JP2009512796A - Damping of tall structures - Google Patents

Abstract

  A tall structure with two vertical members is provided with a vertically oriented damping element, which is arranged to dampen the relative vertical movement between the two members.

Description

  The present invention relates to a system for attenuating the movement of tall structures, in particular high-rise buildings.

  Tall structures, such as high-rise buildings, are often built incorporating several structural systems that provide resistance to lateral forces. There is usually a “core” inside the body of a building, and there are “frames” of beams and columns around the outside and sometimes inside. Each floor is vertically supported by a core and outer and / or inner pillars.

  When designing a tall structure, the dynamic resonance response of the structure due to gusts and other gusts that are likely to occur due to vortexing and other aerodynamic effects should significantly increase the stiffness and strength of the side resistive structure Often it causes sex. Also, building rolls caused by wind are generally perceived by residents, which is a design issue that requires reducing dynamic response. In the category of shaking, earthquakes also cause strong rolls, so again it is desirable to reduce the lateral dynamic response and damage. Increasing the rigidity and / or mass of a building by adding structural elements or increasing their dimensions can reduce the wind-induced movement, but it also reduces the building and its foundation This will increase costs and reduce the effective floor space. Stiffening does not necessarily improve the performance against shaking.

  Adding damping (energy dissipation) to the building reduces the dynamic response, thereby reducing the load on the building structure and foundation. If sufficient attenuation is applied to the building, the size and foundation of the structural material can be reduced, and it can reduce or eliminate the risk of swaying the building that residents will notice and feel uncomfortable. it can.

  Providing structures, methods, systems, and buildings that significantly reduce costs through the reduction of structural element dimensions by incorporating damping elements into the structure, and that provide superior properties when loaded by wind and earthquake To do.

  The present invention, in a first aspect, attempts to provide an improved structure incorporating a damping element.

  Viewed from a first aspect, therefore, the present invention comprises two vertically extending members and a vertically oriented damping element such that the damping element attenuates relative vertical motion between the two members. Providing a tall structure that is arranged in.

  Extending vertically means that the two members have a vertical spread, and is preferably substantially vertical when the structure is stationary. When rolling occurs, the member and the damping element naturally move away from the vertical to some extent as the structure moves. To define otherwise, extending vertically means that when the structure is at rest, the members will weight themselves and the weight of each floor they support, if not the bending action, It can be taken to mean that it is generally supported by compression or tension.

  As the structure rolls, the rotation of the member and the shearing movement between the two members result in relative movement between the members in the longitudinal direction of the member. By providing a damping element that dampens this motion, the roll of the structure can be effectively eliminated, and the above-described advantages can be obtained. The use of vertical damping elements also has the added advantage that the damping elements can absorb the effects of differences in static axial shrinkage, such as between each core or between adjacent frames.

  The damping element may be any energy dissipating element or coupling mechanism such as a viscous damper, a viscoelastic damper, a hysteresis damper or a friction damper, or an actively controlled damping mechanism that is passive.

  The relatively high level of damping structure provided reduces the side forces due to wind effects that should be considered in tall structures, and uses fewer and / or smaller structural elements and smaller foundations Can reduce construction costs and reduce damage to structures due to earthquakes.

  In a preferred embodiment, the tall structure is a high-rise building. In addition to the advantages described above, when new damping is applied to a building, it is less likely to be perceived by the building occupants.

  The present invention is considered to have particular application in buildings having a height of more than 60 m, more particularly a height of more than 80 m.

  Preferably, the damping element or elements are arranged within the upper 75% of the structure height.

  The vertically extending member may be a core, side column, seismic wall, end wall, or simply a vertical element added to the structure for damping purposes. Thus, typically, the two members may be a core and another core, or a core and a side post, or may be between two secondary members of the post. Cores, columns and shear walls are often the main elements of existing tall structures, so that existing structures can be improved by incorporating damping elements according to the invention.

  In a preferred embodiment, it comprises a horizontal element extending from one of the vertically extending members, the damping element being a member extending in that horizontal element, more particularly in the other vertical direction from the tip of the horizontal element; Damping the relative motion between. It is also possible to use two horizontal elements, one for each of the members extending in the vertical direction and to couple the damping element between the horizontal elements.

  By using a horizontal element, the rotation of the vertical element is combined with the length of the horizontal element to amplify the relative motion. Thus, the damping element can act to dampen larger relative motion, thereby making the damping more effective. In addition, this arrangement also enables attenuation between members extending in the vertical direction arranged at a certain distance.

  The horizontal element is preferably relatively rigid. This ensures that the force and damping elements in the load path between the two vertical members that travel along the horizontal element do not significantly deform the horizontal element, and therefore maximum displacement is applied to the damping element. .

  In a preferred embodiment, the vertically extending member comprises a core and a side post, and the horizontal element is an outrigger extending horizontally between the core and the post. The outrigger can be connected to either the core or the pillar. A damping element at the free end of the outrigger is connected to the other core or post. This arrangement allows the present invention to be easily implemented with conventional types of core and side post structures.

  This outrigger arrangement is in contrast to the well-known outriggers that tightly connect the core and side post structures to increase the rigidity of the building. Designs using known rigidly connected outriggers have larger structural elements and higher construction costs compared to the damping arrangement of the present invention.

  A horizontal element can be relatively thin in horizontal direction perpendicular to its extending direction, i.e., the horizontal element can extend elongated from a vertical member when viewed in a floor plan view of the structure. The horizontal element preferably has a substantially higher height when viewed from the side than its width. If the structure is a high-rise building, the horizontal element may extend at a height that exceeds one floor of the building. This tall and thin construction realizes a horizontal element that is inexpensive to build because the horizontal element is thin in plan view and thus has a high vertical stiffness but is light. The horizontal elements can be conveniently arranged as part of the dividing wall member in the floor plan view, so that they do not interfere with the floor plan of the building. In a particularly preferred embodiment, the building is on the 60th floor or about 210 m high, and the horizontal elements extend vertically over two floors. The horizontal element can have an opening that forms a doorway or passage for utility. In particular, doorways may exist when horizontal elements cross multiple floors.

  A plurality of damping elements can be arranged at the same height around the vertical member. These damping elements can couple a single core to multiple side posts. When multiple horizontal elements are used, there may be elements that generally extend from the core in various plan view directions. For example, there may be horizontal elements that extend in opposite directions from the core. Or, more preferably, there may be elements that extend entirely around the core at 90 ° intervals. A damping element is connected to each horizontal element. By placing a plurality of damping elements in the building, it is possible to add damping in all directions where rolls can occur. In symmetrical structures, this type of damping is generally achieved by a symmetrical damping element arrangement. In an asymmetric structure in the floor plan, an asymmetric arrangement of dampers may be required. Asymmetry can be achieved, for example, by changing the number of dampers or resistance characteristics, or the dimensions of any horizontal element. In the case of buildings with different sensitivity to dynamic motion in two orthogonal directions, for example a building with a rectangular floor plan, the damping element should be arranged to provide a greater damping against the roll in the fatal direction Can do. This means that the number of damping elements that act to suppress rolling in the direction of low fatality can be reduced, reduced in capacity, or omitted.

  There can be multiple sets of damping elements, each set being at a different height of the structure. By dispersing the damping elements at a plurality of heights for a predetermined damping ratio, the force due to local damping of the structure can be reduced. The maximum force applied to the damping element can be a problem in the design of the structure.

  The vertically extending member may be two closely spaced cores, or cores, and closely spaced end walls or columns, and one or more damping elements may be relatively short horizontal The elements are connected between the members using a corbel or a bracket. In this case, the relative movement of the vertical member is a shearing movement when the structure rolls.

  In a preferred embodiment, the vertical members are load support members and non-load support members provided for damping purposes. The non-load supporting member means that no large load other than its own weight is supported when the structure is stationary. That is, the weight of the floor, the exterior material, and the loaded gravity load structure is supported by other members. The non-load support member mainly supports a dynamic load generated during the roll of the structure. These dynamic loads are transmitted to the non-load bearing member by the damping element. Additional non-load bearing members can be placed alongside the load bearing member. A damping element is connected between a short horizontal element such as a bracket on two vertical members or a corbel. By using this additional non-load bearing vertical member, the rest of the structure can be designed in a conventional manner to support static loading.

  Viewed from a second aspect, the present invention provides a method for providing damping to a tall structure, the structure having two members extending vertically, the method comprising: Providing a dampening element acting in the vertical direction to damp the relative motion between the two members.

  The term extending vertically means the same as for the first aspect of the invention. The vertical member and damping element used in this method may include the preferred features described above.

  This method can be used for the construction of tall structures, preferably high-rise buildings, or alternatively this method can be used to incorporate and improve damping elements in existing buildings. Can do.

  In another aspect, the present invention provides a superior level of structural damping by using a rigid “outrigger” structure that extends horizontally between cores or from core to other vertical elements such as side posts. A system for adding to a building and incorporating a coupling mechanism for dissipating energy in the load path of the outrigger is provided. The energy dissipation coupling mechanism or damping element may be due to viscosity (i.e. increasing with the power of the speed), viscoelasticity (i.e. providing energy dissipation and stiffness), hysteresis, or friction.

  From a broader aspect, the present invention is arranged between two members that can move in a vertical direction relative to each other when the building rolls, and damps the relative vertical movement of the two members. Provided is a building having a damper.

  Preferably, the damper is arranged to act substantially vertically to damp movement.

  Preferably, the two members are arranged vertically, so that in a particularly preferred embodiment, the damper acts in a direction substantially parallel to the members.

  In another aspect, the present invention acts in a direction parallel to the two members to dampen the relative motion and two members that can move relative to each other when the building rolls. Provided is a building comprising a damper arranged in such a manner.

  Some preferred embodiments of the present invention will now be described by way of example only with reference to the accompanying drawings.

  By incorporating damping elements into the structure, costs are greatly reduced through the reduction of structural element dimensions, and excellent properties are obtained when loaded by wind and earthquakes.

  FIG. 1 illustrates the principle of the present invention.

  FIG. 1 schematically shows a tall structure with vertical members in the form of cores 1 and side posts 2. A damping element 3 acting in the vertical direction is arranged to dampen the relative vertical movement between the core 1 and the column 2 when the structure rolls. The vertical or stationary position of the structure is indicated by a broken line. It will be appreciated that the amount of roll is exaggerated for illustration purposes. The damping element 3 is firmly connected to the core 1 via a horizontal element in the form of a relatively rigid outrigger 4 extending in the horizontal direction.

  FIG. 2 shows a high-rise building having a structure similar to that of FIG. Core 1 and pillar 2 support a number of floors 5. The outrigger 4 of the embodiment arranged at a high position is connected to the column 2 by a damping element (not shown) at its outer end.

  During the rolling of a tall structure caused by dynamic loading, the core 1 and the side column 2 (or another core) are bent vertically and at a certain moment in time at the height of the outrigger 4 It has an angle with respect to the line, for example θ.

  The outrigger 4 is not rigidly connected to the side column 2 but is connected via a damping element 3 that acts in the vertical direction and is relatively flexible. Since the outrigger 4 is relatively rigid and hardly deforms, its outermost end moves in the vertical direction by a linear displacement of the product of L and θ (L · θ). Here, L is a horizontal distance from the center of the core to the side column. As a result, the same displacement (L · θ) is added to the damping element 3. This vertical relative displacement changes continuously as the structure vibrates in its roll mode, and the damping element 3 changes its length and generates a force that resists shaking. That is, the kinetic energy in the structure is converted into thermal energy in the energy dissipation device.

  FIG. 3 is a perspective view showing the arrangement of horizontal elements 4 and damping elements 3 that can be used for a building of the type shown in FIG. The horizontal elements 4 are eight outriggers 4 provided in pairs symmetrically around the core 1. The vertical members are the core 1 and eight side pillars 2, one for each outrigger 4. The outrigger 4 takes the form of a reinforced concrete wall with a depth of two floors, and three damping elements 3 (in this case, viscous dampers) per one outrigger 4 are provided at the connection between the outrigger 4 and the side column 2. It has been.

  FIG. 4 is a side view of one outrigger 4 and shows a floor beam 5. A gap 6 is provided between the outrigger 4 and the lowest floor shown. In order to make the outrigger 4 and the floor beam 5 compatible with each other and to allow vertical movement between the end of the outrigger 4 and the side column 2, the floor 5 needs to be stretched independently of the outrigger 4. One way in which this can be achieved is illustrated in FIG. 5, where the outrigger 4 is the height of the second floor. FIG. 5 shows a gap 6 at the bottom of the outrigger 4, and another gap 6 is provided between the upper floor shown and the outrigger. Because the outrigger 4 can move freely, the outrigger 4 can move through slots in the middle floor without touching the floor or floor beams 5.

  In practice, the effectiveness of the system depends on the relative stiffness of the various components of the structural system, including the flexibility of the outriggers. Damping can be performed by one or more damping units per outrigger. For simplicity, a single damping element 3 is often shown or mentioned, but it should be understood that it can be replaced by a plurality of damping elements 3.

  FIG. 6 schematically shows a coupling mechanism consisting of a damping element 3 between the outrigger 4 and the column 2. When rolling, relative movement between the vertical column 2 and the core 1 and rotation of the core 1 to which the outrigger 4 is connected as indicated by the arrows, relative movement along the damping element 3 occurs. Thereby causing the damping element 3 to dampen the shaking of the structure.

  FIG. 7 shows an arrangement different from that shown in FIG. 6, in which case the outrigger 4 is connected to the column 2, when the damping element 3 is mounted between the core 1 and the outrigger 4. Has been.

  The damping element 3 can be mounted between two cores or seismic walls 1 as shown in FIG. A plurality of damping elements 3 are connected to a short horizontal element 4 in the form of a corbel and provide damping between the two core structures 1 over the entire height of the building.

  FIG. 9 is a floor plan view with a damping element 3 provided between the “flange” of the building core or seismic wall 1 and the end wall or column 2. The damping element 3 can be supported by a short horizontal corbel as in the embodiment of FIG. 8, but can also be simply fixed to a bracket mounted directly on a vertical member, as shown in a side view in FIG. . A gap 6 around the floor 5 allows uninterrupted relative movement between the walls 1, 2, and the two seismic walls or cores 1 can be joined by an interconnecting girder 7.

  In FIG. 11, the damping element 3 is connected to the load support column 2 and the non-load support column 8. The column 2 supports the floor member 5 and other members of the building, while the non-load support column 8 is provided to support dynamic loads as the building moves for damping purposes. However, it does not support a large static load. The damping element 3 is coupled to a short horizontal element 4 provided on each column 2, 8.

  It will be appreciated that in another embodiment, the pillar 2 of FIG. 11 may be the core 1 or another vertical member of the building.

  FIGS. 12 to 16 show a damping system mounted on a 60-story, 210 m high reinforced concrete building with two central elevator shaft core structures 1 and a number of side walls and side columns 2. FIG. 12 is a floor plan view of a typical floor of a building showing the core 1 and the side posts 2. The planar dimension of this tower is approximately 36 m × 39 m. The two cores 1 are connected to each floor layer by a conventional reinforced concrete connecting beam. The side walls and the side columns 2 are also connected by floor beams 5 in each floor layer.

  FIG. 13 shows a cross-sectional view along the height of a high-rise building. This shows the central core 1, the side beams and side columns 2, and the outrigger wall element 4 just beyond the middle height of the tower.

  A floor plan view of the layers of the outrigger 4 is shown in FIG. A damping element 3 is arranged at the end of the outrigger 4 and is connected to the side column 2. Four pairs of outriggers 4 extend from the central core 1 toward the four sides of the building. The floor plan also shows a doorway 9 formed in the outrigger 4 so that the floor can be used as usual in a layer with outriggers.

  The detailed structure of the upper left outrigger 4 in FIG. 14 is shown in a partial sectional view in FIG. The other outriggers 4 have the same structure, but naturally the dimensions are different. In FIG. 15, the outrigger 4 has two doorways 9, one for each five floors. The damping element 3 is coupled between the outrigger 4 and the side post 2.

  The achievable attenuation changes as the resistance of the damper 3 at the end of the outrigger 4 changes. There is an optimum level of damper resistance for a given structure. The value can be obtained by trial and error through analysis of the entire structure and the finite element model of the damper system. The attenuation can be obtained by a mathematical technique known as complex modal analysis, or by a steady response analysis where the problem is solved by forward analysis. A normal modal method is not appropriate.

  For this structure using linear viscous dampers, FIG. 16 shows how the total additive damping varies with the total damper resistance C at each outrigger. The overall damping is expressed as the ratio of critical damping and C is measured in force per unit relative speed at each damper, in this case MN / m / s. The two curves relate to two orthogonal horizontal rolls of the building.

  In embodiments not shown, the various types of attenuation arrangements described above can be combined. For example, the building may include an outrigger horizontal element as in FIGS. 2-7 between the core and the side post, and a damping element disposed as in FIG. 8 between the two cores, and / or FIG. 11 can be provided.

FIG. 5 is a diagram of a structure in a roll state showing the arrangement of damping elements between vertical members. It is a figure which shows the structure of a core and a side pillar which has an outrigger. FIG. 6 is a perspective view of an embodiment of an arrangement of damping elements. FIG. 4 is a side view of one of the horizontal and damping elements of FIG. 3. It is sectional drawing of the member shown by FIG. FIG. 5 is a diagram of an embodiment having an outrigger. FIG. 6 is a diagram of another outrigger embodiment. It is a figure which shows the damping element between two seismic walls or a core. It is a figure which shows the damping element between a seismic wall and an end wall. FIG. 10 is a side view showing details of the damping element of the embodiment of FIG. 9. FIG. 5 is a diagram of an embodiment having a load support column and a non-load support column. It is a floor top view of the floor of a high-rise building. It is a side view of a high-rise building. It is a floor top view of the floor in the outrigger layer of a high-rise building. It is a side view of the outrigger of FIG. It is a graph which shows how attenuation changes with resistance of a damper.

Claims (60)

  A stiff structure comprising two vertically extending members and a vertically oriented damping element so that the damping element dampens the relative vertical motion between the two members Arranged structure.   The structure of claim 1, wherein the member is vertical.   The structure according to claim 1 or 2, wherein the tall structure is a high-rise building.   The structure according to claim 1, 2 or 3, wherein the member comprises a core and a side post.   The structure includes a horizontal element extending from one of the members, and wherein the damping element is arranged to dampen relative motion between the horizontal element and the other vertical member. The structure according to any one of the items.   The structure of claim 5, wherein the horizontal element is relatively rigid.   The structure according to claim 5 or 6, wherein the horizontal element is an outrigger extending in a horizontal direction between the vertical members.   The structure according to claim 5, 6, or 7, wherein the horizontal element is relatively thin in a horizontal width perpendicular to an extending direction of the element.   The structure according to claim 8, wherein the horizontal element is substantially higher in height when viewed from the side than its width.   The structure according to any one of claims 5 to 9, wherein the structure is a high-rise building, and the height of the horizontal element extends beyond the first floor of the building.   11. A structure according to any one of claims 5 to 10, wherein the horizontal element forms part of a wall that divides a floor area.   12. A structure according to any one of claims 5 to 11 wherein the horizontal element has an opening that forms a doorway or passage for practical use.   A structure according to any preceding claim, comprising a plurality of damping elements arranged at the same height around the vertical member.   The structure of claim 13, wherein the damping element couples the core to a plurality of side posts.   The structure according to claim 13, further comprising a plurality of horizontal elements that support at least a part of the plurality of damping elements, wherein a damping element is coupled to each of the horizontal elements.   The structure of claim 15, wherein the horizontal elements extend from the core in opposite horizontal directions.   16. A structure according to claim 15, wherein the horizontal elements extend around the core at equal angles, preferably at 60 [deg.], 90 [deg.] Or 120 [deg.] Intervals.   The structure according to claim 1, wherein the members extending in the vertical direction are arranged close to each other.   The structure of claim 18, wherein the damping element is connected between the vertically extending members using a relatively short horizontal element or bracket.   20. A structure according to claim 18 or 19, comprising a plurality of damping elements at the same height around the vertically extending member.   21. A structure according to claim 18, 19 or 20, wherein the vertically extending member comprises two cores or a core and an end wall or column.   21. The structure according to claim 18, 19 or 20, wherein the vertical member includes a load support member and a non-load support member, and the non-load support member is provided for the purpose of damping.   The structure according to claim 22, wherein the non-load support member is arranged side by side with the load support member.   A structure according to any preceding claim, comprising a plurality of sets of damping elements, each set being at a different height of the structure.   A structure according to any preceding claim, wherein the damping element comprises a passive damper, a viscoelastic damper, a hysteresis damper or a friction damper, or an actively controlled damping mechanism.   The structure according to any one of the preceding claims, wherein the structure is a building having a height of more than 60 m, preferably more than 80 m.   6. A structure according to any preceding claim, wherein one or more of the damping elements are arranged within the upper 75% of the height of the structure.   A method of imparting damping to a tall structure, wherein the structure has two members extending in a vertical direction and acts in the vertical direction to damp the relative motion between the two members A method comprising a step with an element.   29. The method of claim 28, including the step of incorporating the damping element in constructing the tall structure.   29. The method of claim 28, including incorporating and improving the damping element in an existing structure.   31. A method according to claim 28, 29 or 30, wherein the tall structure is a high-rise building.   32. A method according to any one of claims 28 to 31, wherein a horizontal element is provided between the core and the side post.   29. From the step of providing a horizontal element extending from one of the vertically extending members, wherein the damping element attenuates relative movement between the horizontal element and the other vertical member. 33. The method according to any one of 32.   34. The method of claim 33, wherein the horizontal element is relatively stiff.   35. A method according to claim 33 or 34, wherein the horizontal element is a horizontally extending outrigger provided between the vertically extending members.   36. A method according to claim 33, 34 or 35, wherein the horizontal element is relatively thin in a horizontal width perpendicular to the direction of extension of the element.   37. The method of claim 36, wherein the horizontal element has a substantially higher height when viewed from the side than its width.   The method according to any one of claims 33 to 37, wherein the structure is a high-rise building, and the height of the horizontal element extends beyond the first floor of the building.   39. A method according to any of claims 33 to 38, wherein the horizontal elements form part of a wall that divides a floor area.   40. A method according to any of claims 33 to 39, wherein the horizontal element is provided with an opening forming a doorway or passage for practical purposes.   41. A method according to any of claims 33 to 40, comprising providing a plurality of damping elements arranged at the same height around the vertically extending member.   42. The method of claim 41, wherein the damping element is provided between a core and a plurality of side posts.   43. The method of claim 42, wherein a plurality of horizontal elements are provided to support at least a portion of the plurality of damping elements, and a damping element is coupled to each of the horizontal elements.   44. The method of claim 43, wherein horizontal elements extend from the core in opposite horizontal directions.   44. The method of claim 43, wherein horizontal elements extend around the core at 90 [deg.] Intervals.   The method according to any one of claims 28 to 31, wherein the members extending in the vertical direction are arranged close to each other.   47. The method of claim 46, wherein the damping element is connected between the vertically extending members using a relatively short horizontal element or bracket.   48. A method according to claim 46 or 47, comprising providing a plurality of damping elements at the same height around the vertical member.   49. A method according to claim 46, 47 or 48, wherein the vertically extending member comprises two cores, or a core and an end wall or column.   The method of claim 46, wherein one vertically extending member comprises a load bearing member of the structure, comprising the step of providing a non-load bearing vertically extending member for damping purposes. 49. A method according to any of 47 or 48.   51. The method of claim 50, wherein the non-load support member is disposed side by side with the load support member.   52. A method according to any of claims 28 to 51, comprising providing a plurality of sets of damping elements at various heights of the structure.   53. A method according to any of claims 28 to 52, wherein the damping element comprises a passive damper, a viscous damper, a viscoelastic damper, a hysteresis damper or a friction damper, or an actively controlled damping mechanism.   54. A method according to any of claims 28 to 53, wherein the structure is a building with a height of more than 60m, preferably more than 80m.   55. A method according to any of claims 28 to 54, wherein one or more damping elements are arranged within the upper 75% of the height of the structure.   A system that adds a high level of structural damping to a high-rise building by using a stiff “outrigger” structure that extends horizontally between cores or from core to other vertical elements such as side posts. A system incorporating a coupling mechanism for dissipating energy in the load path of the outrigger.   A building comprising two members that can move in a vertical direction relative to each other when the building rolls, and a damper that is disposed between the two members and can attenuate the relative vertical movement.   58. The building of claim 57, wherein the members are arranged in a substantially vertical direction.   59. A building according to claim 57 or 58, wherein the damper acts in a substantially vertical direction.   When the building swings, the apparatus includes two members that can move relative to each other, and a damper that is arranged to act in a direction parallel to the two members in order to attenuate the relative movement. Building.

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