CN104278620A - Resettable roll-in type swinging seismic-isolation pier stud with flanges - Google Patents
Resettable roll-in type swinging seismic-isolation pier stud with flanges Download PDFInfo
- Publication number
- CN104278620A CN104278620A CN201410514822.1A CN201410514822A CN104278620A CN 104278620 A CN104278620 A CN 104278620A CN 201410514822 A CN201410514822 A CN 201410514822A CN 104278620 A CN104278620 A CN 104278620A
- Authority
- CN
- China
- Prior art keywords
- pier
- bridge pier
- cushion cap
- bridge
- stud
- 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.)
- Granted
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/04—Bearings; Hinges
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/08—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against transmission of vibrations or movements in the foundation soil
Landscapes
- Engineering & Computer Science (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- General Engineering & Computer Science (AREA)
- Architecture (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
Disclosed is a resettable roll-in type swinging seismic-isolation pier stud with flanges. The resettable roll-in swinging seismic-isolation pier stud is of a resettable seismic-isolation structure. The seismic-isolation pier stud comprises a main beam, piers, bearing platforms, semi-protruding spherical pier bottoms, pier flanges, rubber spacers, hollowed semispherical bearing platform tops, shape memory alloy shear bolts and oblique-section stoppers. The fixed connection of the piers and the bearing platforms is changed into swingable hinge connection. The spherical pier bottoms of the piers are embedded in the hollowed hemispheres of the bearing platform tops. The pier flanges are arranged on two sides of the upper portions of the spherical pier bottoms and are in anchorage connection with the bearing platforms via the shape memory alloy shear bolts. The rubber spacers are arranged between the semi-protruding spherical pier bottoms and the hollowed semispherical tops and between the bearing platforms and the pier flanges as well as between the sides of the pier flanges and the bearing platform stoppers. The pier stud is separated from the foundation, and seismic energy can be filtered by swinging, so that the piers and the foundation are protected. The resettable roll-in type swinging seismic-isolation pier stud has excellent social and economic benefits and worthy of popularization and application.
Description
Technical field
The present invention relates to bridge engineering and to cross a river engineering technical field of isolation, especially relate to a kind of can Self-resetting wave shock insulation pier stud.
Background technology
China's most area is in earthquake-prone region, particularly North China and southwest etc. or meizoseismal area, when these regional Construction structure, and the anti-seismic performance that structure must be considered and the destruction of taking rational form of structure to bring to reduce earthquake.Nearly violent earthquake both domestic and external several times all show the serious consequence that bridge engineering destroys, and must take effective seismic measures to it, to alleviate the destruction of bridge, keeps transportation lifeline engineering disaster area after earthquake relief work and shake unimpeded in rebuilding.Different according to structural seismic mechanism, " antidetonation ", " shock-damping energy-dissipating " and " shock insulation " three kinds of modes can be divided into.Bridge seismic isolation design, mainly between the structure of bridge upper and lower part, adopts various vibration absorption and isolation support to replace traditional axle beam support, the frequency range that the seismic energy that staggers is concentrated with extending structure natural vibration period, simultaneously dissipative part seismic energy.Bridge Ductility Design mainly utilizes the plastic strain of bridge pier, but the damage reparation of Pier is difficult, can cause Bridge Structure Collapse time serious.Highly seismic region, the short bridge pier of centering, for ensureing safety when plastic hinge region moment of flexure is excessive, the method by increasing section area is very uneconomical, and ductility is difficult to ensure.For the problems referred to above, shock insulation thought is applied to bridge pier position herein, propose a kind of can the isolation structure waving pier stud of Self-resetting.The structure of pier stud shock insulation effectively can discharge the moment of flexure at the bottom of pier, therefore can not form plastic hinge bottom bridge pier, the reaction of the bridge pier effectively controlled in earthquake, thus protects bridge, reaches the object of Bridge Earthquake Resistance Design.
Summary of the invention
In order to solve bridge pier Problems existing in the Bridge Earthquake Resistance Design set forth in background technology, the present invention proposes a kind of can the isolation structure waving pier stud of Self-resetting, the shock resistance of bridge can be improved, and connect damage after can repair fast.Realize " energy dissipating " and " shock insulation " use in conjunction in bridge pier antidetonation, the destruction of effective control structure under geological process, what ensure structure can restore funcitons.
For achieving the above object, the technical solution used in the present invention is the ball of Self-resetting can enter the formula band wing and wave shock insulation pier stud, its for a kind of can the isolation structure waving pier stud of Self-resetting, this shock insulation pier stud to comprise at the bottom of girder 1, bridge pier 2, cushion cap 3, the spherical pier of semi-convex formula 5, bridge pier wing plate 6, rubber spacer 7, hollow out hemisphere face cushion cap top 8, marmem shear studs 10, sloping section block 12.Traditional bearing is connected the mode of Dun Liang and changes pier consolidation into by it, bridge pier 2 and the consolidation of cushion cap 3 is changed into and can produce wave hinged.
The bottom of bridge pier 2 to be prefabricated at the bottom of the spherical pier of semi-convex formula 5; The top of cushion cap 3 is prefabricated into and hollows out hemispherical top 8; Bridge pier 2 is connected with cushion cap 3 in " ball enters formula " mode, and filled rubber bed course 7 better completes both slippage and rotation and protects contact surface therebetween.At the bottom of the spherical pier of bridge pier, both sides, top are bridge pier frange plates, and frange plate is by marmem shear studs 10 and cushion cap 3 anchor connection.Marmem shear studs 10 positions arrangement by pre-buried marmem shear studs sleeve 9, and anchoring is carried out by end anchorage steel plate 11 in two ends.The surrounding of cushion cap 3 has the sloping section block 12 higher than bridge pier frange plate, filled rubber bed course 7 between sloping section block 12 and bridge pier wing plate 6 side.
Described rubber spacer 7 to be arranged at the bottom of the spherical pier of semi-convex formula 5 and hollow out between hemispherical top 8, between cushion cap 3 and bridge pier wing plate 6, between bridge pier wing plate 6 side and cushion cap block 12.
The radius R of 5 hemisphere at the bottom of the spherical pier of semi-convex formula
1bridge is less than the radius of pier or the minimum dimension in cross section, the depression radius R of cushion cap 3
2be less than the half of cushion cap thickness, and R
1be less than R
2.The rubber spacer 7 of filling thickness D between described bridge pier wing plate 6 and cushion cap 3, by this not exclusively fixing connected mode, pier stud reaches " every " object of shaking.
The demand of the relative deformation of rubber spacer 7 and cushion cap 3 contact surface when rubber layer thickness D demand fulfillment waves.There is the bridge pier wing plate 6 stretched out bridge pier 2 both sides, and the width L of bridge pier wing plate 6 is greater than the maximum size in bridge pier radius or cross section, and bridge pier wing plate 6 height H is cushion cap 3 height of 1/3 ~ 1/2.
Bridge pier wing plate 6 is connected by marmem shear studs 10 with cushion cap 3.Shape memory alloy material (SMA) has unique shape memory effect and phase transformation superelastic properties, makes it can produce larger recovery stress and recovery strain.Marmem shear studs 10 can provide pulling capacity and shearing resistance for bridge pier 2, helps bridge pier 2 to reset.Marmem shear studs 10 is evenly arranged on bridge pier wing plate 6.
Cushion cap 3 surrounding is sloping section block 12, can adopt novel earthquake-proof link stopper form; This sloping section block 12 is made up of concrete wedge, vertical reinforcement, horizontal reinforcement, polystyrene foam spacing block and anti-stick thin layer, has resettability and easy prosthetic.By the design philosophy of sacrificial component, the width B of sloping section block 12 meets structural performance demand under site ground motion, as the secondary security perimeter of bridge pier antidetonation; displacement excessive when restriction bridge pier waves; under extreme case, sloping section block 12 can destroy, thus protection bridge construction main body.
The invention has the beneficial effects as follows:
Of the present invention can the isolation structure waving pier stud of Self-resetting, under geological process, damping effect is remarkable, be mainly reflected in following some:
1. because the connected mode of bridge pier and cushion cap can be reduced to hinged, the moment of flexure in earthquake bottom bridge pier is discharged, and shake rear abutment and the basic not damaged in basis, integrality is better.And wave shock insulation and change less to the design of existing conventional bridge pier, easily realize, applied widely.
2. the ball waving pier stud enters that formula is connected under small angle tower can Self-resetting, and between bridge pier and cushion cap, junction embeds rubber spacer and is beneficial to and waves, and has marmem shear studs to help to reset, cushion cap surrounding block restriction bridge pier over-large displacement.Therefore, structure can realize waving in earthquake, reaches the effect of shock insulation.
3. the present invention changes consolidation into by hinged for traditional pier beam, and bridge pier and girder junction no longer arrange bearing, avoids the excessive and beam that falls caused of bearing slippage and girder relative displacement in earthquake; Simultaneously because bearing exists endurance issues, the phase needs periodic detection and changes in time bearing under arms, and this structure well avoids problems.
4. the present invention is while meeting relevant design specification, pier column is separated with basis, waves filtering seismic energy, not only protect bridge pier but also protect basis.
5. the present invention's design makes structure bridge pier in earthquake stressed little, therefore can reduce design section and the arrangement of reinforcement of bridge pier; Shake rear abutment does not occur or slight damage occurs, and repairs a little and just can use, decrease the repair amount after shake and financial cost, ensure that and have a good transport and communication network, for shaking rear earthquake relief work and the valuable time has been won in post-disaster reconstruction.Therefore, this structure has good society economic benefit, is worthy of popularization.
Accompanying drawing explanation
Fig. 1 can the isolation structure waving pier stud of Self-resetting indulge bridge to schematic cross-section;
Fig. 2 is can the isolation structure direction across bridge schematic cross-section waving pier stud of Self-resetting;
Fig. 3 be can Self-resetting wave pier stud from rubber spacer top view;
Fig. 4 is the normal section schematic diagram of sloping section block.
In figure: 1, girder; 2, bridge pier; 3, cushion cap; 4, bridge pier; 5, at the bottom of the spherical pier of semi-convex formula; 6, bridge pier wing plate; 7, rubber spacer; 8, hemisphere face cushion cap top is hollowed out; 9, marmem shear studs sleeve; 10, marmem shear studs; 11, end anchorage steel plate; 12, sloping section block; L, pier wing plate width; H, pier wing plate thickness; R
1, the radius of a ball at the bottom of the spherical pier of semi-convex formula; R
2, hollow out hemisphere face cushion cap heading radius; D, rubber spacer thickness; B, block maximum cross-section, sloping section width.
Detailed description of the invention
Of the present invention a kind of can the isolation structure waving pier stud of Self-resetting under the natural calamity effects such as earthquake, by waving the seismic energy that dissipates, reach " energy dissipating " and " shock insulation " two kinds of objects.This structure is mainly used in bridge engineering and engineering seismic isolation technology of crossing a river, and also can be used in the little frame-shear-wall structure of depth-width ratio.
As Figure 1-4, the present invention is can a specific embodiment of Self-resetting structure under the natural calamity effects such as earthquake, and make to comprise at the bottom of girder 1, bridge pier 2, cushion cap 3, the spherical pier of semi-convex formula 5, bridge pier wing plate 6, rubber spacer 7, hollow out hemisphere face cushion cap top 8, marmem shear studs 10, sloping section block 12.
Can the bridge pier structure of Self-resetting, change the mode that traditional bearing connects Dun Liang into pier consolidation, bridge pier 2 and the consolidation of cushion cap 3 are changed into and can produce wave hinged.
The bottom of bridge pier 2 to be prefabricated at the bottom of the spherical pier of semi-convex formula 5; The top of cushion cap 3 is prefabricated into and hollows out hemispherical top 8; Bridge pier 2 is connected with cushion cap 3 in " ball enters formula " mode, the slippage of better both the realizations of filled rubber bed course 7 therebetween and rotation.At the bottom of the spherical pier of bridge pier, both sides, top are bridge pier frange plates, and frange plate is by marmem shear studs 10 and cushion cap 3 anchor connection.Marmem shear studs 10 positions arrangement by pre-buried marmem shear studs sleeve 9, and anchoring is carried out by end anchorage steel plate 11 in two ends.The surrounding of cushion cap 3 has the sloping section block 12 higher than bridge pier frange plate, filled rubber interlayer between sloping section block 12 and bridge pier wing plate 6 side.
Described rubber spacer 7 to be arranged at the bottom of the spherical pier of semi-convex formula 5 and hollow out between hemispherical top 8, between cushion cap 3 and bridge pier wing plate 6, between bridge pier wing plate 6 side and cushion cap block 12.
The radius R of 5 hemisphere at the bottom of the spherical pier of semi-convex formula
1bridge is less than the radius of pier or the minimum dimension in cross section, the depression radius R of cushion cap 3
2be less than the half of cushion cap thickness, and R
1be less than R
2.The rubber spacer 7 of filling thickness D between described bridge pier wing plate 6 and cushion cap 3, by this not exclusively fixing connected mode, pier stud reaches " every " object of shaking.
The demand of the relative deformation of rubber spacer 7 and cushion cap 3 contact surface when rubber layer thickness D demand fulfillment waves.There is the bridge pier wing plate 6 stretched out bridge pier 2 both sides, and the width L of bridge pier wing plate 6 is slightly less than the width of cushion cap 3 and is greater than the maximum size in bridge pier radius or cross section, and bridge pier wing plate 6 height H is cushion cap 3 height of 1/3 ~ 1/2.
Bridge pier wing plate 6 is connected by marmem shear studs 10 with cushion cap 3.Shape memory alloy material (SMA) has unique shape memory effect and phase transformation superelastic properties, makes it can produce larger recovery stress and recovery strain.Marmem shear studs 10 can provide pulling capacity and shearing resistance for bridge pier 2, helps bridge pier 2 to reset.Marmem shear studs 10 is evenly arranged on bridge pier wing plate 6.
Cushion cap 3 surrounding is sloping section block 12, can adopt novel earthquake-proof link stopper form; This sloping section block 12 is made up of concrete wedge, vertical reinforcement, horizontal reinforcement, polystyrene foam spacing block and anti-stick thin layer, has resettability and easy prosthetic.By the design philosophy of sacrificial component, the width B of sloping section block 12 meets structural performance demand under site ground motion, provides the secondary defence line of bridge pier quake-resistant safety; displacement excessive when restriction bridge pier waves; under extreme case, sloping section block 12 can destroy, thus protection bridge construction main body.
Under geological process, due to the effect of horizontal overturning moment, basis gets a promotion with the interface place of pier stud, and lifting repeatedly and return cause waving of pontic, and internal force at the bottom of pier (moment of flexure) is released.The connection that ball enters formula can realize waving the positioning limit with pier stud stably.Marmem shear studs 10 earthquake energy in swing process, and retrain the bridge pier edge of a wing, for bridge pier provides restoring force.The block 12 of cushion cap surrounding limits the excessive displacement of bridge pier, ensures that bridge pier resets.Bottom pier stud and cushion cap hinged, release moment of flexure at the bottom of pier, reduce the size in pier stud cross section.In addition, the shear studs 10 between cushion cap and pier stud wing plate is carried out arrangement by the sleeve be embedded in basis and pier stud and is located, and does not expose, not easily aged deterioration, can increase its application life, also easily changes.This structure does not re-use bearing, and solve the problem that traditional bridge needs replacing time in bridge life cycle management, economic benefit improves greatly.The joint structure mode adaptive ability of Self-resetting is strong, under normal service load effect (as Foundation displacement effect, carload, automobile braking force etc.), is not separated between pier stud with cushion cap.Under little shake effect, bridge pier realizes waving of structure by the distortion of rubber spacer, reduces the stressed of main structure body; Under large shake effect, produce larger relative displacement and lift-off between pier shaft and cushion cap, now, marmem shear studs helps bridge pier to reset, and meanwhile, what the sloping section block restriction of cushion cap surrounding was larger waves displacement.Hinged due to bridge pier and cushion cap, it is stressed that release moment of flexure decreases structural earthquake, and after ensureing shake, the bearing capacity of structure does not decline substantially.Therefore not only bridge pier column is protected but also protect cushion cap foundation, can also restrainer, the high request of structural seismic performance can be met.Can the pier stud isolation structure that wave of Self-resetting all there is good service behaviour under normal service load and accidental seismic loading, be worth applying in Practical Project.
Claims (6)
1. the ball of Self-resetting can enter the formula band wing and wave shock insulation pier stud, it is characterized in that: this pier stud be a kind of can the isolation structure waving pier stud of Self-resetting, this shock insulation pier stud comprises (5), bridge pier wing plate (6) at the bottom of girder (1), bridge pier (2), cushion cap (3), the spherical pier of semi-convex formula, rubber spacer (7), hollows out hemisphere face cushion cap top (8), marmem shear studs (10), sloping section block (12); Traditional bearing is connected the mode of Dun Liang and changes pier consolidation into by it, bridge pier (2) and the consolidation of cushion cap (3) is changed into and can produce wave hinged;
The bottom of bridge pier (2) is prefabricated at the bottom of the spherical pier of semi-convex formula (5); The top of cushion cap (3) is prefabricated into and hollows out hemispherical top (8); Bridge pier (2) is connected with cushion cap (3) in " ball enters formula " mode, therebetween filled rubber bed course (7) realize both slippage and rotation protect contact surface; At the bottom of the spherical pier of bridge pier, both sides, top are bridge pier frange plates, and frange plate is by marmem shear studs (10) and cushion cap (3) anchor connection; Marmem shear studs (10) positions arrangement by pre-buried marmem shear studs sleeve (9), and anchoring is carried out by end anchorage steel plate (11) in two ends; The surrounding of cushion cap (3) has the sloping section block (12) higher than bridge pier frange plate, filled rubber bed course (7) between sloping section block (12) and bridge pier wing plate (6) side.
2. according to claim 1ly the ball of Self-resetting can to enter the formula band wing and wave shock insulation pier stud, it is characterized in that: described rubber spacer (7) is arranged on (5) at the bottom of the spherical pier of semi-convex formula and hollows out between hemispherical top (8), between cushion cap (3) and bridge pier wing plate (6), between bridge pier wing plate (6) side and cushion cap block (12).
3. according to claim 1ly the ball of Self-resetting can to enter the formula band wing and wave shock insulation pier stud, it is characterized in that: the radius R of (5) hemisphere at the bottom of the spherical pier of semi-convex formula
1bridge is less than the radius of pier or the minimum dimension in cross section, the depression radius R of cushion cap (3)
2be less than the half of cushion cap thickness, and R
1be less than R
2; The rubber spacer (7) of filling thickness D between described bridge pier wing plate (6) and cushion cap (3), by this not exclusively fixing connected mode, pier stud reaches " every " object of shaking.
4. according to claim 1ly the ball of Self-resetting can to enter the formula band wing and wave shock insulation pier stud, it is characterized in that: the demand of the relative deformation of rubber spacer (7) and cushion cap (3) contact surface when rubber layer thickness D demand fulfillment waves; There is the bridge pier wing plate (6) stretched out bridge pier (2) both sides, the width L of bridge pier wing plate (6) is slightly less than the width of cushion cap (3) and is greater than the maximum size in bridge pier radius or cross section, bridge pier wing plate (6) height H be the cushion cap (3) of 1/3 ~ 1/2 highly.
5. according to claim 1ly the ball of Self-resetting can to enter the formula band wing and wave shock insulation pier stud, it is characterized in that: bridge pier wing plate (6) is connected by marmem shear studs (10) with cushion cap (3); Marmem shear studs (10) can provide pulling capacity and shearing resistance for bridge pier (2), helps bridge pier (2) to reset; Marmem shear studs (10) is evenly arranged on bridge pier wing plate (6).
6. according to claim 1ly the ball of Self-resetting can to enter the formula band wing and wave shock insulation pier stud, it is characterized in that: cushion cap (3) surrounding is sloping section block (12), novel earthquake-proof link stopper form can be adopted; This sloping section block (12) is made up of concrete wedge, vertical reinforcement, horizontal reinforcement, polystyrene foam spacing block and anti-stick thin layer, has resettability and easy prosthetic; The width B of sloping section block (12) meets structural performance demand under site ground motion; there is provided the secondary defence line of bridge pier quake-resistant safety, displacement excessive when restriction bridge pier waves, under extreme case; sloping section block (12) can destroy, thus protection bridge construction main body.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410514822.1A CN104278620B (en) | 2014-09-29 | 2014-09-29 | The ball of Self-resetting can enter formula winged and wave shock insulation pier stud |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410514822.1A CN104278620B (en) | 2014-09-29 | 2014-09-29 | The ball of Self-resetting can enter formula winged and wave shock insulation pier stud |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104278620A true CN104278620A (en) | 2015-01-14 |
| CN104278620B CN104278620B (en) | 2016-09-14 |
Family
ID=52253928
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410514822.1A Active CN104278620B (en) | 2014-09-29 | 2014-09-29 | The ball of Self-resetting can enter formula winged and wave shock insulation pier stud |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN104278620B (en) |
Cited By (29)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105297617A (en) * | 2015-11-24 | 2016-02-03 | 北京工业大学 | Double-column type swinging shock-insulation bridge pier structure system |
| CN105735111A (en) * | 2016-04-03 | 2016-07-06 | 北京工业大学 | Self-centering swing shock insulation design method for ellipsoidal surface of pier bottom of bridge |
| CN105887665A (en) * | 2016-04-12 | 2016-08-24 | 东南大学 | Self-restoring rolling swinging shake-isolation bridge pier |
| CN106087715A (en) * | 2016-08-19 | 2016-11-09 | 南京工业大学 | Damping device and damping method for assembled pier |
| CN106245969A (en) * | 2016-07-21 | 2016-12-21 | 李洪涛 | A kind of green energy conservation earthquake-resistant building structure |
| CN107873066A (en) * | 2015-04-08 | 2018-04-03 | 汉堡-哈尔堡工业大学 | For damping the device of bridge vibration of beam |
| CN107964868A (en) * | 2017-12-06 | 2018-04-27 | 南昌大学 | A kind of Self-resetting spring retainer buffers the anti-fall girder construction of Antivibration block |
| CN108221646A (en) * | 2018-01-03 | 2018-06-29 | 魏志峰 | The bridge pier that can be rectified a deviation and reinforce in highway bridge construction |
| CN108316131A (en) * | 2018-04-17 | 2018-07-24 | 苏交科集团（甘肃）交通规划设计有限公司 | A kind of precast block formula full prestressing pier structure and its method of construction |
| CN108360367A (en) * | 2018-02-09 | 2018-08-03 | 石家庄铁道大学 | A kind of antidetonation does not fall bridge pier |
| CN108532446A (en) * | 2018-06-11 | 2018-09-14 | 华侨大学 | Assembled steel bridge pier with Self-resetting |
| CN108708388A (en) * | 2018-04-10 | 2018-10-26 | 国核电力规划设计研究院有限公司 | Pole and tower foundation and preparation method thereof |
| CN109137973A (en) * | 2018-08-30 | 2019-01-04 | 北京工业大学 | One kind being used for the prefabricated beam column flexural pivot attachment device of underground structure |
| CN109853385A (en) * | 2019-04-02 | 2019-06-07 | 福州大学 | A kind of bridge tower Horizontal Seismic structure and its design method |
| JP2019157525A (en) * | 2018-03-14 | 2019-09-19 | 公益財団法人鉄道総合技術研究所 | Stopper and stopper fitting structure |
| CN110344515A (en) * | 2019-08-13 | 2019-10-18 | 安徽新华学院 | A kind of self-replaced type mill shock insulation pier device |
| CN111041978A (en) * | 2019-12-11 | 2020-04-21 | 郑州第二市政建设集团有限公司 | Anti-seismic pier column structure |
| CN111254815A (en) * | 2020-03-04 | 2020-06-09 | 东南大学 | Self-resetting prefabricated pier structure for single-pile foundation and assembling method thereof |
| CN112502035A (en) * | 2020-12-08 | 2021-03-16 | 防灾科技学院 | Assembled bridge double-column pier containing triple energy dissipation system |
| CN112854136A (en) * | 2021-03-03 | 2021-05-28 | 青岛西海岸市政工程有限公司 | Immersion corrosion degree protection device based on municipal bridge pier |
| CN113605218A (en) * | 2021-08-06 | 2021-11-05 | 江苏开放大学（江苏城市职业学院） | Swing self-reset rigid frame bridge double-limb thin-wall pier |
| CN113718639A (en) * | 2021-08-26 | 2021-11-30 | 同济大学建筑设计研究院(集团)有限公司 | Double-column type prefabricated swing pier multiple damping structure system with replaceable prestressed tendons |
| CN114134798A (en) * | 2021-12-09 | 2022-03-04 | 福州大学 | Self-resetting, anti-overturning and efficient shock absorption system for viaduct and construction method thereof |
| CN114775413A (en) * | 2022-05-11 | 2022-07-22 | 北京建筑大学 | Existing pier anti-seismic performance improving structure and method based on inertial container shock insulation and swing |
| CN114922059A (en) * | 2022-07-04 | 2022-08-19 | 哈尔滨工业大学 | Rolling ball shock insulation support of cross-sliding fault structure |
| CN116289510A (en) * | 2023-03-23 | 2023-06-23 | 天津大学 | Full-assembled double-column bridge structural system based on bearing platform and pier top swing |
| CN116289509A (en) * | 2023-03-23 | 2023-06-23 | 天津大学 | Multistage limiting-self-resetting element for full-assembled bridge of swinging bearing platform |
| CN116335017A (en) * | 2023-03-10 | 2023-06-27 | 天津大学 | Full-assembled bridge structure system of separated type swing bearing platform |
| CN117385732A (en) * | 2023-11-30 | 2024-01-12 | 石家庄铁道大学 | Prefabricated assembly type swing pier structure system, installation method and application |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| TW308187U (en) * | 1993-08-30 | 1997-06-11 | Kohei Co Ltd | Heat-bondable woven or knitted fabric |
| JPH10184096A (en) * | 1996-12-26 | 1998-07-14 | Obayashi Road Corp | Earthquake-resistant structure of building |
| JP2006342508A (en) * | 2005-06-07 | 2006-12-21 | Zenitaka Corp | Vibration reduction structure and vibration reduction construction method |
| CN101289868A (en) * | 2008-06-11 | 2008-10-22 | 陈茂祥 | Large earthquake resistance foundation structure of buildings |
| TWI308187B (en) * | 2006-03-30 | 2009-04-01 | wen-xiang Li | |
| CN103362147A (en) * | 2013-06-20 | 2013-10-23 | 上海师范大学 | Building multi-directional self-resetting seismic isolation structure |
| CN103882803A (en) * | 2014-03-19 | 2014-06-25 | 北京工业大学 | Replaceable transversely-arranged prestressing tendon self-resetting energy dissipation bridge pier |
| CN104060687A (en) * | 2014-07-03 | 2014-09-24 | 河北工程大学 | Controllable rotary self-resetting elastic column hinge structure and method for obtaining self-resetting elastic column hinge |
-
2014
- 2014-09-29 CN CN201410514822.1A patent/CN104278620B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| TW308187U (en) * | 1993-08-30 | 1997-06-11 | Kohei Co Ltd | Heat-bondable woven or knitted fabric |
| JPH10184096A (en) * | 1996-12-26 | 1998-07-14 | Obayashi Road Corp | Earthquake-resistant structure of building |
| JP2006342508A (en) * | 2005-06-07 | 2006-12-21 | Zenitaka Corp | Vibration reduction structure and vibration reduction construction method |
| TWI308187B (en) * | 2006-03-30 | 2009-04-01 | wen-xiang Li | |
| CN101289868A (en) * | 2008-06-11 | 2008-10-22 | 陈茂祥 | Large earthquake resistance foundation structure of buildings |
| CN103362147A (en) * | 2013-06-20 | 2013-10-23 | 上海师范大学 | Building multi-directional self-resetting seismic isolation structure |
| CN103882803A (en) * | 2014-03-19 | 2014-06-25 | 北京工业大学 | Replaceable transversely-arranged prestressing tendon self-resetting energy dissipation bridge pier |
| CN104060687A (en) * | 2014-07-03 | 2014-09-24 | 河北工程大学 | Controllable rotary self-resetting elastic column hinge structure and method for obtaining self-resetting elastic column hinge |
Cited By (40)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107873066A (en) * | 2015-04-08 | 2018-04-03 | 汉堡-哈尔堡工业大学 | For damping the device of bridge vibration of beam |
| CN107873066B (en) * | 2015-04-08 | 2021-08-10 | 汉堡-哈尔堡工业大学 | Device for damping vibrations of a bridge |
| CN105297617A (en) * | 2015-11-24 | 2016-02-03 | 北京工业大学 | Double-column type swinging shock-insulation bridge pier structure system |
| CN105297617B (en) * | 2015-11-24 | 2017-04-19 | 北京工业大学 | Double-column type swinging shock-insulation bridge pier structure system |
| CN105735111A (en) * | 2016-04-03 | 2016-07-06 | 北京工业大学 | Self-centering swing shock insulation design method for ellipsoidal surface of pier bottom of bridge |
| CN105735111B (en) * | 2016-04-03 | 2017-06-20 | 北京工业大学 | Bridge pier bottom ellipsoid self-resetting swinging shock design method |
| CN105887665A (en) * | 2016-04-12 | 2016-08-24 | 东南大学 | Self-restoring rolling swinging shake-isolation bridge pier |
| CN106245969A (en) * | 2016-07-21 | 2016-12-21 | 李洪涛 | A kind of green energy conservation earthquake-resistant building structure |
| CN106087715A (en) * | 2016-08-19 | 2016-11-09 | 南京工业大学 | Damping device and damping method for assembled pier |
| CN107964868A (en) * | 2017-12-06 | 2018-04-27 | 南昌大学 | A kind of Self-resetting spring retainer buffers the anti-fall girder construction of Antivibration block |
| CN107964868B (en) * | 2017-12-06 | 2024-03-29 | 南昌大学 | Self-resetting spring limiting buffering anti-seismic stop block anti-falling beam structure |
| CN108221646A (en) * | 2018-01-03 | 2018-06-29 | 魏志峰 | The bridge pier that can be rectified a deviation and reinforce in highway bridge construction |
| CN108360367A (en) * | 2018-02-09 | 2018-08-03 | 石家庄铁道大学 | A kind of antidetonation does not fall bridge pier |
| CN108360367B (en) * | 2018-02-09 | 2019-06-07 | 石家庄铁道大学 | A kind of antidetonation does not fall bridge pier |
| JP2019157525A (en) * | 2018-03-14 | 2019-09-19 | 公益財団法人鉄道総合技術研究所 | Stopper and stopper fitting structure |
| CN108708388A (en) * | 2018-04-10 | 2018-10-26 | 国核电力规划设计研究院有限公司 | Pole and tower foundation and preparation method thereof |
| CN108316131A (en) * | 2018-04-17 | 2018-07-24 | 苏交科集团（甘肃）交通规划设计有限公司 | A kind of precast block formula full prestressing pier structure and its method of construction |
| CN108532446A (en) * | 2018-06-11 | 2018-09-14 | 华侨大学 | Assembled steel bridge pier with Self-resetting |
| CN108532446B (en) * | 2018-06-11 | 2023-08-29 | 华侨大学 | Assembled steel bridge pier with self-resetting function |
| CN109137973A (en) * | 2018-08-30 | 2019-01-04 | 北京工业大学 | One kind being used for the prefabricated beam column flexural pivot attachment device of underground structure |
| CN109853385A (en) * | 2019-04-02 | 2019-06-07 | 福州大学 | A kind of bridge tower Horizontal Seismic structure and its design method |
| CN110344515A (en) * | 2019-08-13 | 2019-10-18 | 安徽新华学院 | A kind of self-replaced type mill shock insulation pier device |
| CN111041978A (en) * | 2019-12-11 | 2020-04-21 | 郑州第二市政建设集团有限公司 | Anti-seismic pier column structure |
| CN111041978B (en) * | 2019-12-11 | 2021-03-30 | 郑州第二市政建设集团有限公司 | Anti-seismic pier column structure |
| CN111254815A (en) * | 2020-03-04 | 2020-06-09 | 东南大学 | Self-resetting prefabricated pier structure for single-pile foundation and assembling method thereof |
| CN112502035A (en) * | 2020-12-08 | 2021-03-16 | 防灾科技学院 | Assembled bridge double-column pier containing triple energy dissipation system |
| CN112854136A (en) * | 2021-03-03 | 2021-05-28 | 青岛西海岸市政工程有限公司 | Immersion corrosion degree protection device based on municipal bridge pier |
| CN113605218A (en) * | 2021-08-06 | 2021-11-05 | 江苏开放大学（江苏城市职业学院） | Swing self-reset rigid frame bridge double-limb thin-wall pier |
| CN113605218B (en) * | 2021-08-06 | 2023-03-14 | 江苏开放大学（江苏城市职业学院） | Swing self-reset rigid frame bridge double-limb thin-wall pier |
| CN113718639A (en) * | 2021-08-26 | 2021-11-30 | 同济大学建筑设计研究院(集团)有限公司 | Double-column type prefabricated swing pier multiple damping structure system with replaceable prestressed tendons |
| CN114134798A (en) * | 2021-12-09 | 2022-03-04 | 福州大学 | Self-resetting, anti-overturning and efficient shock absorption system for viaduct and construction method thereof |
| CN114775413A (en) * | 2022-05-11 | 2022-07-22 | 北京建筑大学 | Existing pier anti-seismic performance improving structure and method based on inertial container shock insulation and swing |
| CN114922059A (en) * | 2022-07-04 | 2022-08-19 | 哈尔滨工业大学 | Rolling ball shock insulation support of cross-sliding fault structure |
| CN116335017A (en) * | 2023-03-10 | 2023-06-27 | 天津大学 | Full-assembled bridge structure system of separated type swing bearing platform |
| CN116335017B (en) * | 2023-03-10 | 2023-11-14 | 天津大学 | Full-assembled bridge structure system of separated type swing bearing platform |
| CN116289509A (en) * | 2023-03-23 | 2023-06-23 | 天津大学 | Multistage limiting-self-resetting element for full-assembled bridge of swinging bearing platform |
| CN116289510A (en) * | 2023-03-23 | 2023-06-23 | 天津大学 | Full-assembled double-column bridge structural system based on bearing platform and pier top swing |
| CN116289510B (en) * | 2023-03-23 | 2023-11-14 | 天津大学 | Full-assembled double-column bridge structural system based on bearing platform and pier top swing |
| CN117385732A (en) * | 2023-11-30 | 2024-01-12 | 石家庄铁道大学 | Prefabricated assembly type swing pier structure system, installation method and application |
| CN117385732B (en) * | 2023-11-30 | 2024-06-04 | 石家庄铁道大学 | Prefabricated assembly type swing pier structure system, installation method and application |
Also Published As
| Publication number | Publication date |
|---|---|
| CN104278620B (en) | 2016-09-14 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104278620A (en) | Resettable roll-in type swinging seismic-isolation pier stud with flanges | |
| CN108729344B (en) | A kind of two-columned pier construction waving shock insulation use in conjunction | |
| CN105297617B (en) | Double-column type swinging shock-insulation bridge pier structure system | |
| CN103243819B (en) | Assembly concrete post-girder steel energy-dissipating type nodal connection device | |
| CN107740626B (en) | A kind of expansion cross-shaped steel SRC column with multistage composite damper | |
| CN102304892B (en) | External energy-consumption self-resetting bridge pier stud structure system and realization method thereof | |
| CN108660914B (en) | A kind of queen post using TMD glissando waves bridge pier structure | |
| CN204919583U (en) | Cushion cap formula shock insulation pile foundation | |
| CN207700043U (en) | One kind waving bridge pier | |
| CN102787678B (en) | Shear wall structure with energy-consuming horizontal seam | |
| CN103866687A (en) | Energy-dissipation self-resetting bridge pier column structure | |
| CN110258308A (en) | Self-resetting concrete pier with replaceable buckling-restrained energy-dissipation steel plate at bottom | |
| CN204000587U (en) | New city viaduct Horizontal Seismic system | |
| CN111236285B (en) | Disconnect-type basis with subtract shock insulation function | |
| CN110565539B (en) | Swivel bridge with shock absorption and isolation functions and construction method thereof | |
| CN109610734A (en) | A kind of reinforced concrete frame column with runback bit function | |
| CN110067212A (en) | Fast repairing method after a kind of shake of reinforced concrete bridge pier | |
| CN205712546U (en) | One waves Self-resetting self-supporting tall and slender structure | |
| CN205530321U (en) | A damping device for connecting pile foundation and cushion cap | |
| CN110835974A (en) | Tough steel column and construction and installation method thereof | |
| CN215482258U (en) | Multi-damping system for segment-assembled single-column pier separated UHPC swinging bearing platform | |
| CN113216387A (en) | Controllable energy consumption swinging column base | |
| CN116289510B (en) | Full-assembled double-column bridge structural system based on bearing platform and pier top swing | |
| CN112900467A (en) | Shock attenuation is from shallow basis of toughness building that restores to throne | |
| CN111074756A (en) | Damping and energy-consuming assembled type swing pier component and construction method thereof |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant |