CN109056782A - It is a kind of to wave damping device with what anchor bolt type basis connected applied to Latticed Towers pedestal - Google Patents
It is a kind of to wave damping device with what anchor bolt type basis connected applied to Latticed Towers pedestal Download PDFInfo
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- CN109056782A CN109056782A CN201811218372.6A CN201811218372A CN109056782A CN 109056782 A CN109056782 A CN 109056782A CN 201811218372 A CN201811218372 A CN 201811218372A CN 109056782 A CN109056782 A CN 109056782A
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- pedestal
- damping device
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/42—Foundations for poles, masts or chimneys
- E02D27/425—Foundations for poles, masts or chimneys specially adapted for wind motors masts
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/34—Foundations for sinking or earthquake territories
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- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
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- General Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Abstract
The invention discloses a kind of pedestals applied to Latticed Towers to wave damping device with what anchor bolt type basis connected, the damping device that waves is made of several element with variable rigidity being anchored between the pedestal (5) of Latticed Towers and basic (7), and the basis (7) is anchor bolt type basis；The anchor bolt type basis includes anchor bolt structure (16) and basis (7), and the anchor bolt structure (16) includes the anchor bolt (12) of upper end anchor slab (11), lower end anchor slab (17) and connection the upper end anchor slab (11) and the lower end anchor slab (17)；The element with variable rigidity includes high-strength bolt (8), nut (9) and the earthquake isolating equipment (10) pre-tightened.The damping device provided by the invention that waves is simple and efficient, structure novel, and installation is simple, convenient for safeguarding, securely and reliably, can effectively improve the shock resistance of the Latticed Towers such as wind turbine tower.
Description
Technical field
The present invention relates to what a kind of Latticed Towers and basis connected to wave damping device, and in particular to one kind is applied to towering
Tower base waves damping device with what anchor bolt type basis connected.
Background technique
Wind-power electricity generation has significant society and environmental benefit, for pushing China can as clean renewable energy
The renewable sources of energy develop important in inhibiting, and country supports and encourages the exploitation to wind-powered electricity generation.China's wind resource is abundant, according to national gas
As office's statistics, China whole nation wind energy concentration is about 100W/m2, and wind energy content is about 1.6x105MW, and potentiality to be exploited is huge.
At the same time, China is also the multiple country of earthquake.From 2 China ground of 1 China of attached drawing effectively wind power concentration distribution map and attached drawing
The comparison of vibration peak accelerator zoning map can be seen that many areas such as China Qinghai, Shandong, northeast and southeastern coast and both accumulate
Contain wind energy abundant, is also faced with higher seismic risk.How to mitigate what geological process may cause Wind turbines
Damage is to develop the problem of wind energy must face in China's relative region.
In Wind turbines, tower frame for wind generating set undertakes wind-power electricity generation for connecting wind turbine cabin and foundation
Horizontal force, vertical force and moment of flexure when machine is run.Wind-force is sent out by the clamped cantilever design system in bottom that pylon and basis are constituted
Motor support is in the high-altitude of 60~100m to obtain sufficient stable wind energy.Lead between steelwork tower truss and reinforced concrete foundation
Often connected by steel anchor bolt structure.Existing " the wind power plant unit ground foundation design code " FD003-2007 in China does not consider
Influence of the geological process to Wind turbines foundation structure.However, wind-driven generator quality is larger and is located at height in the air, make in earthquake
Under, the Moment concentrated can be generated in the foundation anchor part of tower bottom, it is possible to fastening invalidation is caused, so as to cause
Pylon topples.How to pass through the glissando Latticed Towers similar to wind turbine tower etc. and carry out vibration control, is effectively reduced
The dynamic response of wind tower improves military service performance, extends fatigue life, is that the present invention needs technical problems to be solved.
Damping device such as Chinese patent application about Latticed Towers pedestal and basis connection in the prior art
CN102102637A, technical solution are: being equipped with cushion blocking 5 in the bottom of bracket base 4, the cushion blocking 5 is fixed on ground 6
On.The bottom end of the mobile jib 2 is equipped with cushion blocking 5, and mobile jib is fixed on cushion blocking 5, and cushion blocking 5 is fixed on ground 6.Again such as
Chinese patent CN206600242U, technical solution are: the lower part of reinforced concrete plinth 17 is provided with built-in lower flange 18,
The top of the reinforced concrete plinth 17 is provided with built-in upper flange 16, and the column 12 is fixed on the built-in upper flange 16
On, also, metal rubber shock pad 14 is provided between the column 12 and the built-in upper flange 16.
Above-mentioned patent is arranged resilient cushion directly between tower base and basis, and the damping effect of resilient cushion has when earthquake
Limit, resilient cushion, which also lacks, waves mechanism, can not move the localized bumps to accompany, dissipation Seismic input energy by reciprocating swing
Amount reduces the earthquake response of pylon superstructure, guarantees that the ability of superstructure safety is also limited.
Although it is noted that further relating to a kind of connection wind-driven generator 20 and vertical in Chinese patent CN206600242U
The damper of column 12 can satisfy the damping requirement in the installation of wind-driven generator 20 and operational process, meet on resident's building
The requirement of wind-driven generator is set, which includes upper end cover 1, lower convex platform 9 and honeycomb shock-absorbing sleeve 3, the upper end cover 1 and institute
It states lower convex platform 9 to link together by bolt 4, metal rubber shock pad 8 is set between the upper end cover 1 and lower convex platform 9, it is described
Upper flange plate is arranged in the lower end of upper end cover 1, and the top of the lower convex platform 9 is provided with lower flange, the upper flange plate and institute
It states lower flange to link together by the bolt 4, metal pressure ring 7 is arranged in the top of the bolt 4, goes back outside the bolt 4
It is arranged with metal-rubber set 5, the metal-rubber set 5 is clipped between the metal pressure ring 7 and the upper flange plate；The technical side
Although the isolation mounting that metal pressure ring 7 and metal-rubber set 5 are formed is arranged in case between bolt top and upper flange plate, should
Damping scheme is vibrated not directed to earthquake for common, nor is to use for the damping of pylon in earthquake and basis connection
Meet damping requirement and the reduction in wind-driven generator installation and operational process to connect wind-driven generator 20 and column 12
Vibration intensity in house meets the requirement that wind-driven generator is arranged on resident's building.And the damping scheme is also without waving
The isolation mounting that mechanism, metal pressure ring 7 and metal-rubber set 5 are formed not is element with variable rigidity, which can not be by past
The localized bumps that rereeling pendular motion accompanies, dissipation inputting seismic energy, the program reduces the ground of pylon superstructure when earthquake
Shake reaction guarantees that the ability of superstructure safety is also limited.
Summary of the invention
Lack the defect of earthquake resistant construction present in connecting for existing wind turbine tower with reinforced concrete foundation, this
Invention is designed to provide a kind of structure novel, and installation is simple, convenient for safeguarding, securely and reliably, can effectively improve such as wind
The device of the power power generation contour towering pylon shock resistance of pylon.
Technical scheme is as follows:
What a kind of pedestal applied to Latticed Towers was connected with anchor bolt type basis waves damping device, described to wave damping dress
Several element with variable rigidity set between the pedestal 5 by being anchored at Latticed Towers and basis 7 are constituted, and described basic 7 be anchor bolt type base
Plinth；The anchor bolt type basis includes anchor bolt structure 16 and basis 7, and the anchor bolt structure 16 includes upper end anchor slab 11, lower end anchor slab
17 and connect the anchor bolt 12 of the upper end anchor slab 11 and the lower end anchor slab 17；The element with variable rigidity includes the high-strength spiral shell pre-tightened
Bolt 8, nut 9 and earthquake isolating equipment 10；5 circumference of pedestal of the Latticed Towers lower end is each inside and outside pylon stack shell 4 uniformly to be opened
Equipped with several first through hole 13 that a circle is passed through for the high-strength bolt 8 of preload, correspondingly, anchor slab 11 circumference in upper end is also along pylon cylinder
Several second through-holes 14 that a circle is passed through for the high-strength bolt 8 of preload are respectively uniformly provided with inside and outside body 4, in earthquake isolating equipment 10
Portion also opens up the third through-hole 15 passed through for the high-strength bolt 8 of preload, the pedestal 5 and anchor bolt type foundation anchor of Latticed Towers
When, several first through hole 13, the second through-hole 14, third through-hole 15 form butt hole and pass through for the high-strength bolt 8 of preload；It is described every
Shake device 10 is compacted and is anchored between 5/ upper end anchor slab 11 of pedestal and nut 9, the earthquake isolating equipment 10 be butterfly spring group or
Common pressure spring group, when earthquake described in wave damping device the preload interface between pedestal 5 and basis 7 enabled to separate production
Raw oscillating motion.
Preferably, the spring in the disk spring group or common pressure spring group can be arranged with parallel/series.
Preferably, the Latticed Towers can communicate pylon or single hose electric power pylon for wind turbine tower, single hose
Frame.
Preferably, when the pedestal 5 of Latticed Towers and upper end anchor slab 11 anchor, several first through hole 13, the second through-hole 14, the
Three through-holes 15 form butt hole and pass through for the high-strength bolt 8 of preload；The earthquake isolating equipment 10, which is compacted, is anchored in 5/ upper end of pedestal
Between anchor slab 11 and nut 9.
Preferably, the earthquake isolating equipment 10 is located at the unilateral side or two sides of 11 linkage interface of pedestal 5 and upper end anchor slab.
It is a kind of by the of the invention anchor bolt type pedestal anchorage part for waving damping device connection, including described wave damping dress
It sets, the pedestal 5 on anchor bolt type basis and Latticed Towers, the base for waving damping device and anchor bolt type basis and Latticed Towers being set
Between seat 5.
Compared with prior art, the present invention advantage is:
1) present invention is amplification with the anti-seismic structure of wind turbine tower and basis connection, in similar Latticed Towers pedestal and
Basic ring type basis junction design structure is unique to wave damping device, plays and waves cushioning effect, has filled up domestic towering
Pylon connect the design blank of antidetonation with basis.
2) damping device that waves of the invention realizes that the multistage of rigidity changes by multiple element with variable rigidity being evenly arranged,
To meet performance requirement of the Latticed Towers under different force active state.Under normal operating condition, damping device tool is waved
Have and connect identical rigidity with tradition, guarantees the normal work of Latticed Towers；In earthquake or the stronger geological process of setting up defences
Under, the preload interface for waving the element with variable rigidity of tension side in damping device separates, and rigidity significantly reduces, to make pylon
The oscillating motion that one side compression of generation, the other side are lifted, as shown in Fig. 7.
3) under set up defences earthquake or stronger geological process, on the one hand, the natural vibration period of pylon is extended, thus
The predominant period of earthquake ground motion is avoided, seismic energy input is reduced；On the other hand by accompanying with reciprocating swing movement
Localized bumps, dissipation inputting seismic energy can further decrease the earthquake response of pylon superstructure, to guarantee that top is tied
The safety of structure.
4) element with variable rigidity of the invention includes high-strength bolt, nut and the earthquake isolating equipment pre-tightened；The earthquake isolating equipment is set
It is placed in pedestal/between basis ring top board and nut, the earthquake isolating equipment can be butterfly spring group or common pressure spring group, pass through butterfly
Damping is waved in shape groups of springs or the realization of common pressure spring group, and structure of the invention is novel, and installation is simple, convenient for safeguarding, securely and reliably.
5) present invention can rationally design the number of spring in disk spring group or common pressure spring group according to needed for Aseismic Design
Amount, and disk spring group or common pressure spring group can be located at the unilateral side or two sides of pedestal and basic ring top board linkage interface；It is dish-like
Spring in groups of springs or common pressure spring group can be arranged in parallel, and can also be arranged in series, so that using more flexible efficient.
Detailed description of the invention
Fig. 1 China effectively wind power concentration distribution map；
Fig. 2 Earthquake In China moves peak accelerator zoning map；
Fig. 3 wind turbine tower connect anchorage part schematic diagram with basis；
Fig. 4 waves the element with variable rigidity sectional view of damping device；
Fig. 5 waves the element with variable rigidity top view of damping device；
Fig. 6 anchor bolt type pedestal anchorage part waves damping device schematic diagram；
Oscillating motion schematic diagram occurs for tower base under Fig. 7 geological process；
Fig. 8 waves damping device element with variable rigidity tension behavior schematic diagram.
Description of symbols: generator bay 1, blade 2, bump joint 3, pylon stack shell 4, pedestal 5, ground 6, basis 7, height
Strength bolt 8, nut 9, earthquake isolating equipment 10, upper end anchor slab 11, anchor bolt 12, first through hole 13, the second through-hole 14, third through-hole 15,
Anchor bolt structure 16, lower end anchor slab 17, compression-side high-strength bolt 18, tension side high-strength bolt 19, tension side pedestal lift distance S,
Traditional high-strength bolt connection tension curve a, element with variable rigidity tension curve b, pre-tighten interfacial separation point c, groups of springs compresses point d,
High-strength bolt yield point e, serviceability limit state point f, seismic performance of setting up defences point g, rarely occurred earthquake effect propety point h.
Specific embodiment
Next combined with specific embodiments below invention is further explained, but does not limit the invention to these tools
Body embodiment.One skilled in the art would recognize that present invention encompasses may include in Claims scope
All alternatives, improvement project and equivalent scheme.
Structural principle and working principle of the invention are described in detail with reference to the accompanying drawing:
It as shown in Fig. 3, is a typical wind turbine tower and basis connection anchorage part schematic diagram, the wind-force
Power generation pylon is formed by connecting by multistage pylon stack shell 4 by bump joint 3, and the wind turbine tower upper end connects generator bay
1 and blade 2 form wind power generating set；The wind turbine tower lower end is pedestal 5, the anchor that the pedestal 5 passes through steel
The connection of stud structure 16 is located at the reinforced concrete foundation 7 below of ground 6.
By be arranged in attached wind turbine tower shown in Fig. 3 it is of the invention wave damping device, can permit pylon
Reciprocating swing movement occurs under violent earthquake effect for pedestal 5, achievees the purpose that damping.The damping device that waves is set to tower
Between frame pedestal 5 and basis 7.
As shown in attached drawing 4,5,6, it is described wave damping device by for being anchored at Latticed Towers pedestal 5 and basis 7 it
Between several element with variable rigidity constitute, described basic 7 for anchor bolt type basis；The anchor bolt type basis includes anchor bolt structure 16 and base
Plinth 7, the anchor bolt structure 16 include upper end anchor slab 11, lower end anchor slab 17 and the connection upper end anchor slab 11 and the lower end anchor slab
17 anchor bolt 12；The element with variable rigidity includes high-strength bolt 8, nut 9 and the earthquake isolating equipment 10 pre-tightened, the earthquake isolating equipment 10
It can be butterfly spring group or common pressure spring group；5 circumference of pedestal of the wind turbine tower lower end is two inside and outside pylon stack shell 4
Side is respectively uniformly provided with several first through hole 13 that a circle is passed through for the high-strength bolt 8 of preload, correspondingly, 11 circumference of upper end anchor slab
Also several second through-holes 14 that a circle is passed through for the high-strength bolt 8 of preload are respectively uniformly provided with inside and outside pylon stack shell 4, every
10 middle part of shake device also opens up the third through-hole 15 passed through for the high-strength bolt 8 of preload, and the earthquake isolating equipment 10 is set to base
Between 5/ upper end anchor slab 11 of seat and nut 9.When pedestal 5 and upper end anchor slab 11 connect, several first through hole 13, the second through-hole
14, third through-hole 15 forms butt hole and passes through for the high-strength bolt 8 of preload, is finally anchored 10 clamping of earthquake isolating equipment with nut 9
Between 5/ upper end anchor slab 11 of pedestal and nut 9.
It should be noted that technical staff can rationally design disk spring group or common pressure according to needed for Aseismic Design
The quantity of spring in spring group, disk spring group or common pressure spring group can be located at the unilateral side of 11 linkage interface of pedestal 5 and upper end anchor slab
Shown in attached drawing 6, the two sides that may be alternatively located at 11 linkage interface of pedestal 5 and upper end anchor slab are as shown in Fig. 4.In addition, being set according to antidetonation
Required and pretightning force and the size for waving displacement are counted, the spring in disk spring group or common pressure spring group can be arranged in parallel,
It can also be arranged in series.
As shown in Fig. 6, be the schematic diagram for waving damping device and being applied to anchor bolt type basis of the invention: a kind of use is shaken
The anchor bolt type pedestal anchorage part for putting damping device connection, the base including waving damping device, anchor bolt type basis and Latticed Towers
Seat 5, the damping device that waves are arranged between anchor bolt type basis and the pedestal 5 of Latticed Towers；The anchor bolt type basis includes
Anchor bolt structure 16 and basis 7, the anchor bolt structure 16 include upper end anchor slab 11, lower end anchor slab 17 and the connection upper end anchor slab 11
With the anchor bolt 12 of the lower end anchor slab 17；Wherein, the damping device that waves includes several element with variable rigidity；Anchor bolt structure 16 is existing
It pours in basis 7,5 circumference of pedestal of Latticed Towers is respectively uniformly provided with a circle for the height of preload inside and outside pylon stack shell 4
Several first through hole 13 that strength bolt 8 passes through, correspondingly, 11 circumference of upper end anchor slab are also each uniform inside and outside pylon stack shell 4
Several second through-holes 14 that a circle is passed through for the high-strength bolt 8 of preload are offered, when the pedestal 5 and upper end anchor slab 11 of Latticed Towers
Up and down when docking anchoring, several element with variable rigidity are evenly arranged in the butt hole of first through hole 13 and the formation of the second through-hole 14
It is interior.
The damping device that waves of the invention realizes that the multistage of rigidity changes by multiple element with variable rigidity being evenly arranged, with
Meet performance requirement of the wind turbine tower under different force active state.Under normal operating condition, damping device is waved
With identical rigidity is connect with tradition, guarantee the normal work of wind turbine tower；On earthquake or the stronger ground of setting up defences
Shake effect under, as shown in Fig. 7, wave the element with variable rigidity of tension side in damping device preload interface occur separation referring to by
Side high-strength bolt 19 is drawn, rigidity significantly reduces, so that the side compression that pylon occurs is referring to compression-side high-strength bolt 18, another
Lift the oscillating motion that distance S is lifted referring to tension side pedestal in side.In this case, on the one hand, the natural vibration period of pylon is able to
Extend, to avoid the predominant period of earthquake ground motion, reduces seismic energy input；On the other hand by being transported with reciprocating swing
The dynamic localized bumps to accompany, dissipation inputting seismic energy can further decrease the earthquake response of pylon superstructure, to protect
Demonstrate,prove the safety of superstructure.
As shown in Fig. 8, damping device element with variable rigidity tension behavior schematic diagram is waved for the present invention, it is right referring to this figure
Mechanism of the invention is described below:
Curve a is that traditional high-strength bolt connects tension curve；Curve b is element with variable rigidity tension curve；Work as wind-power electricity generation
When pylon is in normal operating condition, wave Moment that damping device is subject to it is smaller when, tension side becomes what rigid unit was subject to
Pulling force is less than its initial pretightening force, and linkage interface is in impaction state, and element with variable rigidity has very big tension rigidity；Work as pylon
When surmounting serviceability limit state point f under the short-term side force effect such as earthquake, at the beginning of the pulling force that element with variable rigidity is subject to is greater than it
Beginning pretightning force, referring to interfacial separation point c is pre-tightened, linkage interface separates at this time, under the tension rigidity of element with variable rigidity is significant
Drop, and linear behavior is shown referring to the seismic performance point g that sets up defences in biggish deformation range.If external action is into one
Step is increased referring to rarely occurred earthquake effect propety point h, and butterfly spring group or common pressure spring group are fully pressed and compress referring to groups of springs
Point d, the tension rigidity of element with variable rigidity, which has, to be significantly increased, until high-strength bolt tension is surrendered referring to high-strength bolt yield point e.
Compared with traditional high-strength bolt connection, element with variable rigidity significantly improves the deformability of junction, has postponed high-strength bolt
Surrender.
It should be understood that the present invention describe method the step of be only exemplary description, it is successively carried out
Time sequencing does not have special requirement, unless itself there is inevitable sequencing relationship.
As it appears from the above, although the present invention is illustrated with reference to limited embodiment and attached drawing, belonging to the present invention
Have can carrying out various modifications and deform from this record per capita for usual knowledge in field.Other embodiments and power as a result,
Sharp claim and equivalent belong to scope of protection of the claims.
Claims (6)
1. a kind of pedestal applied to Latticed Towers waves damping device with what anchor bolt type basis connected, which is characterized in that described
It waves damping device to be made of several element with variable rigidity being anchored between the pedestal (5) of Latticed Towers and basic (7), the base
Plinth (7) is anchor bolt type basis；The anchor bolt type basis includes anchor bolt structure (16) and basic (7), anchor bolt structure (16) packet
Include the anchor bolt of upper end anchor slab (11), lower end anchor slab (17) and connection the upper end anchor slab (11) and the lower end anchor slab (17)
(12)；The element with variable rigidity includes high-strength bolt (8), nut (9) and the earthquake isolating equipment (10) pre-tightened；Under the Latticed Towers
Pedestal (5) circumference at end is respectively uniformly provided with what a circle was passed through for the high-strength bolt (8) of preload inside and outside pylon stack shell (4)
Several first through hole (13), correspondingly, upper end anchor slab (11) circumference are also respectively uniformly provided with one inside and outside pylon stack shell (4)
Several second through-holes (14) passed through for the high-strength bolt (8) of preload are enclosed, are also opened up in the middle part of earthquake isolating equipment (10) for preload
The third through-hole (15) that high-strength bolt (8) passes through, when the pedestal (5) of Latticed Towers is with anchor bolt type foundation anchor, several first is logical
Hole (13), the second through-hole (14), third through-hole (15) form butt hole and pass through for the high-strength bolt (8) of preload；The shock insulation dress
It sets (10) and is compacted and be anchored between pedestal (5)/upper end anchor slab 11 and nut (9), the earthquake isolating equipment (10) is butterfly spring
Group or common pressure spring group；Damping device is waved described in when earthquake enables to the preload interface between pedestal (5) and basic (7) to send out
It is estranged from generate oscillating motion.
2. described in any item according to claim 1 wave damping device, it is characterised in that: the butterfly spring group or common pressure
Spring in spring group can be arranged with parallel/series.
3. -2 described in any item waving damping device according to claim 1, it is characterised in that: the Latticed Towers can be wind
Power power generation pylon, single hose communication pylon or single hose power transmission line pylon.
4. according to claim 1-3 wave damping device, it is characterised in that: the pedestal (5) of Latticed Towers with
When upper end anchor slab (11) anchors, several first through hole (13), the second through-hole (14), third through-hole (15) form butt hole for pre-tightening
High-strength bolt (8) pass through；The earthquake isolating equipment (10) be compacted be anchored in pedestal (5)/upper end anchor slab 11 and nut (9) it
Between.
5. according to claim 1-4 wave damping device, it is characterised in that: the earthquake isolating equipment (10) is located at
The unilateral side or two sides of pedestal (5) and upper end anchor slab (11) linkage interface.
6. a kind of anchor bolt type pedestal anchorage part connected using damping device is waved described in claim 1-5 any one,
It is characterised in that it includes the pedestal (5) for waving damping device, anchor bolt type basis and Latticed Towers, described to wave damping dress
It installs between anchor bolt type basis and the pedestal (5) of Latticed Towers.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811218372.6A CN109056782A (en) | 2018-10-19 | 2018-10-19 | It is a kind of to wave damping device with what anchor bolt type basis connected applied to Latticed Towers pedestal |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811218372.6A CN109056782A (en) | 2018-10-19 | 2018-10-19 | It is a kind of to wave damping device with what anchor bolt type basis connected applied to Latticed Towers pedestal |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN109056782A true CN109056782A (en) | 2018-12-21 |
Family
ID=64764210
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201811218372.6A Pending CN109056782A (en) | 2018-10-19 | 2018-10-19 | It is a kind of to wave damping device with what anchor bolt type basis connected applied to Latticed Towers pedestal |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109056782A (en) |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001303587A (en) * | 2000-04-25 | 2001-10-31 | Okabe Co Ltd | Aseismatic construction method for anchor bolt |
| CN101509260A (en) * | 2009-03-03 | 2009-08-19 | 薛江炜 | Method for changing applied force state of pile |
| CN101525884A (en) * | 2009-03-23 | 2009-09-09 | 广州大学 | Anti-seismic device of high voltage power transmission tower |
| CN102011827A (en) * | 2010-11-22 | 2011-04-13 | 北京浩瑞诚业新型建材有限公司 | Equipment foundation vibration damping base and construction method thereof |
| CN102758445A (en) * | 2011-04-27 | 2012-10-31 | 华锐风电科技(集团)股份有限公司 | Foundation leveling device, foundation assembly and foundation forming method for wind driven generator tower |
| CN103362063A (en) * | 2012-03-29 | 2013-10-23 | 陈兴冲 | Base oscillating shock-isolation device for pile foundation bridge pier |
| CN108193792A (en) * | 2017-12-01 | 2018-06-22 | 北京建筑大学 | A kind of novel replaceable waves energy consumption suspension column |
-
2018
- 2018-10-19 CN CN201811218372.6A patent/CN109056782A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001303587A (en) * | 2000-04-25 | 2001-10-31 | Okabe Co Ltd | Aseismatic construction method for anchor bolt |
| CN101509260A (en) * | 2009-03-03 | 2009-08-19 | 薛江炜 | Method for changing applied force state of pile |
| CN101525884A (en) * | 2009-03-23 | 2009-09-09 | 广州大学 | Anti-seismic device of high voltage power transmission tower |
| CN102011827A (en) * | 2010-11-22 | 2011-04-13 | 北京浩瑞诚业新型建材有限公司 | Equipment foundation vibration damping base and construction method thereof |
| CN102758445A (en) * | 2011-04-27 | 2012-10-31 | 华锐风电科技(集团)股份有限公司 | Foundation leveling device, foundation assembly and foundation forming method for wind driven generator tower |
| CN103362063A (en) * | 2012-03-29 | 2013-10-23 | 陈兴冲 | Base oscillating shock-isolation device for pile foundation bridge pier |
| CN108193792A (en) * | 2017-12-01 | 2018-06-22 | 北京建筑大学 | A kind of novel replaceable waves energy consumption suspension column |
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