CN213926718U - Energy dissipation shock attenuation high-rise structure - Google Patents
Energy dissipation shock attenuation high-rise structure Download PDFInfo
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- CN213926718U CN213926718U CN202022037325.0U CN202022037325U CN213926718U CN 213926718 U CN213926718 U CN 213926718U CN 202022037325 U CN202022037325 U CN 202022037325U CN 213926718 U CN213926718 U CN 213926718U
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Abstract
The utility model relates to an energy dissipation and shock absorption high-rise structure, which comprises an inner cylinder, an outer cylinder and at least one energy dissipation system connected between the inner cylinder and the outer cylinder, wherein the energy dissipation system is arranged in a beam and a board space on the same floor or a cross-layer beam and board space, the energy dissipation system comprises a cantilever truss connected on the inner cylinder and a damper structure connected between the cantilever truss and the outer cylinder, the damper structure is one or more of an I-type damper structure, an II-type damper structure, an III-type damper structure and an IV-type damper structure, the damper structure comprises a toggle joint two-connecting rod and a damper, the energy dissipation system strengthens the connection between the inner cylinder and the outer cylinder, the damper is deformed to obtain a multiple displacement amplification effect, a novel energy dissipation and shock absorption high-rise structure system with large deformation damping energy consumption is formed, earthquake energy input by earthquake is dissipated, and the shock response of a high-rise structure is reduced. In addition, the energy dissipation system is arranged in a cross-layer mode, the problem of building fire fighting channels is well solved, and the building use quality is good.
Description
Technical Field
The utility model relates to a building field, concretely relates to energy dissipation shock attenuation high-rise structure.
Background
The frame-core tube structure and the tube-in-tube structure which are commonly adopted in high-rise buildings have good anti-seismic performance and building use space. The side-resisting rigidity of the structure can be obviously improved by arranging the outrigger truss with higher rigidity in the frame-core tube structure and the tube-in-tube structure, the side deformation of the structure under the action of wind load and earthquake is reduced, but the weak layer is easily caused by the overlarge side-resisting rigidity. In order to ensure the safety of a high-rise structure, in the prior art, a viscous damper is arranged in an outrigger truss, energy of earthquake or vibration is absorbed and consumed through damping energy consumption of the viscous damper, so that the dynamic response (such as displacement, speed and acceleration) of the structure is controlled within a reasonable range, and in addition, the rigidity of the viscous damper is very low, so that the problem of a weak layer caused by the overlarge rigidity of an outrigger reinforcing layer can be solved.
The conventional connection mode of the existing viscous damper mainly comprises that the displacement amplification coefficients (f is the displacement of the damper/the horizontal displacement between structural layers) of an inclined strut type and a shearing type are smaller than 1.0, the working efficiency of the damper is low, and a certain energy dissipation and shock absorption effect can be achieved only by arranging viscous dampers with more quantity and larger output force. The displacement amplification coefficients of the viscous damper in an amplification type connecting mode such as a toggle type connecting mode and a vertical type connecting mode are about 2-4 times, wherein the range of a rotatable angle of a conventional toggle type support is limited, the requirement on installation precision is high, so that the displacement amplification degree is relatively limited, the displacement amplification coefficient of the viscous damper in a vertical arrangement mode is in a proportional relation with the ratio of the length of the outrigger to the height between floors, the displacement amplification effect degree is relatively limited, and the arrangement mode needs the outrigger truss to be disconnected from the giant column, so that the overall rigidity of the structure is greatly weakened. In addition, as the structure is in a vibration state for a long time under wind load, a high-power damper is required to ensure the normal operation of the whole energy consumption system; under the action of large shock, the output force of the damper is large, the requirements on stability and durability are high, and the quality of a damper product becomes a crucial factor. Because the output force of the viscous damper determines the cost and the performance of the viscous damper, the novel energy dissipation system with higher energy consumption and working efficiency is adopted, the anti-seismic performance of a high-rise structure is improved, the purpose of multiple defense lines is realized, and the viscous damper has important significance for the actual construction of the high-rise building structure.
SUMMERY OF THE UTILITY MODEL
To the technical problem, the utility model provides an energy dissipation shock attenuation high-rise structure has constructed a novel energy dissipation system, simple structure, and construction convenience has apparent attenuator displacement and enlarges the effect, effectively reduces structural rigidity and internal force sudden change, has improved high-rise building structure's anti-wind and anti-seismic performance, has good building use quality and economic nature.
In order to achieve the purpose, the utility model provides an energy dissipation and shock absorption high-rise structure, which comprises an inner cylinder, an outer cylinder and at least one energy dissipation system connected between the inner cylinder and the outer cylinder; the energy dissipation system comprises a cantilever truss connected to the inner barrel and a damper structure connected between the cantilever truss and the outer barrel; the cantilever truss comprises a stable plane space member structure formed by connecting at least one chord member and at least one web member at the end part of the member; the damper structure is one or more of an I-type damper structure, an II-type damper structure, a III-type damper structure and an IV-type damper structure.
The damper structure comprises a toggle joint two-connecting rod and a damper, the toggle joint two-connecting rod comprises a first supporting rod and a second supporting rod, one end of the first supporting rod is hinged with one end of the second supporting rod, and the first supporting rod and the second supporting rod are not collinear;
one end of the damper is hinged to a hinged point inside the toggle two-connecting rod, the other end of the damper of the I-shaped damper structure is hinged to the outer cylinder, the other end of the damper of the II-shaped damper structure is hinged to the tail end of the cantilever truss on the same layer and is not in the same point with the hinged point of the first supporting rod, the other end of the damper of the III-shaped damper structure is hinged to the upper beam on the same layer, and the other end of the damper of the IV-shaped damper structure is hinged to the lower beam on the same layer.
The other end point of the damper is not in common with the two end points of the toggle joint two connecting rod.
Further, the energy dissipation system is arranged in the space between the beams and the plates on the same layer.
Further, the energy dissipation system is arranged in a beam and plate space of a cross-layer.
Furthermore, the upper chord of the cantilever truss is lower than the upper floor or the upper beam on the same floor, the lower chord is lower than the lower floor on the same floor, the lower beam and the chord are not in the same vertical plane, and the intersection position of the lower floor on the same floor and the cantilever truss is provided with a hole without contact.
Further, the energy dissipation systems are arranged at intervals of at least one floor in the height direction of the building.
Further, the inner cylinder is a concrete inner cylinder and a steel support inner cylinder, and the outer cylinder is a frame, a concrete outer cylinder and a steel support outer cylinder.
Furthermore, the included angle between the first support rod and the second support rod of the toggle joint two connecting rods is [10 degrees, 45 degrees ].
Further, the other end of the damper is hinged to the first support rod or the second support rod of the toggle joint two-link.
Compared with the prior art, the beneficial effects of the utility model are that:
the utility model discloses energy dissipation system can turn into the cantilever truss end rotation deformation of the big stroke effect of first playback with the deformation of structure to the drive articulates in the two connecting rods of the toggle of the terminal second of cantilever truss enlargies the stroke effect, forms the link mechanism of the two-fold enlarged formation effect, and the attenuator displacement amplification factor can reach more than 5.0, is showing the deformation of having enlargied the viscidity attenuator, and its displacement amplification factor can adjust and select according to actual demand, and the controllability is very effective. When the other end of the second support rod in the toggle joint two connecting rods is hinged on the shear wall or the support frame, the third-stage displacement amplification of the viscous damper can be realized, and the amplification efficiency, effectiveness and universality of the viscous energy dissipation mechanism are further improved. In addition the utility model discloses a two connecting rod acute angle contained angle variation amplitude of wrist is about 3 times of the acute angle contained angle variation amplitude of two connecting rods of traditional wrist, and warp the initial acute angle contained angle that enlargies and obviously reduce, explains that this energy dissipation system warp response fast, enlarge efficient, building function adaptability, arrange variety and installation feasibility and obtained obvious improvement.
For traditional cantilever-core section of thick bamboo structure, the utility model discloses an energy dissipation system adopts the viscous damper, effectively reduces structural rigidity and internal force sudden change, and has set up this energy dissipation system's high-rise building structure, owing to the combination has used I type attenuator structure, II type attenuator structure, III type attenuator structure and IV type attenuator structure one kind or several kinds, and the shock attenuation effect is showing, realizes that the structure carries out the feasible of self-adaptation adjustment according to different performance targets and building function requirements. In addition, the cantilever truss adopts the mode of arranging across the layer to be nimble changeable, when guaranteeing enough fire control passageway, little to the building service function influence of floor.
Drawings
Fig. 1 is a schematic plan view of an energy-dissipating and shock-absorbing high-rise structure provided by the present invention;
fig. 2 is a schematic view of a vertical structure of an energy-dissipating and shock-absorbing high-rise structure provided by the present invention;
FIG. 3 is a schematic view of a vertical structure arranged between layers of an energy dissipation system with an I-shaped damper structure;
FIG. 4 is a schematic view of a cross-sectional structure of the energy dissipation system disposed between layers 1;
FIG. 5 is a schematic view of a vertical structure arranged between layers of an energy dissipation system with a II-type damper structure;
figure 6 is a schematic view of an elevated construction with a type III damper structure energy dissipating system;
FIG. 7 is a schematic view of a cross-sectional structure of the energy dissipation system disposed between layers 2;
figure 8 is a schematic view of an elevated construction with an energy dissipating system of the type IV damper structure;
FIG. 9 is a schematic view of the vertical structure of the energy dissipation system arranged across layers;
figure 10 is a schematic view of a top plan configuration of the energy dissipation system arranged across layers;
FIG. 11 is a schematic cross-sectional view of the energy dissipating system arranged across layers;
figure 12 is a schematic diagram showing the deformation decomposition of the energy-dissipating system with the type I damper structure;
wherein, 1, an inner cylinder; 2. an outer cylinder; 3. an energy dissipation system; 41. a chord member; 42. a web member; 411 upper chords; 412. a lower chord; 51. is of an I-shaped damper structure; 52. a type II damper structure; 53. a type III damper structure; 54. a type IV damper structure; 55. a toggle two link; 551. a first support bar; 552. a second support bar; 56. a damper; 61. an upper beam; 62. a lower beam; 63. an upper floor slab; 64. a lower floor slab; 65. and (6) making holes.
Detailed Description
The following detailed description of the embodiments of the present invention is provided with reference to the accompanying drawings and examples. The following examples are intended to illustrate the invention, but are not intended to limit the scope of the invention.
As shown in the figure, the energy dissipation and shock absorption high-rise structure of the utility model comprises an inner cylinder 1, an outer cylinder 2 and at least one energy dissipation system 3 connected between the inner cylinder 1 and the outer cylinder 2; the energy dissipation system 3 comprises a cantilever truss connected to the inner barrel 1 and a damper structure connected between the cantilever truss and the outer barrel 2; the cantilever truss comprises a stable plane space member structure formed by connecting at least one chord member 41 and at least one web member 42 at the end part of the member; the damper structure is one or more of an I-type damper structure 51, an II-type damper structure 52, a III-type damper structure 53 and an IV-type damper structure 54.
The damper structure comprises a toggle joint two connecting rod 55 and a damper 56, wherein the toggle joint two connecting rod 55 comprises a first supporting rod 551 and a second supporting rod 552, one end of the first supporting rod 551 and one end of the second supporting rod 552 are hinged, and the first supporting rod 551 and the second supporting rod 552 are not collinear. As shown in FIG. 12, to illustrate the principle of the deformation decomposition of the displacement amplification of the damper according to the embodiment of the present invention, the open and close movement of the toggle link 55 formed by the first support bar 551 and the second support bar 552 hinged to each other at a certain angle has the function of amplifying the stroke (e.g. θ:)1＝34°，θ2The displacement amplification factor of the toggle two-link 55 is set at 37.7 °, which is f10＝sinθ1/cos(θ1+θ2)+sinθ2A planar spatial cantilever truss, fixedly connected to the inner cylinder 1, can convert the deformation of the inner cylinder 1 into a rotational deformation of the truss end, which has a stroke enlarging effect (e.g. L)1When 2H, the displacement amplification factor is set to f22.0) and drives the toggle two-link 55 hinged at the tail end of the cantilever truss to generate a double amplification stroke effect, and through theoretical derivation and equivalent calculation, the displacement amplification coefficient f of the toggle two-link 55 driven by the cantilever truss 4 is approximately equal to the product of the displacement amplification coefficients of two series combination units (the cantilever truss and the toggle two-link 55), namely f is approximately equal to f10*f22.5 × 2.0 ═ 5.0, the deformation of the viscous damper 56 is obviously amplified, and the displacement amplification factor can be adjusted and selected according to actual requirements, so that the controllability is very effective.
One end of the damper 56 is hinged to a hinged point inside the toggle two-link 55, as shown in fig. 3 and 5, the other end of the damper 56 of the I-shaped damper structure 51 is hinged to the outer cylinder 2; as shown in fig. 4 and 5, the other end of the damper 56 of the type II damper structure 52 is hinged to the end of the cantilever truss on the same floor, and is not in the same point with the hinge point of the first support rod 551; as shown in fig. 6 and 8, the other end of the damper 56 of the type III damper structure 52 is hinged to the upper beam 61 on the same layer; as shown in fig. 7 and 8, the damper 56 of the IV-type damper structure 54 is hinged at the other end thereof to a lower beam 62 on the same floor. As shown in fig. 1 and 2, the high-rise building structure provided with the energy dissipation system 3 has a significant damping effect due to the combined application of one or more of an I-type damper structure 51, an II-type damper structure 52, a III-type damper structure 53 and an IV-type damper structure 54, and realizes the feasibility of adaptive adjustment of the structure according to different performance targets and building function requirements. The number of viscous dampers required for building structures bearing the same vibration effect is greatly reduced, thereby reducing the construction cost.
The other end of the damper 56 is not in common with the end of the toggle link 55.
Further, the energy dissipation system 3 is disposed in the beam space and the slab space of the same layer.
Further, the energy dissipation system 3 is arranged in a beam and plate space across the layer.
Further, the upper chord 411 of the cantilever truss is lower than the upper floor 63 or the upper beam 61 on the same floor, the lower chord 412 is lower than the lower floor 64 on the same floor, the lower beam 62 and the chord 412 are not in the same vertical plane, and the lower floor 64 on the same floor is provided with the hole 65 at the intersection position with the cantilever truss and is not in contact with the hole. As shown in fig. 9 to 11, when the building floor is high, the energy dissipation system can be arranged between floors, when the building floor is low, the energy dissipation system can be arranged across floors, holes are formed at the intersection positions of the floor plates and the cantilever trusses, free deformation of the cantilever trusses is not affected, the cantilever trusses arranged across floors are also higher in rigidity, and accordingly the damper is deformed to be fully exerted. In addition, the mode of cross-layer arrangement makes the cantilever truss member arrangement flexible and variable, and when enough fire fighting access is guaranteed, the influence on the building service function of the floor is small.
Further, the energy dissipation systems 3 are arranged at intervals of at least one floor in the height direction of the building.
Further, the inner cylinder 1 is a concrete inner cylinder and a steel support inner cylinder, and the outer cylinder 2 is a frame, a concrete outer cylinder and a steel support outer cylinder. The bending deformation of the concrete cylinder and the steel support cylinder in the high-rise structure is positively correlated with the structure height, the frame has small bending deformation and large shearing deformation, so that when the cantilever truss is fixedly connected with the concrete inner cylinder and the steel support inner cylinder 1 with stronger rigidity, the structural deformation can be favorably and smoothly converted into the rotary deformation at the tail end of the cantilever truss, one end of the second support rod 552 can be hinged on the frame column or the concrete outer cylinder and the steel support outer cylinder 2, and if one end of the second support rod 552 is hinged on the concrete outer cylinder and the steel support outer cylinder 2 with the same rotating action, the multiplication of the displacement amplification coefficients of the viscous energy dissipation mechanism 3 is favorably realized, so that the third displacement amplification of the viscous damper 56 is realized, and the amplification efficiency, effectiveness and universality of the viscous energy dissipation mechanism 3 are further improved.
Further, the first support bar 551 of the toggle link 55 and the second support bar 552 form an acute angle of [10 °, 45 ° ]. The utility model discloses a stroke effect is enlargied to the second grade of two connecting rods 55 of toggle to the cantilever truss, and the initial acute angle contained angle that two connecting rods 55 of toggle displacement amplification factor f >1.0 corresponds is 65, considers the reliable validity of displacement amplification effect, and two connecting rods 55 acute angle contained angles of toggle get to [10, 45 ], the utility model discloses a two connecting rods 55 acute angle contained angle range of change is about 3 times of the acute angle contained angle range of two connecting rods of traditional toggle, and the initial acute angle contained angle that the deformation was enlargied obviously reduces, and it is fast, the amplification efficiency height to explain 3 deformation responses of this energy dissipation system, building function adaptability, arrange variety and installation feasibility and obtained obvious improvement.
Further, the other end of the damper 56 is hinged to the first support bar 551 or the second support bar 552 of the toggle two-link 55.
The foregoing is only a preferred embodiment of the present invention, and it should be noted that, for those skilled in the art, a plurality of modifications and replacements can be made without departing from the technical principle of the present invention, and these modifications and replacements should also be regarded as the protection scope of the present invention.
Claims (9)
1. An energy-dissipating and shock-absorbing high-rise structure, comprising:
the energy dissipation device comprises an inner cylinder, an outer cylinder and at least one energy dissipation system connected between the inner cylinder and the outer cylinder; the energy dissipation system is arranged in the beam space and the plate space on the same layer;
the energy dissipation system comprises a cantilever truss connected to the inner barrel and a damper structure connected between the cantilever truss and the outer barrel; the cantilever truss comprises at least one chord member and at least one web member, and the chord member is connected with the end part of the web member;
the damper structure is one or more of an I-type damper structure, an II-type damper structure, a III-type damper structure and an IV-type damper structure.
2. An energy-dissipating and shock-absorbing high-rise structure according to claim 1, comprising toggle two-link rods and dampers,
the toggle joint two-connecting rod comprises a first supporting rod and a second supporting rod, one end of the first supporting rod is hinged with one end of the second supporting rod, and the first supporting rod and the second supporting rod are not collinear;
one end of the damper is hinged to a hinged point inside the toggle joint two connecting rod, the other end of the damper of the I-shaped damper structure is hinged to the outer cylinder, the other end of the damper of the II-shaped damper structure is hinged to the tail end of the cantilever truss on the same layer and is not in the same point with the hinged point of the first supporting rod, the other end of the damper of the III-shaped damper structure is hinged to the upper beam, and the other end of the damper of the IV-shaped damper structure is hinged to the lower beam;
the end point of the other end of the damper is not in common with the end points of the two ends of the toggle joint two-connecting rod.
3. An energy-dissipating and shock-absorbing high-rise structure, comprising:
the energy dissipation device comprises an inner cylinder, an outer cylinder and at least one energy dissipation system connected between the inner cylinder and the outer cylinder; the energy dissipation system is arranged in a beam space and a plate space of the cross-layer;
the energy dissipation system comprises a cantilever truss connected to the inner barrel and a damper structure connected between the cantilever truss and the outer barrel; the cantilever truss comprises at least one chord member and at least one web member, and is a stable plane space member structure formed by connecting the end parts of the members;
the damper structure is one or more of an I-type damper structure, an II-type damper structure, a III-type damper structure and an IV-type damper structure.
4. An energy-dissipating and shock-absorbing high-rise structure according to claim 3, comprising toggle two-link rods and dampers,
the toggle joint two-connecting rod comprises a first supporting rod and a second supporting rod, one end of the first supporting rod is hinged with one end of the second supporting rod, and the first supporting rod and the second supporting rod are not collinear;
one end of the damper is hinged to a hinged point inside the toggle two-connecting rod, the other end of the damper of the I-type damper structure is hinged to the outer cylinder, the other end of the damper of the II-type damper structure is hinged to the tail end of the cantilever truss on the same layer and is not in the same point with the hinged point of the first supporting rod, the other end of the damper of the III-type damper structure is hinged to the upper beam on the same layer, and the other end of the damper of the IV-type damper structure is hinged to the lower beam on the same layer;
the end point of the other end of the damper is not in common with the end points of the two ends of the toggle joint two-connecting rod.
5. An energy-dissipating and shock-absorbing high-rise structure according to claim 4, wherein the upper chord of the cantilever truss is lower than the upper floor or the upper beam on the same floor, the lower chord is lower than the lower floor on the same floor, the lower beam and the lower chord are not in the same vertical plane, and the lower floor on the same floor is provided with a hole at the intersection position with the cantilever truss.
6. An energy-dissipating and shock-absorbing high-rise structure according to claim 1 or 3, wherein the energy-dissipating systems are arranged at least one floor apart in the height direction of the building.
7. An energy-dissipating and shock-absorbing high-rise structure according to claim 3, wherein the inner cylinder is a concrete inner cylinder and a steel support inner cylinder, and the outer cylinder is a frame, a concrete outer cylinder and a steel support outer cylinder.
8. An energy-dissipating and shock-absorbing superstructure according to claim 4, wherein the acute angle between the first and second support bars of the toggle two-bar linkage is [10 °, 45 ° ].
9. An energy-dissipating and shock-absorbing superstructure according to claim 4, wherein the other end of said damper is hinged to the first support bar or the second support bar of said toggle two-bar linkage.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202022037325.0U CN213926718U (en) | 2020-09-16 | 2020-09-16 | Energy dissipation shock attenuation high-rise structure |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202022037325.0U CN213926718U (en) | 2020-09-16 | 2020-09-16 | Energy dissipation shock attenuation high-rise structure |
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