CN206245831U - A kind of superelevation steel megastructure vibration damping integrated system - Google Patents
A kind of superelevation steel megastructure vibration damping integrated system Download PDFInfo
- Publication number
- CN206245831U CN206245831U CN201621257513.1U CN201621257513U CN206245831U CN 206245831 U CN206245831 U CN 206245831U CN 201621257513 U CN201621257513 U CN 201621257513U CN 206245831 U CN206245831 U CN 206245831U
- Authority
- CN
- China
- Prior art keywords
- steel
- gravity
- post
- vibration damping
- megastructure
- 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.)
- Active
Links
Landscapes
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Abstract
The utility model is related to a kind of superelevation steel megastructure vibration damping integrated system, it is applied in super high rise building, unit is equipped including superelevation steel megastructure unit and the vibration damping being arranged on superelevation steel megastructure unit, superelevation steel megastructure unit is made up of main structure subdivision and the secondary structure subdivision being arranged on main structure unit, main structure subdivision includes giant-scale steel frame and the steel Core Walls Structure being arranged in giant-scale steel frame, giant-scale steel frame is made up of multiple huge posts and the annulus truss being arranged on huge post, vibration damping equipment unit includes viscous damping mechanism or/and tuning damper mechanism.Compared with prior art, the utility model has the advantages of structure economics and wind-induced vibrating comfort are good, and structure efficiency is high, and structures under wind and anti-seismic performance are strong, and structural steel consumption is low, flexibly, speed of application is fast for building arrangements, damping efficiency is high.
Description
Technical field
The utility model belongs to technical field of structural engineering, and in particular to a kind of superelevation being applied in super high rise building
Steel megastructure vibration damping integrated system.
Background technology
At present, known super high rise structure system is Frame-Shear wall, and material is armored concrete or steel and reinforcing bar
The mixing of concrete and combined member, from great, situ wet operation is more, and speed of application is slow；Known structure resists lateral load
Mode be to improve the rigidity of structure by improving structural material consumption, without consider vibration damping equipment effect, cause structural wood
The waste of material and social resources；The vertical member of known structure transmission vertical load is continuous up and down, without considering that sectional is passed
Load is passed, causes the column section of all outer frameworks larger, influence the flexibility of building arrangements and the open property in the space visual field.It is public
The structural vibration reduction change system known, is made up of, it is impossible to have with the water tank of building and sightseeing space the vibration damping equipment of single principle
Effect is combined, and arrangement quantity is more, and position is dumb.The vibration damping target of vibration damping change system sets single, i.e., can not same time control
Wind-induced vibrating comfort processed, reduction geological process reduce wind load.
The content of the invention
The purpose of this utility model is exactly to provide a kind of with structure for the defect for overcoming above-mentioned prior art to exist
Economy and wind-induced vibrating comfort are good, and structure efficiency is high, and structures under wind and anti-seismic performance are strong, and structural steel consumption is low, building arrangements spirit
Living, speed of application is fast, superelevation steel megastructure vibration damping integrated system the advantages of damping efficiency is high.
The purpose of this utility model can be achieved through the following technical solutions：
A kind of superelevation steel megastructure vibration damping integrated system, is applied in super high rise building, including superelevation Huge Steel Open knot
Structure unit and the vibration damping equipment unit being arranged on superelevation steel megastructure unit, described superelevation steel megastructure unit is by leading
Structure subdivision and the secondary structure subdivision composition being arranged on main structure unit, described main structure subdivision includes huge
Steel frame and the steel Core Walls Structure being arranged in giant-scale steel frame, described giant-scale steel frame is by multiple huge posts and is arranged on huge post
Annulus truss composition, described vibration damping equipment unit includes viscous damping mechanism or/and tuning damper mechanism.
Used as preferred technical scheme, described annulus truss is arranged on the mechanical floor or refuge story of super high rise building,
1~2 layer of floor height is occupied, is a section between two neighboring annulus truss, described giant-scale steel frame is used to resist lateral
Load, while each annulus truss undertakes its one gravity laod of section in top, and passes to huge post by the gravity laod.
Used as preferred technical scheme, described huge post is provided with 4~12, undertaken while lateral load weight for undertaking
Power load.
Used as preferred technical scheme, described secondary structure subdivision includes that superstructure, gravity beam, gravity post and deformation are released
Device is put, described gravity beam and gravity post sectional are set, separate between each section, the gravity beam and weight of each section
Power post only undertakes the gravity laod in this section, and deformation release device is arranged on top, bottom or the middle part of gravity post.
Used as preferred technical scheme, described deformation release device is a Flexible Node, and the section gravity post is by top
Gravity post and bottom gravity post connect to be formed by the Flexible Node, and described Flexible Node includes being separately positioned on top gravity
Post lower end and the screw and connecting plate of bottom gravity post upper end, described connecting plate are provided with screw and slotted hole；
When deformation release device is arranged on the top of gravity post, the spiral shell of screw and top gravity post lower end on connecting plate
Hole is bolted, and the slotted hole on connecting plate is bolted with the screw of bottom gravity post upper end；
When deformation release device is arranged on the bottom of gravity post, the spiral shell of screw and bottom gravity post upper end on connecting plate
Hole connects, and the slotted hole on connecting plate is bolted with the screw of top gravity post lower end；
When deformation release device is arranged on the middle part of gravity post, the spiral shell of screw and top gravity post lower end on connecting plate
Hole is bolted, and the slotted hole on connecting plate is bolted with the screw of bottom gravity post upper end；
Described slotted hole is vertically arranged, and bolt initial makeup location is located at the centre of slotted hole, and top gravity post is with
Be provided with interval between portion's gravity post, should at intervals of slotted hole hole it is long 1/2.
Used as preferred technical scheme, described steel Core Walls Structure is made up of steel-frame beam and Steel Frame Column, and as needed
Bracing members are set in the position without door opening, described steel Core Walls Structure is used to undertake lateral load, while undertaking steel Core Walls Structure model
Enclose interior gravity laod.
As preferred technical scheme, semi-girder truss, institute are also associated between described giant-scale steel frame and steel Core Walls Structure
The semi-girder truss stated floor according to where Structure Calculation needs to be arranged on annulus truss, described semi-girder truss is used to coordinate steel core
Deformation between heart cylinder and giant-scale steel frame, is mainly used in resisting lateral load.
Used as preferred technical scheme, described viscous damping mechanism includes being arranged on steel Core Walls Structure or semi-girder truss
Viscous damping shock absorber, described viscous damping shock absorber is used to improve structure comfort property rigidity under wind action
Can, rigidity of structure performance, tribute of the main structure subdivision according to viscous damping shock absorber additional damping ratio are improved under geological process
Offering carries out Integrated design.
Used as preferred technical scheme, described viscous damping mechanism is toggle joint type deformation amplifying device, and the toggle joint type becomes
As disclosed in Zl201520886649.8, described viscous damping shock absorber deforms amplifying device to shape amplifying device as toggle joint type
Damper use.
Used as preferred technical scheme, described tuning damper mechanism is by tuned mass damper, Tuned Liquid
Or one or more in tuning slosh damping device are constituted, described tuned mass damper is placed on works top, also serves as
Sightseeing function, Tuned Liquid and tuning slosh damping device are by the water tank dual-purpose transformed, described tuning damper mechanism
For improving structure comfort property under wind action.
Compared with prior art, the utility model has the advantages that：
(1) structure economics and wind-induced vibrating comfort performance are improved.
(2) structures under wind and anti-seismic performance are improved, reduces scantling, structural steel amount is low.
(3) due to using two grades of mega-structure systems, huge post quantity is few, and gravity column section is small, structural construction flexible arrangement,
Structural elements influences small to building function.
(4) have that dead load is light, speed of application fast, construction industries degree is high and situ wet is made using steel structure system
The advantages of industry is few.The structural system reduces about 20% compared to general concrete structure or mixed structure deadweight, compared to coagulation
The engineering time of every layer of soil structure or mixed structure saves 1~2 day, is imitated for the super high rise structure that total number of plies is generally higher than 50 layers
It is beneficial obvious.
(5) because vibration damping equipment unit can combine deformation amplifying device application, and subtracting using different vibration attenuation mechanisms
Shake the mode of equipment mixing application, with damping efficiency it is high, arrangement quantity is few, influence small and good economy performance spy to building function
Point.
Brief description of the drawings
Fig. 1 is the axonometric schematic diagram of the utility model giant-scale steel frame；
Fig. 2 is floor map of the present utility model；
Fig. 3 is the elevational schematic view of the steel Core Walls Structure of the utility model embodiment 1；
Fig. 4 is the schematic diagram that deck type deformation release device of the present utility model sets form；
Fig. 5 is the schematic diagram that suspension type deformation release device of the present utility model sets form；
Fig. 6 is the schematic diagram that stage casing deformation release type deformation release device of the present utility model sets form；
Fig. 7 is the scheme of installation that the utility model toggle joint type deforms amplifying device.
In figure, 1 is huge post, and 2 is annulus truss, and 3 is semi-girder truss, and 4 is steel Core Walls Structure, and 41 is steel-frame beam, and 42 is steel
Frame column, 5 is bracing members, and 6 is superstructure, and 7 is gravity post, and 71 is top gravity post, and 72 is bottom gravity post, and 8 is gravity beam, 9
It is deformation release device, 10 is viscous damping mechanism, and 11 is connecting plate, and 12 is slotted hole.
Specific embodiment
The utility model is described in detail with specific embodiment below in conjunction with the accompanying drawings.
Embodiment 1
A kind of superelevation steel megastructure vibration damping integrated system, as shown in Figures 1 to 3, is applied in super high rise building, including
Superelevation steel megastructure unit and the vibration damping equipment unit being arranged on superelevation steel megastructure unit, superelevation steel megastructure list
Unit is made up of main structure subdivision and the secondary structure subdivision being arranged on main structure unit, and main structure subdivision includes huge
Steel frame and the steel Core Walls Structure 4 (in the range of Fig. 2 dotted line frames) being arranged in giant-scale steel frame, giant-scale steel frame is by multiple huge posts 1
And the annulus truss 2 being arranged on huge post 1 is constituted, vibration damping equipment unit includes viscous damping mechanism 10 or/and tuning vibration damping machine
Structure.
The annulus truss 2 of giant-scale steel frame is arranged on the mechanical floor or refuge story of super high rise building, occupies 1~2 layer
Floor height, is a section between two neighboring annulus truss 2, and giant-scale steel frame is used to resist lateral load, while each annulus
Truss 2 undertakes its one gravity laod of section in top, and the gravity laod is passed into huge post 1.Huge post 1 is provided with 4~12,
Set with reference to the characteristics of building function requirement and building arrangements, undertaken in the range of outer framework while lateral load for being undertaken
Gravity laod.Secondary structure subdivision includes superstructure 6, gravity beam 7, gravity post 8 and deformation release device 9, gravity beam 7 and gravity
The sectional of post 8 is set, and separate between each section, the gravity beam 7 and gravity post 8 of each section only undertake the weight in this section
Power load, deformation release device 9 is arranged on top, bottom or the middle part of the post of gravity 8.
Deformation release device 9 is a Flexible Node, and the section gravity post is led to by top gravity post 71 and bottom gravity post 72
Cross the Flexible Node to connect to be formed, Flexible Node includes being separately positioned on the lower end of top gravity post 71 and the upper end of bottom gravity post 72
Screw and connecting plate 11, described connecting plate is provided with screw and slotted hole 12；
When deforming release device 9 and being arranged on the top of gravity post 7, the length of top gravity post 71 is much smaller than bottom gravity
The length of post 72, screw on connecting plate 11 is bolted with the screw of the lower end of top gravity post 71, on connecting plate 11
Slotted hole 12 is bolted with the screw of the upper end of bottom gravity post 72, during the release deformation of top, because gravity laod is under
Portion gravity post 72 is pressurized and undertakes, and the Flexible Node is referred to as deck type node, as shown in Figure 4；
When deforming release device and being arranged on the bottom of gravity post, the length of top gravity post 71 is much larger than bottom gravity post
72 length, screw on connecting plate 11 is connected with the screw of the upper end of bottom gravity post 72, the slotted hole 12 on connecting plate 11 with
The screw of the lower end of top gravity post 71 is bolted, this with deck type node conversely, referred to as suspension type node, such as Fig. 5 institutes
Show；
When deforming release device and being arranged on the middle part of gravity post, the length of top gravity post 71 and bottom gravity post 72
Equal length is approximate, and the screw on connecting plate 11 is bolted with the screw of the lower end of top gravity post 71, connecting plate 11
On slotted hole be bolted with the screw of the upper end of bottom gravity post 72, the release deformation of section gravity post middle part, referred to as in
Section deformation release type node, as shown in Figure 6；
Described slotted hole 12 is vertically arranged, and bolt initial makeup location is located at the centre of slotted hole, top gravity post 71
Be provided with interval and bottom gravity post 72 between, should at intervals of the hole of slotted hole 12 it is long 1/2.
Steel Core Walls Structure 4 is made up of steel-frame beam 41 and Steel Frame Column 42, as shown in figure 3, steel-frame beam 41 is arranged on steel framework
On trestle 42, and the multiple cylindrical spaces of formation are combined with Steel Frame Column 42.Steel branch is set in the position without door opening as needed
Support 5, bracing members 5 can use central supported or accentric support.Steel Core Walls Structure 4 is used to undertake lateral load, while undertaking steel core
Gravity laod in the range of heart cylinder 4.Semi-girder truss 3, semi-girder truss 3 are also associated between giant-scale steel frame and steel Core Walls Structure 4
Need to be arranged on the place floor of annulus truss 2 according to Structure Calculation, semi-girder truss 3 is used to coordinate steel Core Walls Structure 4 and giant-scale steel frame
Between deformation, be mainly used in resist lateral load.
Viscous damping mechanism 10 is made up of the viscous damping shock absorber on steel Core Walls Structure 4 or semi-girder truss 3, viscous
Damping shock absorber is used to improve structure comfort property rigidity property under wind action, and the rigidity of structure is improved under geological process
Performance, main structure subdivision carries out Integrated design according to the contribution of viscous damping shock absorber additional damping ratio.The present embodiment enters one
Step using toggle joint type deform amplifying device as viscous damping mechanism 10, the toggle joint type deform amplifying device by
Disclosed in Zl201520886649.8, used viscous damping shock absorber as the damper of toggle joint type deformation amplifying device, can
Amplify with by the deformation of damper, be larger than stratified deformation, improve energy efficiency, as shown in Figure 7.Tuning damper mechanism is by adjusting
One or more compositions, tuned mass damper in humorous mass damper, Tuned Liquid or tuning slosh damping device
Works top is placed on, sightseeing function is also served as, Tuned Liquid and tuning slosh damping device are simultaneous by the water tank transformed
With tuning damper mechanism is used to improve structure comfort property under wind action.Vibration damping equipment unit uses various combination, such as
When structure comfort level overrun issues are protruded, the quality of tuning damper mechanism can be increased, with control structure comfort level.As structure does not have
There is comfort level problem, then can be only with the lift structure rigidity of viscous damping mechanism 10 and strength character, without being subtracted using tuning
Shake mechanism.
Claims (10)
1. a kind of superelevation steel megastructure vibration damping integrated system, is applied in super high rise building, it is characterised in that including superelevation
Steel megastructure unit and the vibration damping equipment unit being arranged on superelevation steel megastructure unit, described superelevation steel megastructure
Unit is made up of main structure subdivision and the secondary structure subdivision being arranged on main structure unit, described main structure subdivision
Including giant-scale steel frame and the steel Core Walls Structure being arranged in giant-scale steel frame, described giant-scale steel frame is by multiple huge posts and setting
Annulus truss composition on huge post, described vibration damping equipment unit includes viscous damping mechanism or/and tuning damper mechanism.
2. a kind of superelevation steel megastructure vibration damping integrated system according to claim 1, it is characterised in that described annulus
Truss is arranged on the mechanical floor or refuge story of super high rise building, 1~2 layer of floor height is occupied, between two neighboring annulus truss
It is a section, described giant-scale steel frame is used to resist lateral load, while each annulus truss undertakes its one area in top
The gravity laod of section, and the gravity laod is passed into huge post.
3. a kind of superelevation steel megastructure vibration damping integrated system according to claim 1 and 2, it is characterised in that described
Huge post is provided with 4~12.
4. a kind of superelevation steel megastructure vibration damping integrated system according to claim 2, it is characterised in that described secondary
Structure subdivision includes superstructure, gravity beam, gravity post and deformation release device, and described gravity beam and gravity post sectional sets
Put, it is separate between each section.
5. a kind of superelevation steel megastructure vibration damping integrated system according to claim 4, it is characterised in that
Described deformation release device is a Flexible Node, and the section gravity post is by top gravity post and bottom gravity post by being somebody's turn to do
Flexible Node connects to be formed, and described Flexible Node includes being separately positioned on top gravity post lower end and bottom gravity post upper end
Screw and connecting plate, described connecting plate are provided with screw and slotted hole；
When deformation release device is arranged on the top of gravity post, the screw on connecting plate leads to the screw of top gravity post lower end
Bolt connection is crossed, the slotted hole on connecting plate is bolted with the screw of bottom gravity post upper end；
When deformation release device is arranged on the bottom of gravity post, the screw on connecting plate connects with the screw of bottom gravity post upper end
Connect, the slotted hole on connecting plate is bolted with the screw of top gravity post lower end；
When deformation release device is arranged on the middle part of gravity post, the screw on connecting plate leads to the screw of top gravity post lower end
Bolt connection is crossed, the slotted hole on connecting plate is bolted with the screw of bottom gravity post upper end；
Described slotted hole is vertically arranged, and bolt initial makeup location is located at the centre of slotted hole, top gravity post and bottom weight
Interval is provided between power post, should at intervals of slotted hole hole it is long 1/2.
6. a kind of superelevation steel megastructure vibration damping integrated system according to claim 1, it is characterised in that described steel core
Heart cylinder is made up of steel-frame beam and Steel Frame Column, and as needed in the position setting bracing members without door opening.
7. a kind of superelevation steel megastructure vibration damping integrated system according to claim 1, it is characterised in that described is huge
Semi-girder truss is also associated between steel frame and steel Core Walls Structure, described semi-girder truss needs to be arranged on annulus according to Structure Calculation
Floor where truss.
8. a kind of superelevation steel megastructure vibration damping integrated system according to claim 7, it is characterised in that described is viscous
Damping mechanism includes the viscous damping shock absorber on steel Core Walls Structure or semi-girder truss.
9. a kind of superelevation steel megastructure vibration damping integrated system according to claim 8, it is characterised in that described is viscous
Damping mechanism is that toggle joint type deforms amplifying device, and described viscous damping shock absorber deforms the damping of amplifying device as toggle joint type
Device is used.
10. a kind of superelevation steel megastructure vibration damping integrated system according to claim 1, it is characterised in that described tune
Humorous damper mechanism is made up of one or more in tuned mass damper, Tuned Liquid or tuning slosh damping device.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621257513.1U CN206245831U (en) | 2016-11-23 | 2016-11-23 | A kind of superelevation steel megastructure vibration damping integrated system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621257513.1U CN206245831U (en) | 2016-11-23 | 2016-11-23 | A kind of superelevation steel megastructure vibration damping integrated system |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN206245831U true CN206245831U (en) | 2017-06-13 |
Family
ID=59001707
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201621257513.1U Active CN206245831U (en) | 2016-11-23 | 2016-11-23 | A kind of superelevation steel megastructure vibration damping integrated system |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN206245831U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106760839A (en) * | 2016-11-23 | 2017-05-31 | 同济大学建筑设计研究院(集团)有限公司 | A kind of superelevation steel megastructure vibration damping integrated system |
| CN113482149A (en) * | 2021-07-16 | 2021-10-08 | 中国能源建设集团安徽电力建设第一工程有限公司 | Wind-resistant vibration damper for net rack support joint and assembling method |
-
2016
- 2016-11-23 CN CN201621257513.1U patent/CN206245831U/en active Active
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106760839A (en) * | 2016-11-23 | 2017-05-31 | 同济大学建筑设计研究院(集团)有限公司 | A kind of superelevation steel megastructure vibration damping integrated system |
| CN113482149A (en) * | 2021-07-16 | 2021-10-08 | 中国能源建设集团安徽电力建设第一工程有限公司 | Wind-resistant vibration damper for net rack support joint and assembling method |
| CN113482149B (en) * | 2021-07-16 | 2022-05-13 | 中国能源建设集团安徽电力建设第一工程有限公司 | Wind-resistant vibration damper for net rack support joint and assembling method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN1995571B (en) | Built-in steel truss concrete combined huge size beam column frame and its manufacture method | |
| CN105756217A (en) | Steel and wood hybrid earthquake resistant wall with post-earthquake self reset function | |
| CN109868897A (en) | Assembly type RC frame structure with buckling-restrained braces laid based on interlayer rigidity | |
| CN206844302U (en) | A kind of Light-weight Steel Structures | |
| CN109898415A (en) | Cylinder bridge tower in the cylinder of spatial mixing rope net suspension bridge with parabola arch tower cap | |
| CN208251764U (en) | Modular assembly formula mixing control house structural system | |
| CN106836495A (en) | A kind of super high steel structure mega-frame building structure | |
| CN206245831U (en) | A kind of superelevation steel megastructure vibration damping integrated system | |
| CN207073227U (en) | A kind of steel and concrete structure combination beam for large span | |
| CN106245820A (en) | It is a kind of that segmentation prestressing force Self-resetting damage concentration is prefabricated waves shear wall | |
| CN207017483U (en) | The full precast shear wall structural system of regenerative steel skeleton | |
| CN209637104U (en) | A kind of moving seesaw-type mechanism semi-girder truss energy-dissipating and shock-absorbing system | |
| CN106760839A (en) | A kind of superelevation steel megastructure vibration damping integrated system | |
| CN206289739U (en) | A kind of energy-conservation steel construction unit and steel structures coating | |
| CN207974266U (en) | A kind of anti-buckling support coupling beam of assembled X-shaped | |
| CN101260690B (en) | Self vibration/shock damping pool suitable for suspended type architecture structure and its mounting method | |
| CN102383503A (en) | Truss imitating type damper structure transfer layer | |
| Di Lorenzo et al. | On the use of cold-formed thin walled members for vertical addition of existing masonry buildings | |
| CN111058535A (en) | Super large span eccentric support grid structure coal shed | |
| CN108331172A (en) | A kind of conversion beam of the unidirectional diagonal brace of setting | |
| CN206360205U (en) | large-span concrete truss structure | |
| CN106013421B (en) | A kind of method of construction of the compound assembled fiber concrete building of steel wood | |
| CN108331418A (en) | Modular assembly formula mixing control house structural system | |
| CN208137136U (en) | A kind of conversion beam that unidirectional diagonal brace is set | |
| CN201016187Y (en) | Built-in steel truss concrete combined giant-scale beam-column framework |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |