping member 3 between semi girder 4 and the column 2.Cause vertical column 2 to relatively move and when causing semi girder 4 to be connected thereon central part 1 rotation of direction shown in the arrow takes place when waving with central part 1, to produce along the relatively moving of damping member 3, thus the motion of the described structure of damping member 3 decay.
Fig. 7 is the alternative of arrangement shown in Figure 6, and wherein, semi girder 4 engages with column 2 and damping member 3 is installed between central part 1 and the semi girder 4.
As shown in Figure 8, damping member 3 can be installed between two central parts 1 or the shear wall.Some damping members 3 are connected to the short horizontal elements 4 that form is a trailing arm, and provide damping on the whole height of building between two core structures 1.
Fig. 9 illustrates the central part that is arranged on building or " flange " and the plan view of the damping member 3 between headwall or the column 2 of shear wall 1.Damping member 3 can support by the short trailing arm of level as the embodiment among Fig. 8, but can simple fixation to the carriage that is located immediately on the vertical part, shown in the lateral view among Figure 10.Gap 6 around floor 5 allows expedite relatively moving taken place between the bodies of wall 1 and 2, and two shear walls or central part 1 can engage by mutual connection beam 7.
In Figure 11, damping member 3 is connected to carrying column 2 and non-bearing column 8.Column 2 provides support for the other parts of floor part 5 and building, and non-bearing column 8 is the dynamic load(loading)s that are provided with for the damping purpose with in the supporting building moving process, but does not support any big basic load.Damping member 3 engages with short horizontal elements 4 on being arranged at corresponding column 2 and column 8.
Should be appreciated that in substituting embodiment the column 2 among Figure 11 can be other vertical part of central part 1 or building.
Figure 12 illustrates to Figure 16 and is installed in 60 layers of interior damping system of concrete steel building that 210m is high, and this building has two central elevator well core structures 1 and plurality of peripheral body of wall and column 2.Figure 12 has provided typical building floor plan, central part shown in the figure 1 and perimeter column 2.The design size of this high building is about 36m * 39m.Two central parts 1 connect at each floor face place by conventional steel concrete articulated beam.Perimeter walls and column 2 are also connected by floor joist 5 at each floor face place.
Figure 13 illustrates along the sectional view of the short transverse of high-rise building.There is shown central cores 1, perimeter beams and column 2 and be positioned at half semi girder wall body construction 4 of highly locating of a little higher than this high building.
The floor plan at semi girder 4 height of living in places illustrates in Figure 14.Damping member 3 is arranged in the end of semi girder 4 and is connected to perimeter column 2.There are four pairs of semi girders 4 to extend towards four sides of building from central cores 1.This floor plan also illustrates the gateway 9 that is formed on the semi girder 4, and gateway 9 makes the floor that is positioned at semi girder height of living in place normally to use.
The detailed structure that is arranged in the upper left semi girder 4 of Figure 14 illustrates with partial cross section's diagram form at Figure 15.Other semi girder 4 ought to have analog structure, and size will be different certainly.In Figure 15, semi girder 4 has two gateways 9, respectively has one on the aspect of each floor 5.Damping member 3 is bonded between semi girder 4 and the perimeter column 2.
Obtainable damping changes with the variation of the resistance of the damper 3 at place, semi girder 4 ends.For given structure, has best damper resistance levels.This value can be via the FEM (finite element) model of total body and damping system being analyzed and being obtained by repetition test.Damping can obtain by the mathematical routine that is called " complex mode analysis " or obtain by the stressed response analysis method of stable state (steady state forced responseanalysis) that adopts " direct method " to deal with problems.And general mode rule is inapplicable.
For the described structure that uses the linear viscous damping device, total how the addition damping that Figure 16 illustrates changes with the total damping device resistance C at each semi girder place.Total damping represents with the ratio of critical damping, and C measures with the power of the unit relative velocity at each damper place, is MN/m/s in this example.Article two, the level of two of curve and building quadratures is shaken directional correlation.
In not shown embodiment, can make up various types of damping arrangement noted earlier.For example, building both can comprise between central part and perimeter column as Fig. 2 to semi girder horizontal member shown in Figure 7, also can comprise the damping member of arranging in mode as shown in Figure 8 between two central parts, and/or the damping member to arrange as Fig. 9 or mode shown in Figure 11.
Claims (60)
1. tall structures, it comprises two parts of vertically extending and comprises vertically-oriented damping member, wherein, described damping member be arranged to decay between described two parts relative to vertically moving.
2. structure as claimed in claim 1, wherein, described part is vertical.
3. structure as claimed in claim 1 or 2, wherein, described tall structures is a high-rise building.
4. as claim 1,2 or 3 described structures, wherein, described part comprises central part and perimeter column.
5. as the described structure of each aforementioned claim, wherein, described structure comprises from the horizontal member of one of them extension of described part, wherein said damping member the relatively moving between another of described horizontal member and described vertical part that be arranged to decay.
6. structure as claimed in claim 5, wherein, described horizontal member is firm relatively member.
7. as claim 5 or 6 described structures, wherein, described horizontal member is the horizontally extending semi girder between described vertical portion is divided.
8. as claim 5,6 or 7 described structures, wherein, described horizontal member is relative thinner with width on the vertical horizontal direction of its bearing of trend.
9. structure as claimed in claim 8, wherein, the height of described horizontal member in lateral view is roughly greater than its width.
10. as each the described structure in the claim 5 to 9, wherein, described structure is the floor more than one deck that the height of high-rise building and described horizontal member extends across described building.
11. as each the described structure in the claim 5 to 10, wherein, described horizontal member forms the part of the body of wall in compartment floor zone.
12. as each the described structure in the claim 5 to 11, wherein, described horizontal member has the opening that forms practicality gateway or passage.
13., comprise a plurality of damping members that are arranged in the sustained height place around described vertical portion branch as the described structure of each aforementioned claim.
14. structure as claimed in claim 13, wherein, described damping member joins central part to a plurality of perimeter column.
15. as claim 13 or 14 described structures, comprise at least some a plurality of horizontal members that support in described a plurality of damping members, each described horizontal member all has relevant damping member.
16. structure as claimed in claim 15, wherein, horizontal member extends along opposite horizontal direction from central division.
17. structure as claimed in claim 15, wherein, horizontal member extends with equal angles around central part, is preferably with the spacing of 60 °, 90 ° or 120 ° to extend.
18. as claim 12 or 3 described structures, wherein, described vertical extension is spaced apart in approaching mode.
19. structure as claimed in claim 18, wherein, described damping member is connected between the described vertical extension by relatively short horizontal member or by carriage.
20., comprise a plurality of damping members that are positioned at the sustained height place around described vertical extension as claim 18 or 19 described structures.
21. as claim 18,19 or 20 described structures, wherein, described vertical extension comprises two central parts, perhaps comprises central part and headwall or column.
22. as claim 18,19 or 20 described structures, wherein, described vertical portion branch comprises bearing part and non-bearing part, described non-bearing part is provided with for the damping purpose.
23. structure as claimed in claim 22, wherein, described non-bearing part is arranged in the next door of described bearing part.
24. as the described structure of each aforementioned claim, comprise the array damping member, described damping member group is positioned at the differing heights place on the structure.
25. as the described structure of each aforementioned claim, wherein, described damping member comprises passive viscous damper, viscoelastic damper, hysteresis damper or frcition damper, perhaps active controlled damping mechanism.
26. as the described structure of each aforementioned claim, wherein, described structure is the building that highly surpasses 60m, is preferably the building that highly surpasses 80m.
27. as the described structure of each aforementioned claim, wherein, described damping member is arranged in the scope on top 75% of height of described structure.
28. one kind for tall structures provides the method for damping, described structure has two vertical extensions, and described method comprises the damping member of the vertical effect in the edge that relatively moves that is provided with between described two parts of decay.
29. method as claimed in claim 28 is included in and adds described damping member when building described tall structures.
30. method as claimed in claim 28 comprises the described damping member of existing structure body weight new equipment.
31. as claim 28,29 or 30 described methods, wherein, described tall structures is a high-rise building.
32. as each the described method in the claim 28 to 31, wherein, described horizontal member is arranged between central part and the perimeter column.
33. as each the described method in the claim 28 to 32, comprise the horizontal member of setting from one of them extension of described vertical extension, wherein, described damping member the relatively moving between another of described horizontal member and described vertical part of decaying.
34. method as claimed in claim 33, wherein, described horizontal member is firm relatively member.
35. as claim 33 or 34 described methods, wherein, described horizontal member is the horizontally extending semi girder that is arranged between the described vertical extension.
36. as claim 33,34 or 35 described methods, wherein, described horizontal member is relative thinner with width on the vertical horizontal direction of its bearing of trend.
37. method as claimed in claim 36, wherein, the height of described horizontal member in lateral view is roughly greater than its width.
38. as each the described method in the claim 33 to 37, wherein, described structure is the floor more than one deck that the height of high-rise building and described horizontal member extends across described building.
39. as each the described method in the claim 33 to 38, wherein, described horizontal member forms the part of the body of wall in compartment floor zone.
40. as each the described method in the claim 33 to 39, wherein, described horizontal member is provided with the opening that forms practicality gateway or passage.
41., comprise that setting is arranged in a plurality of damping members at sustained height place around described vertical extension as each the described method in the claim 33 to 40.
42. method as claimed in claim 41, wherein, described damping member is arranged between central part and a plurality of perimeter column.
43. method as claimed in claim 42 wherein, is provided with in order to support at least some a plurality of horizontal members in described a plurality of damping member, each described horizontal member all has relevant damping member.
44. method as claimed in claim 43, wherein, horizontal member extends along opposite horizontal direction from described central part.
45. method as claimed in claim 43, wherein, horizontal member extends with 90 degree spacings around central part.
46. as each the described method in the claim 28 to 31, wherein, described vertical extension is spaced apart in approaching mode.
47. method as claimed in claim 46, wherein, described damping member is connected between the described vertical extension by relatively short horizontal member or by carriage.
48., comprise that setting is positioned at a plurality of damping members at sustained height place around described vertical part as claim 46 or 47 described methods.
49. as claim 46,47 or 48 described methods, wherein, described vertical extension comprises two central parts, perhaps comprises central part and headwall or column.
50. as claim 46,47 or 48 described methods, wherein, a vertical extension comprises the bearing part of described structure, described method comprises the vertical extension of the non-bearing that is provided for the damping purpose.
51. method as claimed in claim 50, wherein, described non-bearing part is arranged in the next door of described bearing part.
52. as each the described method in the claim 28 to 51, the differing heights place that is included on the structure is provided with the array damping member.
53. as each the described method in the claim 28 to 52, wherein, described damping member comprises passive viscous damper, viscoelastic damper, hysteresis damper or frcition damper, perhaps active controlled damping mechanism.
54. as each the described method in the claim 28 to 53, wherein, described structure is the building that highly surpasses 60m, is preferably the building that highly surpasses 80m.
55. as each the described method in the claim 28 to 54, wherein, described damping member is arranged in the scope on top 75% of height of described structure.
56. system, be used for by using between central part horizontal-extending or extending horizontally to firm " semi girder " structure of other stay of perimeter column for example from central division and add big structural damping level to high-rise building, described system is combined with the energy dissipation connector of the load path that is arranged in described semi girder.
57. a building, it comprises two parts and is arranged in damper between described two parts, and described two parts can relative to each other move along vertical when building shakes, and described damper can be decayed described relative to vertically moving.
58. building as claimed in claim 57, wherein, described part is arranged to substantially vertically.
59. as claim 57 or 58 described buildings, wherein, described damper is generally along vertical effect.
60. a building, it comprises two parts and damper, and described two parts can move relative to each other when building shakes, described damper arrangement become along with the directive effect of described two partial parallels with described the relatively moving of decaying.
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| GBGB0521542.1A GB0521542D0 (en) | 2005-10-21 | 2005-10-21 | Damping system for tall buildings |
| GB0521542.1 | 2005-10-21 |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN101300396A true CN101300396A (en) | 2008-11-05 |
Family
ID=35458511
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNA2006800391827A Pending CN101300396A (en) | 2005-10-21 | 2006-10-20 | Damping for tall structures |
Country Status (8)
| Country | Link |
|---|---|
| US (1) | US20090211179A1 (en) |
| EP (1) | EP1948888A1 (en) |
| JP (1) | JP2009512796A (en) |
| KR (1) | KR20080075842A (en) |
| CN (1) | CN101300396A (en) |
| GB (1) | GB0521542D0 (en) |
| MX (1) | MX2008004936A (en) |
| WO (1) | WO2007045900A1 (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104314166A (en) * | 2014-10-10 | 2015-01-28 | 同济大学 | Vertical viscous damper connected energy-dissipating-and-shock-absorbing outrigger truss high-rise structural system |
Families Citing this family (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20080229684A1 (en) * | 2007-03-21 | 2008-09-25 | Daewoo Engineering & Construction Co., Ltd. | Hydraulic jack systems to be installed to the outrigger to perimeter column joints to automatically adjust differential column shortening and provide additional structural damping |
| CN101638913B (en) * | 2009-08-21 | 2011-01-05 | 中国建筑第八工程局有限公司 | Non-stretching straight-thread connection method of concrete beam reinforcing steel bars between two section steel columns |
| WO2011035809A1 (en) | 2009-09-25 | 2011-03-31 | Vsl International Ag | Method and structure for damping movement in buildings |
| KR101011553B1 (en) * | 2010-08-12 | 2011-01-27 | (주)대우건설 | Method of compensating for building movement during construction in super tall building |
| US8424253B2 (en) * | 2010-12-28 | 2013-04-23 | Ge-Hitachi Nuclear Energy Americas Llc | Seismic and impact mitigation devices and systems |
| KR101372293B1 (en) | 2012-11-30 | 2014-03-25 | 대림산업 주식회사 | Structure of outrigger wall and construction method thereof |
| JP6388647B2 (en) * | 2013-10-11 | 2018-09-12 | ザ ガバニング カウンシル オブ ザ ユニバーシティ オブ トロント | Viscous wall-connected damper for use in outrigger building construction |
Family Cites Families (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CA1010912A (en) * | 1973-08-10 | 1977-05-24 | Chiyoda Chemical Engineering And Construction Co. Ltd. | Earthquake isolating and vibration absorbing equipment for structures |
| US4766708A (en) * | 1985-12-27 | 1988-08-30 | Peter Sing | Shock and vibration resistant structures |
| JP2663835B2 (en) * | 1993-07-08 | 1997-10-15 | 鹿島建設株式会社 | Compound control type vibration control structure |
| JP2914187B2 (en) * | 1994-08-16 | 1999-06-28 | 鹿島建設株式会社 | Bending deformation control type vibration control frame |
| JP3028033B2 (en) * | 1995-02-14 | 2000-04-04 | 株式会社大林組 | Damping structure |
| US5671569A (en) * | 1995-06-08 | 1997-09-30 | Kajima Corporation | Seismic response controlled frame of bending deformation control type |
| US5797227A (en) * | 1996-04-09 | 1998-08-25 | Garza-Tamez; Federico | Structure stabilization system |
| JP3733501B2 (en) * | 1997-06-02 | 2006-01-11 | 清水建設株式会社 | Seismic structure of building structure |
| JPH1162316A (en) * | 1997-08-07 | 1999-03-05 | Etsuro Suzuki | Seismic damping structure |
| JPH11190144A (en) * | 1997-12-25 | 1999-07-13 | Taisei Corp | Space for building equipment |
| US20080229684A1 (en) * | 2007-03-21 | 2008-09-25 | Daewoo Engineering & Construction Co., Ltd. | Hydraulic jack systems to be installed to the outrigger to perimeter column joints to automatically adjust differential column shortening and provide additional structural damping |
-
2005
- 2005-10-21 GB GBGB0521542.1A patent/GB0521542D0/en not_active Ceased
-
2006
- 2006-10-20 JP JP2008536128A patent/JP2009512796A/en active Pending
- 2006-10-20 EP EP06794855A patent/EP1948888A1/en not_active Withdrawn
- 2006-10-20 CN CNA2006800391827A patent/CN101300396A/en active Pending
- 2006-10-20 KR KR1020087012003A patent/KR20080075842A/en not_active Application Discontinuation
- 2006-10-20 US US12/090,935 patent/US20090211179A1/en not_active Abandoned
- 2006-10-20 MX MX2008004936A patent/MX2008004936A/en not_active Application Discontinuation
- 2006-10-20 WO PCT/GB2006/003919 patent/WO2007045900A1/en active Application Filing
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104314166A (en) * | 2014-10-10 | 2015-01-28 | 同济大学 | Vertical viscous damper connected energy-dissipating-and-shock-absorbing outrigger truss high-rise structural system |
Also Published As
| Publication number | Publication date |
|---|---|
| WO2007045900A1 (en) | 2007-04-26 |
| KR20080075842A (en) | 2008-08-19 |
| JP2009512796A (en) | 2009-03-26 |
| EP1948888A1 (en) | 2008-07-30 |
| GB0521542D0 (en) | 2005-11-30 |
| MX2008004936A (en) | 2008-09-12 |
| US20090211179A1 (en) | 2009-08-27 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101300396A (en) | Damping for tall structures | |
| Nanduri et al. | Optimum position of outrigger system for high-rise reinforced concrete buildings under wind and earthquake loadings | |
| JP2013015014A (en) | Building with long natural period | |
| JP3828695B2 (en) | Seismic control wall of a three-story house | |
| US5671569A (en) | Seismic response controlled frame of bending deformation control type | |
| CN107338865B (en) | Rigidity-balanced staggered truss steel structure system | |
| JP2004060397A (en) | Vibration control device | |
| JPH10231639A (en) | Vibration-damping structure | |
| JP2002194917A (en) | Earthquake-resistant structure of frame | |
| JP2004225347A (en) | Structural damping structure | |
| JP2009281074A (en) | Connecting vibration control structure of building | |
| CN107338882B (en) | Local sideslip shaking structure | |
| JP2001295494A (en) | Multiple buildings connected. | |
| JP3705784B2 (en) | Damping structure | |
| JPH0325173A (en) | Vibration damping structure for partition walls | |
| JP2001140496A (en) | Suspended damping method and suspended damping structure for super-high-rise building | |
| JP2004278002A (en) | Unit building with base-isolating device | |
| JP7291653B2 (en) | building | |
| JP3055073B2 (en) | Building | |
| JP2766883B2 (en) | Wing frame structure | |
| JP5348860B2 (en) | Damping structure | |
| JP6135112B2 (en) | Damping structure | |
| JP5284550B1 (en) | Artificial ground | |
| JP2008063914A (en) | Seismic response control frame | |
| JPH10266621A (en) | Vibration damping structure using core structure body and suspension cable |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C02 | Deemed withdrawal of patent application after publication (patent law 2001) | ||
| WD01 | Invention patent application deemed withdrawn after publication |
Application publication date: 20081105 |