CN107119959A - Combined type mono-pendulum type tuned mass damper structural system and construction method - Google Patents
Combined type mono-pendulum type tuned mass damper structural system and construction method Download PDFInfo
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- CN107119959A CN107119959A CN201710523153.8A CN201710523153A CN107119959A CN 107119959 A CN107119959 A CN 107119959A CN 201710523153 A CN201710523153 A CN 201710523153A CN 107119959 A CN107119959 A CN 107119959A
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- 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
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Abstract
The present invention discloses one kind and is suitable for high-rise, super high rise building or structures, the especially mono-pendulum type tuned mass damper structure and construction method of tube structure, this kind of shock-damping structure, including mono-pendulum type tuned mass damper, building elevated tank, computer supervisory control system system；Mono-pendulum type tuned mass damper is made up of 90mm high-strength steel cables, hollow steel structure spheroid, oil pressure damper with viscosity and buffering steel loop, the system can tackle the earthquake motion of different frequency, it can guarantee that the intrinsic frequency of shock-damping structure, close to the ground predominant period, reaches the effect of damping again.
Description
Technical field
The invention belongs to high-rise, super high rise building or structures field of shock absorption, and in particular to a kind of mono-pendulum type tunes matter
Measure damper structure and construction method.
Background technology
With the continuous improvement of China's economic level, skyscraper and high-rise building appear in people like the mushrooms after rain
The visual field in, while saving the area and showing appearance of city, these buildings are also faced with the securities such as wind shake, earthquake
Problem.Traditional anti-shock methods for main path, resist earthquake, its result with " anti-" by increasing structure section, adding arrangement of reinforcement
It is that the bigger rigidity of section is bigger, geological process is also bigger, required section and arrangement of reinforcement are also bigger.This vicious circle, is not only difficult to
Ensure safety, the construction cost needed for also making " antidetonation " is greatly improved.Therefore, draw from early 1970s modern control theory
After entering into the vibration control of civil engineering, also focused mostly on greatly for the theoretical of vibration control, experiment and the achievement in research of application
In many, high-rise and high-rise buildings.
Tuned mass damping technology is typically started with from narrower frequency domain vibration control, but TMD systems control effect to input earthquake
The dependence of dynamic frequency is larger, TMD systems be by liquid in containers rock consume with absorbing structure vibrate energy, from
And reach the purpose of control structure vibration.Reducing reaction or different structure of the same structure under different earthquake in same earthquake
Under reaction aspect, TMD validity has very big difference.Good performance, but some feelings can be played in some cases
Produced little effect under condition.Which imply that the reduction amount of obtainable structural response is special dependent on the ground motion that incentive structure vibrates
Property.When ground motion predominant period close to the intrinsic frequency of structure be TMD tuned frequencies so that when producing resonance, reaction subtracts
Few value is very big；When the two falls far short, reaction decreasing value reduces, moreover, TMD effect is that have under pulse class seismic stimulation
Limit.And the frequency domain of earthquake response is relatively wide, single TMD is not effective against, and this just has multiple tuning quality to damp
The proposition and popularization of device (multipletuned mass damper, MTMD).But, geological process is more rapid.Each TMD
Whether react or whether fully react the validity for being all related to its damping.It can be seen that, the particularity and TMD systems of earthquake response
It is the problem of tuned mass damping technology to the dependence for encouraging earthquake motion, exactly because also the presence of these problems causes tuned mass damping
Technology has larger improvement and development space.The present invention is with mono-pendulum type tuned mass damper, building elevated tank and computer
Programming system, which cooperates, overcomes above mentioned problem.
The content of the invention
In view of the shortcomings of the prior art, the present invention provides a kind of list for being suitable for high-rise, super high rise building or structures
Pendulum-type tuned mass damper structure and construction method, this kind of shock-damping structure can tackle the earthquake motion of different frequency, and can protect
The intrinsic frequency of shock-damping structure is demonstrate,proved close to the ground predominant period, the effect of damping is reached.
To realize object above, the present invention is achieved by the following technical programs：
Mono-pendulum type tuned mass damper structure, is made up of three parts, respectively mono-pendulum type tuned mass damper, build
Build elevated tank, computer supervisory control system system.
Wherein described mono-pendulum type tuned mass damper includes high-strength steel cable, hollow steel structure spheroid, the resistance of oil pressure viscosity
On Buddhist nun's device and buffering steel loop, the bearing that cable wire is arranged on to building or structures reserved location using lifting mode.If installing
Building or structures highly reach hoisting machine lift the limit, can using helicopter transfer by the way of install.Then using hanging
Hollow steel structure ball is put into cable wire position and carries out overlap joint installation by dress or the mode of helicopter decentralization, finally the stagnant resistance of Large Oil pressure viscosity
Buddhist nun's device and buffering steel loop fortune are installed in a like fashion；This is arrived, whole mono-pendulum type tuned mass damper installation is right
Total carries out installation check, it is ensured that the stability and security of structure are carrying out the installation of steel pile, to connect whole list
Pendulum-type tuned mass damper.
Further, the building elevated tank, is transformed by conventional skyscraper elevated tank, is added in bottom
Interlayer high 20cm, for the laying of computer control circuit, an a diameter of circular hole is respectively opened at two pieces of bottom plates of bottom,
Feed pipe is connected to hollow steel structure spheroid；The liquid that many diameter port lids are used to control to flow into hollow ball is designed at two pieces of bottom plates
Volume.
Further, set up computer monitoring and control system system, computer entirely controlled during building decoration be
System is installed.The system includes monitoring earthquake motion threshold value and frequency, processing earthquake collection of illustrative plates intake frequency values and threshold packet transmission
Case downpipe opening opening and closing device control system, is calculated by earthquake motion frequency values and injects hollow steel structure spheroid internal resistance in 5min domestic demands
Buddhist nun's volume of fluid so that the close excitation earthquake dynamic frequency of the intrinsic frequency of mono-pendulum type tuned mass damper.
Combined type mono-pendulum type tuned mass damper structural system, including following construction procedure：
A the frequency domain of earthquake response) is primarily determined that according to building location geology, earthquake conditions, it is larger by the scope
Earthquake frequency domain primarily determines that capacity and downpipe the opening and closing hole of hollow steel structure ball design volume, quality and elevated tank are more
Individual diameter；The steel structure spheroid is 4.5m -5m by 125mm thickness, internal diameter, and external diameter stacks for 5.5m -6.5m annular steel plate
Welding is combined；
B) after good series of parameters to be determined, prefabrication processing is carried out；
C high-strength steel cable described in 8 groups of 60mm -100mm diameters) is installed in building or structures top floor bottom surface；
The lifting capacity of measure cable wire is needed before installation, it is ensured that cable wire is deformed in the range of normal operating condition, ensure the safety of structure
Property；
D) after the high-strength steel cable installation, it is connected with the steel structure ball lower bracket, spheroid is held through support
The lower half of mass, by load-carrying suspension support in top level structure.Tuned mass damper branch frame peripheral separately sets 8 oblique big
Type oil pressure damper with viscosity (Primary Hydraulic Viscous Damper), its function is to absorb spheroid mass block
Impact energy during swing, reduces the swing of mass.And the mass amplitude of oscillation is excessive during in order to avoid high wind and violent earthquake effect,
One is then placed below tuned mass damper can limit the buffering steel loop (Bumper Ring) of spheroid mass block swing, and 8 groups of water
Put down to anticollision hydraulic type damper (Snubber Damper), when mass wobble amplitude is more than 1.0m, mass support
The tubular rod iron (Bumper Pin) of lower section will hit buffering steel loop to slow down the motion of mass；
E) it is supported after whole mono-pendulum type tuned mass damper structure installation using large-scale bracket, treats whole
System installation is removed.The elevated tank is installed, water tank maximum liquid storage amount 97m3, downpipe one end is installed on water tank
Bottom, the other end is connected to hollow steel structure ball interior, and whole system completes to load damping liquid in rear water box；
F the computer supervisory control system system) is finally accessed, computer system is divided into two parts, including earthquake motion monitoring
System and water tank opening and closing port lid switching control system.The monitoring system of computer monitors the frequency values of earthquake, can be ground ground
Earthquake situations condition provides relevant data, and the frequency values monitored are transferred to the control system of computer, controlled by the numerical computer
The size of port lid open bore is opened and closed, the opening and closing hole opening time control is in 5min；
G) whole system is completed after installing, and removes large-scale bracket and damping fluid is added in elevated tank.
Brief description of the drawings
In order to illustrate more clearly about the embodiment of the present invention or technical scheme of the prior art, below will be to embodiment or existing
There is the accompanying drawing used required in technology description to be briefly described, it should be apparent that, drawings in the following description are only this
Some embodiments of invention, for those of ordinary skill in the art, on the premise of not paying creative work, can be with
Other accompanying drawings are obtained according to these accompanying drawings.
Fig. 1 is the structural representation of the embodiment of the present invention one；
Fig. 2 is hollow steel structure sphere structure schematic diagram of the present invention：
(a) it is monolithic annulus steel plate structure schematic diagram of the present invention；
(b) schematic diagram is welded for multi-disc steel plate of the present invention；
Fig. 3 is cable wire of the present invention and lower bracket attachment structure schematic diagram:
Fig. 4 is the oblique Large Oil pressure damper with viscosity schematic diagram of the present invention；
Fig. 5 is level to anticollision hydraulic type damper and buffers steel loop structural representation；
Fig. 6 is the structural representation of the embodiment of the present invention two；
Fig. 7 present invention building elevated tank internal structure schematic diagrams；
Fig. 8 is that invention computer accesses schematic diagram：
Fig. 8 is the structural representation of the embodiment of the present invention three；
In figure：1. building top layer bottom surface embedded board, 11. terminal pads, 2. drawknot components, 3. cable wires, 4. supports, 41. hold
Steel bracket is held in the palm, 42. tubular rod irons, 5. hollow steel structure balls, 51. annular steel structure plates, 6. oblique Large Oils press damper with viscosity,
7. support steel structure bottom panel, 71. levels are to anticollision hydraulic type damper, 72. buffering steel loops, 8. steel piles, 9. flexible downpipes,
10. build elevated tank, 101. overboard port lids, 102. suction eyes
Embodiment
To make the purpose, technical scheme and advantage of the embodiment of the present invention clearer, below in conjunction with the embodiment of the present invention
In accompanying drawing, clear, complete description is carried out to the technical scheme in invention, it is clear that described embodiment is of the invention
A part of embodiment, rather than whole embodiments.Based on the embodiment in the present invention, those of ordinary skill in the art are not having
The other embodiments obtained under the premise of creative work are made, protection scope of the present invention is belonged to.
With reference to accompanying drawing 1 to Fig. 8, the invention will be further described：
Deep combination formula mono-pendulum type tuned mass damper structural system of the present invention, as illustrated, including cable wire 3, holding
Hold in the palm steel bracket 41, tubular rod iron 42, hollow steel structure ball 5 (being welded by multi-disc annular steel structure plate 51), oblique Large Oil
Pressure damper with viscosity 6 and support steel structure bottom panel 7 are (thereon including level is to anticollision hydraulic type damper 71 and buffers steel loop
72), (the water tank thin portion structure includes overboard port lid 101 and drawn water for steel pile 8, flexible downpipe 9, building elevated tank 10
Hole 102), pre-buried bottom surface embedded board 1 when building binds, while processing annular steel plate 51, the and of support steel bracket 41 in the factory
Tubular rod iron 42, integral support 4 is welded into by support steel bracket 41 and tubular rod iron 42, after building is performed integrally, uses steel
The one end of rope 3 connects the terminal pad 11 of embedded board 1, stacks annular steel plate 51 in building site and is welded into hollow steel structure ball and puts
It is placed in integral support 4, is connected whole component with the other end of cable wire 3 by lifting, support steel structure bottom panel 7 is completed afterwards and is hung
Load connects, and tests stability and security that whole mono-pendulum type tuned mass damper is installed, and it is high-order then to carry out building roof
Water tank 10 and flexible downpipe 9 are installed, and are finally accessed computer system, are completed whole system engineering.
Building top layer bottom surface embedded board 1, support steel structure bottom panel 7, thickness is 500-1500mm, and the length of side is 3500-
600mm。
With reference to Fig. 2 (a) and (b), the hollow steel structure ball internal diameter is 4.5m -5m, and external diameter is 5.5m -6.5m, is selected here
Internal diameter 5m, external diameter 5.5m is taken to illustrate, (steel structure ball is thick by 72 thickness degree 125mm annular steel plate and 2 thickness degree 500mm
Degree) circular solids steel plate (wherein 4 layers upper perforate, aperture is 100mm -1000mm), wherein the diameter of each layer steel plate then coordinates
Spheroid form is in 2.5mm -3.3m change in size, and weight is up to 400 tonnes -600 tonnes.
With reference to Fig. 3, using 8 groups of 16 60mm -100mm diameters high-strength steel cables 3, length is according to building or structures
Height and actual conditions determine that generally 30m -50m, cable wire 3 holds the latter half of ball mass, support through support 41
8 support arms of steel bracket 41 are hollow steel member, and the length of tubular rod iron 42 is 50mm -1000mm, according to Practical Project situation
Carry out the length adjustment of tubular rod iron 42, it is ensured that it can touch buffering steel loop 72 under high wind and violent earthquake effect, slow down to reach
The movement effects of mass.
With reference to Fig. 4,8 model range ± 1000mm are set up, damping force 1000KN, desin speed 400mm/ is designed
S, damped coefficient is 300KN/ (mm/s)0.15Oblique Large Oil pressure damper with viscosity 6 (Primary Hydraulic
Viscous Damper), its function is to absorb impact energy when spheroid mass block is swung, and reduces the swing of mass.
With reference to Fig. 5, lower buffer system, from support steel structure bottom panel 7, level is to anticollision hydraulic type damper 71 and buffers
Steel loop 72 is constituted, and buffering steel loop 72 specification is external diameter 1200mm -1300mm, internal diameter 1000mm, is highly 30mm -60mm, water
Put down to large-scale buffering oil pressure damper with viscosity 71 (Snubber Hydraulic Viscous Damper) model with it is oblique
Large Oil pressure damper with viscosity is identical, and its purpose of design is to cause TMD when the rare big typhoon of suppression or violent earthquake effect
Energy dissipating and the beam security system swung back and forth more than 100cm.
With reference to Fig. 7, the design volume of elevated tank 10 is 97m3—150m3, the flexible pipe diameter determing of downpipe 9 be 100mm-
1000mm, the overboard design of port lid 101 carries out port lid assembly by 50mm changes, and suction eye 102 is according to the general pump line that draws water of in the market
Design.
Fig. 8 is computer control system schematic diagram, monitoring of the illustrative computer to earthquake, and carrying out at corresponding analysis
Reason, obtained earthquake information is opened as the overboard port lid of control elevated tank the size in aperture.
Embodiment one
Reference picture 1~5, its construction procedure, method and relevant parameter are as follows：
A the frequency domain of earthquake response) is primarily determined that according to building location geology, earthquake conditions, it is larger by the scope
Earthquake frequency domain primarily determines that capacity and downpipe the opening and closing hole of hollow steel structure ball design volume and quality and elevated tank
Multiple diameters；When building binds by the pre-buried building of building top layer bottom surface embedded board 1.
B plant component production) is carried out by the work of previous step.
C high-strength steel cable 3 described in 8 groups of 60mm -100mm diameters) is installed in building or structures top floor bottom surface,
With reference to Fig. 3, more than 2000 small steel wires of independence of every cable wire are constituted, and play the lower safety coefficient of deadweight up to 9, that is, each
Branch cable wire is enough to support TMD total weights.
D the installation of structure further) is carried out in engineering site, with reference to Fig. 2 (a) and (b), steel structure spheroid 5 is by 72 thickness degree
The 125mm thickness degree 500mm of doughnut-shaped steel plate 51 and 2 circular steel plate stacks welding and combined, and puts steel structure spheroid 5 after welding
It is placed in support steel bracket 41, by lifting, cable wire 3 holds the latter half of ball mass through support steel bracket 41, with reference to
Fig. 3,8 support arms of support steel bracket 41 are hollow steel member, and high-strength steel cable 3 carries out support after connecting therebetween with bolt
Cover plate is installed.
E) mass lifting after the completion of the buffer system installation of carry out portion, further from support steel structure bottom panel 7, level to
Anticollision hydraulic type damper 71 and buffering steel loop 72 are constituted, and spheroid mass block can be limited by placing one with reference to Fig. 5, under TMD masses
The buffering ring 72 (Bumper Ring) of swing, buffering ring is then with 8 levels to large-scale buffering oil pressure damper with viscosity
(Snubber Hydraulic Viscous Damper) is connected on support steel structure bottom panel 7, and its purpose of design is to suppress
TMD is caused to swing back and forth energy dissipating and beam security system more than 100cm when rare big typhoon or violent earthquake effect.Thereon also
Oblique Large Oil is further disposed to press damper with viscosity 6 (Primary Hydraulic Viscous Damper), with reference to
Fig. 4 is another around support steel bracket 41 to set 8 oblique Large Oil pressure damper with viscosity 6 (Primary Hydraulic
Viscous Damper), spheroid is made due to earthquake and stress swung, the oil pressure damper with viscosity 6 touched around extruding, its work(
It can be to absorb impact energy when spheroid mass block is swung, weaken the swing of mass.
F after the installation for) completing above structure, further using 4 steel piles 8, model H500*300*10*16 is carried out
The connection of building top layer bottom surface embedded board 1, support steel structure bottom panel 7, welding or bolt connection side are taken according to Practical Project
Formula.
Embodiment two
Reference picture 6 and Fig. 7, on the basis of embodiment one, carry out the installation of roof building elevated tank and and mono-pendulum type
The connection of tuned mass damper structure, constructing operation is as follows：
G Fig. 6) is combined, in the step of embodiment one, position of opening is put into flexible downpipe 9 in hollow steel structure top dome portion, soft
Property pipe goal depth in the range of more than ball thickness 50cm, carrying out building elevated tank with reference to Fig. 7 installs, and overboard port lid 101 and takes out
Water hole 102 be installed in a pre-installation building elevated tank 10, after the completion of flexible downpipe 9 is accessed at elevated tank water falling hole.
By example one and example two, the installation of action system is completed.The ess-strain situation of total is monitored, enters one
Step optimization structural behaviour, guarantees safety.
Embodiment three
H Fig. 8) is combined, on the basis of embodiment one and two, when building carries out electronic system access by the prison of computer
Control and control system are respectively connected at ground and elevated tank.Complete to carry out electronic and intelligentized type system test operation after installing, really
Protect running normally to remove large-scale bracket and add damping fluid in elevated tank, then pass through actual motion monitoring system usability
Energy.
It should be noted that the above embodiments are merely illustrative of the technical solutions of the present invention, rather than its limitations, although ginseng
The present invention is described in detail according to previous embodiment, those of ordinary skill in the art should be understood：It still can be right
Technical scheme described in foregoing embodiments is modified, or carries out equivalent substitution to some technical characteristics therein, and
These modifications are replaced, and the essence of appropriate technical solution is departed from the spirit and model of various embodiments of the present invention technical scheme
Enclose.
Claims (8)
1. combined type mono-pendulum type tuned mass damper structural system of the present invention and construction method, including bottom surface embedded board 1,
Cable wire 3, integral support 4, hollow steel structure ball 5, support steel structure bottom panel 7, steel pile 8, flexible downpipe 9, building elevated tank
10, pre-buried bottom surface embedded board 1 when building binds after building is performed integrally, embedded board 1 is connected using the one end of cable wire 3, in building
Scene is by assembling hollow steel structure ball 5 and is positioned in integral support 4, is connected whole component with the other end of cable wire 3 by lifting,
Support steel structure bottom panel 7 is completed afterwards and lifts connection, and bottom surface embedded board 1 and support steel structure bottom panel 7 are carried out by steel pile 8
Connection, tests stability and security that whole mono-pendulum type tuned mass damper is installed, adjusts accordingly, then built
Build roof elevated tank 10 and flexible downpipe 9 is installed, finally access computer system, complete whole system engineering.
2. combined type mono-pendulum type tuned mass damper structural system according to claim 1 and construction method, its feature
It is, the integral support (4) includes support steel bracket (41) and tubular rod iron (42), support steel bracket (41) holds ball quality
The latter half of block, 8 support arms of support steel bracket (41) are hollow steel member, and tubular steel is carried out according to Practical Project situation
The length adjustment of rod 42, it is ensured that it can touch buffering steel loop (71) under high wind and violent earthquake effect, and mass is slowed down to reach
Motion.
3. combined type mono-pendulum type tuned mass damper structural system according to claim 1 and construction method, its feature
It is, the cable wire (3) is 8 groups of 16 60mm -100mm diameter high-strength steel cables, and it takes in support steel bracket (41) bottom
Connect, increase the bearing capacity of cable wire (3) and support steel bracket (41).
4. combined type mono-pendulum type tuned mass damper structural system according to claim 1 and construction method, its feature
It is, the hollow steel structure ball (5) is that external diameter is 5.5m -6.5m annular steel structure plate by 125mm is thick, internal diameter is 4.5m -5m
(51) stack welding to combine, wherein two pieces of steel structure plate thickness of upper and lower end parts are determined according to hollow steel structure ball thickness, perforate is straight
Footpath is 100mm -1000mm.
5. combined type mono-pendulum type tuned mass damper structural system according to claim 1 and construction method, its feature
It is, the support steel structure bottom panel (7) is made up of level to anticollision hydraulic type damper (71), buffering steel loop (72), thereon
Oblique Large Oil pressure damper with viscosity (6) is installed, buffer system is constituted, wherein level is to anticollision hydraulic type damper (71)
Damper with viscosity (6) model range ± 1000mm is pressed with oblique Large Oil, damping force 1000KN, design speed is designed
400mm/s is spent, damped coefficient is 300KN/ (mm/s)0.15。
6. combined type mono-pendulum type tuned mass damper structural system according to claim 1 and construction method, its feature
It is, building elevated tank (10) adds 200mm dead levels, and for the laying on computer control connecting line road, wherein water tank is overboard
Port lid (101) is to carry out port lid assembly by 50mm changes, and port lid pore size is opened in the control system control for passing through computer.
7. combined type mono-pendulum type tuned mass damper structural system according to claim 1 and construction method, its feature
It is, carries out Automated condtrol, monitoring of the one side computer to earthquake with reference to computer intelligence system, and divided accordingly
Analysis is handled, on the other hand, and obtained earthquake information is opened to the size in aperture as the overboard port lid of control elevated tank.
8. combined type mono-pendulum type tuned mass damper structural system according to claim 1 and construction method, its feature
It is, including following construction procedure：
A), embedded board is then determined by the pre-buried building of the building top layer bottom surface embedded board (1) when building binds
Drawknot ability；
B it is), to be determined to reach requirement, install 8 groups in building or structures top layer bottom surface embedded board (1) connects bearing (2)
The high-strength steel cable (3)；
C), weld the monolithic steel structure plate (51) in engineering site and form the hollow steel structure ball (5), by steel structure spheroid after welding
5 are positioned in the prop (41), by lifting, and the cable wire (3) holds ball quality through the prop (41)
The latter half of block, 8 support arms of the support steel bracket (41) are hollow steel member, and the high-strength steel cable (3) is at it
Between connect after carry out rack plate installation with bolt；
D one), is placed under the support (41) can limit the buffering ring (72) of spheroid mass block swing, and the buffering ring (72) is then
It is connected to 8 levels to large-scale buffering oil pressure damper with viscosity (71) on the support steel structure bottom panel (7), in institute
State the another oblique Large Oils pressure damper with viscosity (6) of setting 8 around prop (41) and be placed in the support steel
On structure bottom panel (7)；
E after the installation for), completing above structure, using 4 steel piles (8), the building top layer bottom surface embedded board is carried out
(1), the connection of the support steel structure bottom panel (7), welding or bolt connecting mode are taken according to Practical Project；
F the flexible downpipe (9)), is put into hollow steel structure ball (5) the top drilling position, flexible pipe goal depth exists
In the range of ball thickness 50cm, after the completion of carry out building elevated tank and install, the overboard port lid (101) and the suction eye
(102) be installed on the building elevated tank (10) in a pre-installation, after the completion of the flexible downpipe (9) is accessed into elevated tank
At water falling hole；
G the monitoring of computer and control system), are respectively connected to ground and the building when building carries out electronic system access
Elevated tank (10) water falling hole (101) place, completes to carry out electronic and intelligentized type system test operation after installing, it is ensured that running is normally removed
Remove large-scale bracket and add damping fluid in the building elevated tank (10), then pass through actual motion monitoring system usability
Energy.
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| CN116876688A (en) * | 2023-07-21 | 2023-10-13 | 中联西北工程设计研究院有限公司 | Light compound pendulum damping structure and method suitable for super high-rise building |
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| CN108443396A (en) * | 2018-01-15 | 2018-08-24 | 广东工业大学 | A kind of wind turbine TMD dampers damping device and its installation method |
| CN108828661A (en) * | 2018-03-06 | 2018-11-16 | 西安理工大学 | Method based on seismic pulse response spectra measurement site predominant period |
| CN108828661B (en) * | 2018-03-06 | 2019-10-25 | 西安理工大学 | Method based on seismic pulse response spectra measurement site predominant period |
| CN108957537A (en) * | 2018-06-20 | 2018-12-07 | 西安理工大学 | Tilt the calculation method of site predominant period under ground seismic wave function |
| CN109537968A (en) * | 2018-11-07 | 2019-03-29 | 上海思纳建筑规划设计股份有限公司 | Super high-rise building limits sidesway damping unit |
| CN109930472A (en) * | 2019-02-03 | 2019-06-25 | 刘维亚 | Bridge and building structure pendulum Vibration Absorption Designing method |
| CN109930472B (en) * | 2019-02-03 | 2021-04-09 | 刘维亚 | Pendulum bob vibration reduction design method for bridge and building structure |
| CN112177415A (en) * | 2020-10-12 | 2021-01-05 | 同济大学 | Annular multi-direction arranged TMD system |
| CN113530339A (en) * | 2020-10-26 | 2021-10-22 | 长江师范学院 | Cast-in-place assembly structure for construction of building damping wall |
| CN113494204A (en) * | 2020-10-26 | 2021-10-12 | 长江师范学院 | Building shock attenuation wall body |
| CN113530339B (en) * | 2020-10-26 | 2022-05-20 | 长江师范学院 | Cast-in-place assembly structure for construction of building damping wall |
| CN112878694A (en) * | 2021-01-18 | 2021-06-01 | 中国建筑第八工程局有限公司 | Method for mounting spherical mass block of large ATMD (atom transfer printing machine) |
| CN112928971A (en) * | 2021-02-19 | 2021-06-08 | 唐山钢铁集团有限责任公司 | Wind-resistant shockproof photovoltaic support |
| CN113529996A (en) * | 2021-06-17 | 2021-10-22 | 武汉理工大学 | Collision tuning viscous mass damping device |
| CN113463789A (en) * | 2021-07-22 | 2021-10-01 | 青岛腾远设计事务所有限公司 | Tuned mass damper for controlling wind vibration of super high-rise building |
| CN113718979A (en) * | 2021-09-08 | 2021-11-30 | 广东华域重工有限公司 | Assembled high-rise building frame with good anti-seismic effect and assembling method |
| CN115247752A (en) * | 2021-12-21 | 2022-10-28 | 兰州理工大学 | Liquid storage tank damping control device combining collision energy consumption and shaking prevention and shaking reduction |
| CN115247752B (en) * | 2021-12-21 | 2024-03-12 | 兰州理工大学 | Liquid storage tank damping control device combining collision energy consumption and anti-shaking |
| CN116876688A (en) * | 2023-07-21 | 2023-10-13 | 中联西北工程设计研究院有限公司 | Light compound pendulum damping structure and method suitable for super high-rise building |
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