CN202925468U - Underwater damper for arched steel tower in construction condition - Google Patents
Underwater damper for arched steel tower in construction condition Download PDFInfo
- Publication number
- CN202925468U CN202925468U CN 201220396171 CN201220396171U CN202925468U CN 202925468 U CN202925468 U CN 202925468U CN 201220396171 CN201220396171 CN 201220396171 CN 201220396171 U CN201220396171 U CN 201220396171U CN 202925468 U CN202925468 U CN 202925468U
- Authority
- CN
- China
- Prior art keywords
- damper
- under water
- type
- steel tower
- construction condition
- 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.)
- Expired - Fee Related
Links
Images
Abstract
The utility model discloses an underwater damper for an arched steel tower in a construction condition. The underwater damper for the arched steel tower in the construction condition is one of a drilling type, a closed opening type and an opening type, which are symmetrical structures: (1) the drilling type is as follows: drilling in the motion direction of the damper, utilizing water flowing through a pipeline to form turbulence, and increasing resistance with shearing stress of the pipe wall; (2) the closed opening type is as follows: punching on the surface of a cubic box body with a hole inside, un-punching on the top surface and punching on the other five surfaces so as to generate generates turbulence inside the box body by water flow to consume energy; (3) the opening type is as follows: using an un-flat surface including an I type or a Chinese character Wang shape, so as to increase disturbance of the damper to the flow field and increase the damping. The acceleration of a spring oscillator system erected behind the underwater damper for the arched steel tower in the construction condition is attenuated quickly, so that the underwater damper for the arched steel tower in the construction condition achieves the effect of increasing the system damping, and the effect is very remarkable.
Description
Technical field
The utility model relates to a kind of damper under water of Construction State arch head tower.
Background technology
The factors such as the material of bridge tower, cross sectional shape, residing flow field state, residing Construction State and structural form thereof have determined dynamic characteristics and the aerodynamic characteristics such as damping, rigidity and frequency of bridge tower structure, and then have been determined the wind-induced vibration of bridge tower by these internal and external factors.Therefore, can take the vibration reducing measure of three aspects: for above-mentioned influence factor.
(1) bridge tower structural measure (material, structural form).The damping ratio of steel bridge tower is less than the damping ratio of the hybrid bridge tower of Steel concrete, and also less than the damping ratio of concrete bridge tower, its wind-induced vibration of the concrete bridge tower of larger damping ratio is less.The structural form aspect, with respect to only pillar, diamond, A font and herringbone bridge tower, the fundamental frequency of queen post bridge tower is relatively low.When other conditions were identical, the whirlpool more easily occured and swashs resonance in the queen post bridge tower, and its vibration amplitude especially torsional displacement is larger, needed exercise due diligence during design.
(2) mechanical vibration reducing measure.It mainly is the damping that increases bridge tower by laying damper.On control method, mainly be divided into ACTIVE CONTROL, Passive Control, semiautomatic control and mixing control.Because other control methods except Passive Control all need extra power, and complex structure, be difficult to maintenance and change.The recommendation passive control methods, at present optional damper has tuned damper TMD, TLD, TLCD, multi tuned mass damper MTMD and MTLD.Maximum displacement place of Mode Shape should be controlled at need in the position of laying damper.
(3) aerodynamic Measures.Mainly be the pneumatic section of optimizing the bridge tower king-post, can rectangular cross section laterally rounding, to the inside fall rectangular angular, to the inside rounding, at outside chamfer, perhaps along bridge to or the direction across bridge recessing.Do like this aeroperformance that can improve in varying degrees bridge tower.In addition, when bridge tower was set up in construction, the use of the use of job practices, working procedure, construction machinery and temporary supporting and pin hand platform should be considered the pros and cons relation that wind resistance requires and brings thus.
The utility model content
Technical problem to be solved in the utility model is the damper under water that a kind of Construction State arch head tower is provided for the deficiencies in the prior art.
The technical solution of the utility model is as follows:
A kind of damper under water of Construction State arch head tower, described damper under water adopt one of hole drilling type, sealing perforating, three kinds of forms of opened type, and hole drilling type, sealing perforating, three kinds of forms of opened type are symmetrical structure; Described hole drilling type is for to hole in the direction of motion of damper; Described sealing perforating is the cube tank surface punching in interior void, and end face does not punch, other five face punchings; Described opened type has irregular surface, comprises " worker " font or " king " font.
The beneficial effects of the utility model are:
(1) it is smaller to set up the damping of the mass-spring system before the damper under water, and its acceleration decay is comparatively slow; And the acceleration that sets up the mass-spring system behind the damper is under water decayed very rapidly, and this just illustrates that the designed damper under water of the utility model has played the effect that increases system damping, and this effect is very remarkable.
(2) along with the increase of damper volume under water, the damping ratio of the system trend that tapers off, this mainly is because after the volume of damper increased under water, its buoyancy also increased thereupon, and then have influence on the increase of system damping ratio, reduced the effectiveness in vibration suppression of damper in the water.As seen, in the middle of Practical Project, should come according to the scale of concrete structure the size of damper in the appropriate design water, to reach best effectiveness in vibration suppression.
(3) effectiveness in vibration suppression of damper exists the porosity of an optimum under water.Therefore, for the practical engineering application (Zhijiang River bridge arch head tower) of this research, the damper under water of 6.28% porosity is adopted in suggestion.
Description of drawings
Fig. 1 is the structural representation (hole drilling type) of damper under water;
Fig. 2 is the structural representation (closed perforate) of damper under water;
Fig. 3 is the structural representation (opened type-king's font) of damper under water;
Fig. 4 is the structural representation (opened type-I shape) of damper under water;
Fig. 5 is the damping test schematic diagram of damper under water;
The acceleration attenuation process of Fig. 6 spring oscillator when not setting up damper under water
Fig. 7 is for setting up the acceleration attenuation process of (different porosities) spring oscillator behind the damper under water, figure a porosity Q1=12.56%; Figure b porosity Q4=3.14%;
Fig. 8 is that the different volumes size is on the impact of damper vibration damping effect under water;
Fig. 9 be different porosities on the impact of damper vibration damping effect under water, this cube is 10 * 10 * 10cm
Figure 10 is that the bridge tower damper is used schematic diagram.
1 steel strand, 2 bases, 3 arch towers, 11 dampers, 21 data wires, 22 steel brackets, 23 water, 24 buckets, 25 accelerometers, 26 springs.
The specific embodiment
Below in conjunction with specific embodiment, the utility model is elaborated.
Embodiment 1
Present embodiment has designed three classes damper under water, is symmetrical structure:
(1) hole drilling type: the direction of motion at damper is holed, and utilizes current to form turbulent flow by the pipeline development, with the shearing stress increase resistance of tube wall.The damper form as shown in Figure 1.
(2) closed perforating: the damper surface punching (end face does not punch, other five face punchings) in interior void, make current in the inner turbulization of damper, thereby reach the purpose of power consumption, form is as shown in Figure 2.
(3) opened type: adopt irregular surface, for example " worker " font, " king " font, the disturbance that increases the damper stream field, thus increasing damping, form is as shown in Figure 3, Figure 4.
Embodiment 2
(1) volume is on the impact of its effectiveness in vibration suppression
The volume size of interim damper has a great impact its effectiveness in vibration suppression under water, present embodiment intends considering three kinds of different volumes: 10 * 10 * 10cm, 15 * 15 * 15cm, 20 * 20 * 20cm, to inquire into the volume size to the impact of damper vibration damping performance under water.
(2) impact of percent opening
The percent opening of damper can affect the discharge by the damping device under water, and then affects the drag size that current produce the damping device.Therefore, present embodiment intends inquiring into different percent openings to the impact of interim damper vibration damping effect under water, namely under the prerequisite that guarantees equal discharge area, adjust number and the bore of hole, with the impact of research percent opening (total perforated area is than the gross area of upper six faces).
(3) result of the test
The effectiveness in vibration suppression of damper under water
Fig. 5 is the damping test schematic diagram of the damper under water (sealing perforate) of 10 * 10 * 10cm.Fig. 6 provided the acceleration attenuation process of spring oscillator when not setting up damper under water, and Fig. 7 then provides and set up 10 * 10 * 10cm acceleration attenuation process of the spring oscillator of (different porosities) behind the damper under water.Comparison diagram 6 and Fig. 7 can find out: the damping of setting up the mass-spring system before the damper under water is smaller, and its acceleration decay is comparatively slow; And the acceleration that sets up the mass-spring system behind the damper is under water decayed very rapidly, and this just illustrates that damper under water of this research institute design has played the effect that increases system damping, and this effect is very remarkable.
Table 1 has calculated the system damping ratio when setting up and not setting up damper under water, therefrom can find out: the system damping before the damper is under water set up in contrast, and the system damping ratio that sets up behind the damper has under water had very significant increase.
The calculating of the system damping ratio when table 1 sets up and do not set up damper under water
The impact of different volumes size
Fig. 8 has provided the different volumes size to the impact of damper vibration damping effect under water, therefrom can find out: along with the increase of damper volume under water, the damping ratio of the system trend that tapers off, this mainly is because after the volume of damper increases under water, its buoyancy also increases thereupon, and then have influence on the increase of system damping ratio, reduced the effectiveness in vibration suppression of damper in the water.As seen, in the middle of Practical Project, should come according to the scale of concrete structure the size of damper in the appropriate design water, to reach best effectiveness in vibration suppression.
The impact of different porosities
Fig. 9 has provided different porosities to the impact of damper vibration damping effect under water, therefrom can find out:
(1) for the model of damper under water of 10 * 10 * 10cm, along with the increase of porosity, its system damping ratio is and increases progressively trend, but surpasses 6.28% when porosity, and the amplification of its system damping ratio is not very remarkable;
(2) and for the model of damper under water of 15 * 15 * 15cm and 20 * 20 * 20cm, its system damping then reduces along with the increase of porosity afterwards than being 6.28% to be to have reached peak value in porosity;
As seen, the effectiveness in vibration suppression of damper exists the porosity of an optimum under water.Therefore, for the practical engineering application of this research, the damper under water of 6.28% porosity is adopted in suggestion.
The utility model is the application of damper under water:
(1) as shown in figure 10, six place's assembly pulleys are set on the operation platform on the water, wherein, along suitable bridge to arranging four groups of assembly pulleys, arrange two groups of assembly pulleys along direction across bridge;
(2) the fixing end of steel strand 1 at arch tower 3 tops, the other end passes the assembly pulley of over-water construction platform, extends to the degree of depth about 5m under water, and these type of steel strand are arranged six groups altogether;
(3) in advance prefabricated six groups under water damper 11 (honeycomb coaly hollow steel caisson, other each face except end face all punch, and each hole all is along level to layout and runs through steel caisson, namely seal perforating), at the other end of steel strand damper 11 under water is installed;
(4) in order to guarantee that damper 11 (honeycomb coaly hollow steel caisson) is not subjected to the at ordinary times mobile impact (guaranteeing the validity of its vibration damping) of river under water, six hollow steel pipes are set in the relevant position and squeeze into the bottom, riverbed, simultaneously, in hollow steel pipe, fill with water and will be under water damper so can avoid the motion of current on the impact of vibration absorber as for wherein;
(5) when wind speed is larger, the arch tower 3 before closing up will produce wind-induced vibration, and at this moment, the vibration of vault will be passed to damper 11 under water by steel strand, and then causes the vertical motion of damper 11 under water;
(6) when damper 11 drifts along up and down in water under water, must cause that current move in the horizontal hole of damper 11 (honeycomb coaly steel caisson) under water, and then change the flow field to reach the effect that increases the structural system damping, so can suppress damper 11 motions under water, and then indirectly reduce steel arch top of tower wind-induced vibration;
Should be understood that, for those of ordinary skills, can be improved according to the above description or conversion, and all these improvement and conversion all should belong to the protection domain of the utility model claims.
Claims (1)
1. the damper under water of a Construction State arch head tower is characterized in that, described damper under water adopts one of hole drilling type, sealing perforating, three kinds of forms of opened type, and hole drilling type, sealing perforating, three kinds of forms of opened type are symmetrical structure; Described hole drilling type is for to hole in the direction of motion of damper; Described sealing perforating is the cube tank surface punching in interior void, and end face does not punch, other five face punchings; Described opened type has irregular surface, comprises " worker " font or " king " font.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220396171 CN202925468U (en) | 2012-08-13 | 2012-08-13 | Underwater damper for arched steel tower in construction condition |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220396171 CN202925468U (en) | 2012-08-13 | 2012-08-13 | Underwater damper for arched steel tower in construction condition |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN202925468U true CN202925468U (en) | 2013-05-08 |
Family
ID=48215444
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201220396171 Expired - Fee Related CN202925468U (en) | 2012-08-13 | 2012-08-13 | Underwater damper for arched steel tower in construction condition |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN202925468U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102776835A (en) * | 2012-08-13 | 2012-11-14 | 长安大学 | Underwater damper for arched steel tower in construction condition |
| CN103898830A (en) * | 2013-12-18 | 2014-07-02 | 长安大学 | Vibration controller and cable-stayed bridge system based on same and in construction stage |
-
2012
- 2012-08-13 CN CN 201220396171 patent/CN202925468U/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102776835A (en) * | 2012-08-13 | 2012-11-14 | 长安大学 | Underwater damper for arched steel tower in construction condition |
| CN102776835B (en) * | 2012-08-13 | 2014-11-26 | 长安大学 | Underwater damper for arched steel tower in construction condition |
| CN103898830A (en) * | 2013-12-18 | 2014-07-02 | 长安大学 | Vibration controller and cable-stayed bridge system based on same and in construction stage |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105388926B (en) | A kind of Longspan Bridge steel box-girder whirlpool shakes the air blowing method of control | |
| CN102776835B (en) | Underwater damper for arched steel tower in construction condition | |
| CN103969010B (en) | Bridge stormy waves stream coupled field, elastic model and dynamic response test system | |
| CN101260646B (en) | Great span bridge lower damper system for wind and water resistance | |
| CN102677792B (en) | Comprehensive control device for wind-induced vibration of high-rise structure | |
| CN104894968A (en) | Bridge tower for large-span bridge capable of resisting strong wind/typhoons | |
| CN106758765B (en) | A kind of multidimensional tuned mass damper | |
| CN104537144A (en) | Dead-zone input type boundary control method of marine flexible pipe riser | |
| CN106545102A (en) | Kickboard type Tuned Liquid | |
| CN202925468U (en) | Underwater damper for arched steel tower in construction condition | |
| CN103469830A (en) | Reduction method for basic wave current vibration of offshore wind power single pile | |
| Roderick | Vibration reduction of offshore wind turbines using tuned liquid column dampers | |
| CN203594056U (en) | Basic wave current excitation vibration reduction device for offshore wind power single pile | |
| CN105631101A (en) | Method for analyzing ship lift tower structure dynamic distribution coefficients under seismic actions | |
| CN202544159U (en) | Comprehensive control device for wind-induced vibration of high-rise structure | |
| CN211646450U (en) | Offshore wind power single pile-wing plate-rockfill composite foundation | |
| CN203977610U (en) | Quicksand type mixing energy-dissipating and shock-absorbing damping unit | |
| Alaghmandan et al. | Reducing Impact of Wind on Tall Buildings through Design and Aerodynamic Modifications (Architectural and Structural Concepts to Mitigate Wind Effect on Tall Buildings) | |
| CN104182598A (en) | Constraint damping structure optimizing and designing method based on level set method | |
| CN108775069B (en) | Structure with sine wave diversion as design structure simulating green building concept | |
| CN205918203U (en) | Marine anemometer tower of portable floating with quenching and tempering attenuator | |
| CN206887738U (en) | A kind of plate girder Combined steel truss beam bridge flutter vibration suppression construction | |
| CN103898830A (en) | Vibration controller and cable-stayed bridge system based on same and in construction stage | |
| CN210769128U (en) | Embedded type vibration reduction power generation system based on floating platform | |
| Shadman et al. | Utilizing TLCD (tuned liquid column damper) in floating wind turbines |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20130508 Termination date: 20140813 |
|
| EXPY | Termination of patent right or utility model |