CN205421008U - Energy dissipation is from restoring to throne pier node structure - Google Patents
Energy dissipation is from restoring to throne pier node structure Download PDFInfo
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- CN205421008U CN205421008U CN201620205853.3U CN201620205853U CN205421008U CN 205421008 U CN205421008 U CN 205421008U CN 201620205853 U CN201620205853 U CN 201620205853U CN 205421008 U CN205421008 U CN 205421008U
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- bridge pier
- abutment
- pier column
- inserted type
- resetting
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Abstract
The utility model provides an energy dissipation is from restoring to throne pier node structure, including bridge pier column and abutment, bridge pier column's the bottom and the top surface of abutment are for dividing the body structure, the lower friction concave surface contact cooperation of convex surface and embedded type lower clutch of rubbing in the embedded type top connection forms the pier node, with bridge pier column with the abutment cooperation install and realize together that the energy dissipation restores to the throne certainly. The biggest moment of flexure during the structure load -bearing can reach the whole yield moment who links firmly the pier stud tip cross -section of design, has guaranteed effectively consequently that the whole flexural rigidity of structure does not descend. Embedded joint design helps pier stud construction location joint, has restricted horizontal position reinforcing system stability, a suffer destruction in the horizontal changing of the relative positions that the more reliable horizontal shear force of transmission mechanism has protected the prestressing force strand high stretch -draw stress state under can not be at pier stud terminal surface and basic top surface is provided.
Description
Technical field
This utility model belongs to science of bridge building field, relates to bridge pier node structure, is specifically related to a kind of energy dissipating Self-resetting bridge pier node structure.
Background technology
In earthquake disaster prevention system, Modular Bridge System is important life line, links and safeguards the many important buildings needed for the security of the lives and property, such as hospital, fire station, school and public refuge etc., plays the part of the role of transport hub.Therefore, under geological process, Modular Bridge System need to maintain due transportation function.If bridge is impaired and lose Functions of Transportation in earthquake, in addition to causing life casualty and property loss, also will affect disaster relief reconstruction.Thus it is necessary to propose new Bridge Design theory, and not only convenient construction but also economic security, and under violent earthquake effect, bridge has no damage, with the transportation demand after earthquake calamity contentedly.Tradition Bridge Earthquake Resistance Design is Ductility Design and shock design at present.In Ductility Design theory, bridge structure system designs according to brutal weak post principle, carrys out earthquake energy with the ductility of bridge pier plastic hinge.Required ductility is reached by Su Jiao district reinforcement yielding and the deformation of the hysteresis of concrete.But, these inelastic deformations also will result in permanent residual deformation after earthquake.Bridge pier bearing capacity after the slight damage that residual deformation is caused perhaps can be repaired but repair is difficult to prediction.Badly damaged bridge then needs to rebuild, this most time-consuming effort but also make traffic paralysis.And the natural vibration period that the cardinal principle of shock design is extending structure system is to isolate seismic energy, then the seismic energy of input is absorbed with energy dissipator, to reduce the seismic demand of main structure body, make bridge avoid earthquake damage.These are mostly placed in bridge pier top, the i.e. junction of top and the bottom structure every cushioning members, but isolated component cost is costly, and construction and installation are the most convenient.In big earthquake centre, although present method for designing ensure that not falling of bridge pier, but its residual deformation is big, and strength performance is difficult to ensure that, it is impossible to meet the function being continuing with.The mode of " very stiff and demanding " can't be used now to resist geological process because bridge pier effect in bridge structure antidetonation determines bridge pier again, therefore propose both to have can ensure that bridge pier had acceptable residual deformation after geological process, make the basic not damaged of bridge structure, original function can be maintained after shake, can reduce again or do not use the isolated component of costliness and ensure that the demand of novel Self-resetting energy-dissipating structure of Stability Analysis of Structures safety is the most urgent.
Summary of the invention
The deficiency existed for prior art, the purpose of this utility model is, it is provided that a kind of energy dissipating Self-resetting bridge pier node structure, and solution bridge is after earthquake, and residual deformation is big, and strength performance is difficult to ensure that, it is impossible to meet the technical problem being continuing with.
For solving above-mentioned technical problem, this utility model adopts the following technical scheme that and is achieved:
A kind of energy dissipating Self-resetting bridge pier node structure, is Split type structure including bridge pier column and abutment, the bottom of bridge pier column and the end face of abutment；
Described bridge pier column bottom is embedded with the inserted type top connection protruding bridge pier column bottom, and described inserted type top connection includes the upper fixing element imbedding bridge pier column bottom, and upper fixing element is consolidated with friction convex surface, and upper friction convex surface protrudes bridge pier column bottom；
Being embedded with the inserted type lower contact of recessed abutment end face in described abutment, described inserted type lower contact includes imbedding the lower steel plate in abutment, and lower steel plate is connected by vertical angle steel and lower friction concave surface are fixing, lower friction concave surface recessed abutment end face；
The upper friction convex surface of inserted type top connection contacts with the lower friction concave surface of inserted type lower contact and cooperatively forms bridge pier node, and bridge pier column and abutment being installed togather realizes energy dissipating Self-resetting.
This utility model also includes following distinguishing feature:
Described inserted type top connection uses ball to enter formula top connection, and described inserted type lower contact uses ball to enter formula lower contact.
Being prefabricated with connection ear mount on the outer wall of described bridge pier column, the end face of abutment is prefabricated with connecting plate, connecting plate is consolidated with connection base, one end of viscous damper is connected with being connected ear mount, and the other end of viscous damper is connected with being connected base.
Vertical muscle and stirrup it is prefabricated with in described bridge pier column.
Described connection ear mount is consolidated with vertical muscle and stirrup, and concave surface is integrated is consolidated with friction for described connecting plate.
In described bridge pier column and abutment, also punching is prefabricated with no-cohesive prestressed reinforcement, and described no-cohesive prestressed reinforcement runs through inserted type top connection and inserted type lower contact.
One end of described no-cohesive prestressed reinforcement is anchored on the top of bridge pier column, and the other end of no-cohesive prestressed reinforcement is anchored on the bottom surface of abutment.
One end of described no-cohesive prestressed reinforcement is anchored on the top of bridge pier column, and the other end of no-cohesive prestressed reinforcement is welded on the lower steel plate in abutment.
This utility model compared with prior art, has the following technical effect that
(I) this utility model design application flexibly, uses the prestress application mode of penetration type in the case of pier stud height is less；Pier shaft height is big, then use styletable local formula to apply non-binding deformed bar, limit pier stud node prestressed strand and be distributed only over local pier shaft.Locally formula Shi Hanzhang reduces the requirement to pier stud stability, and insensitive to pier stud height change, the suitability is higher.
(II) pier stud node end-fitting can use high performance steel to make, and meets partial pressing's requirement that end-fitting contact is uneven, it is to avoid the default deformation mechanism that the localized crush of concrete joint causes lost efficacy, and strengthened the convenience of construction simultaneously.
(III), after appropriate design, maximal bending moment during structure load-bearing can reach the yield moment of the pier stud end cross-sectional of the overall design that is connected, and structure entirety bending rigidity has therefore been effectively ensured and has not declined.
(IV) Embedded joint is designed with and helps pier stud construction locating engagement, limits lateral attitude and strengthens system stability；Providing more structurally sound transverse shearing force pass through mechanism, protecting the prestressed strand under high tension stress state will not wreck in the horizontal changing of the relative positions of basis end face at pier stud end face.
(V) inserted type joint contact surfaces uses friction energy dissipation and is distributed in the additional viscous damper hysteresis energy dissipating at surrounding or two ends outside pier stud and ensure that cross section has enough ductility energy dissipation capacities.
(VI) Self-resetting energy dissipating bridge pier stress of the present utility model is clear and definite, and rational in infrastructure, after shake, residual deformation is little, and after shake, elastic carrier power does not declines, it is possible to well meet the requirements at the higher level to bridge structure anti-seismic performance.
Accompanying drawing explanation
Fig. 1 is overall structure schematic diagram of the present utility model.
Fig. 2 is the Section A-A structural representation of Fig. 1.
Fig. 3 is the structural representation of abutment.
In figure, the implication of each label is: 1-bridge pier column, 2-abutment, 3-inserted type top connection, (3-1)-upper fixing element, (3-2)-above rub convex surface, 4-inserted type lower contact, (4-1)-lower steel plate, (4-2) vertical angle steel, (4-3)-under rub concave surface, 5-connects ear mount, 6-connecting plate, 7-connects base, 8-viscous damper, 9-indulges muscle and stirrup, 10-no-cohesive prestressed reinforcement.
Below in conjunction with accompanying drawing, particular content of the present utility model is further explained in detail explanation.
Detailed description of the invention
Specific embodiment of the utility model given below, it should be noted that this utility model is not limited to specific examples below, and all equivalents done on the basis of technical scheme each fall within protection domain of the present utility model.
Embodiment:
Deferring to technique scheme, as shown in Figure 1 to Figure 3, the present embodiment provides a kind of energy dissipating Self-resetting bridge pier node structure, is Split type structure including bridge pier column 1 and abutment 2, the bottom of bridge pier column 1 and the end face of abutment 2；
Described bridge pier column 1 bottom is embedded with the inserted type top connection 3 protruding bridge pier column 1 bottom, described inserted type top connection 3 includes the upper fixing element 3-1 imbedding bridge pier column 1 bottom, it is consolidated with friction convex surface 3-2, upper friction convex surface 3-2 on upper fixing element 3-1 and protrudes bridge pier column 1 bottom；
The inserted type lower contact 4 of recessed abutment 2 end face it is embedded with in described abutment 2, described inserted type lower contact 4 includes imbedding the lower steel plate 4-1 in abutment 2, lower steel plate 4-1 is connected by vertical angle steel 4-2 and lower friction concave surface 4-3 is fixing, lower friction concave surface 4-3 recessed abutment 2 end face；
The upper friction convex surface 3-2 of inserted type top connection 3 contacts with the lower friction concave surface 4-3 of inserted type lower contact 4 and cooperatively forms bridge pier node, and bridge pier column 1 and abutment 2 being installed togather realizes energy dissipating Self-resetting.
Inserted type top connection 3 uses ball to enter formula top connection, and described inserted type lower contact 4 uses ball to enter formula lower contact.
Being prefabricated with connection ear mount 5 on the outer wall of bridge pier column 1, the end face of abutment 2 is prefabricated with connecting plate 6, connecting plate 6 is consolidated with connection base 7, one end of viscous damper 8 is connected with being connected ear mount 5, and the other end of viscous damper 8 is connected with being connected base 7.
Vertical muscle and stirrup 9 it is prefabricated with in bridge pier column 1.
Connect ear mount 5 to be consolidated with vertical muscle and stirrup 9, described connecting plate 6 with rub that concave surface 4-3 is integrated is consolidated.
In bridge pier column 1 and abutment, 2 also punchings are prefabricated with no-cohesive prestressed reinforcement 10, and described no-cohesive prestressed reinforcement 10 runs through inserted type top connection 3 and inserted type lower contact 4.
One end of no-cohesive prestressed reinforcement 10 is anchored on the top of bridge pier column 1, and the other end of no-cohesive prestressed reinforcement 10 is anchored on the bottom surface of abutment 2.
One end of no-cohesive prestressed reinforcement 10 is anchored on the top of bridge pier column 1, and the other end of no-cohesive prestressed reinforcement 10 is welded on the lower steel plate 4-1 in abutment 2.
This utility model lost efficacy in order to avoid joint is caused presetting deformation mechanism by conquassation, frequently with high performance steel (such as HPS50W, HPS70W even HPS90W makes housed joint so that default deformation mechanism can be effectively ensured and realize, and makes structure more safe and reliable.
The strength grade of non-binding deformed bar is between 1320-1860N/mm2, and diameter is between 8.6～15.2mm.
Steel plate of the present utility model uses Q235 or the conventional steels of ratings above, and all shaped steel weld seams are double welded joint；Epoxy resin or self-compacting mortar is used to fill between additional viscous damper steel plate and circular tube wall.
This utility model stretching method uses post-tension, is coated in deformed bar surface with special fat and makes non-binding prestress wire.
Through theory of the present utility model and experimentation, Self-resetting assembly (such as inserted type joint and prestressing force assembly no-cohesive prestressed reinforcement) can be combined realization elasticity-Self-resetting-external energy-consumption-antidetonation-Replacement and Repair mechanism by Self-resetting usefulness Bridge Pier Structure System of the present utility model effectively with energy dissipating assembly (such as additional viscous damper and contact surface friction energy dissipation), it has stable energy dissipation capacity and can efficiently control residual deformation, its loading characteristic is: (A) inserted type joint limits system position and the bridge pier column originally separately poured is stepped up to be connected by prestressing force assembly no-cohesive prestressed reinforcement with abutment, after seismic loading, generation restoring force is made structure be easier to come back to initial position in inserted type joint and does not produce residual deformation by no-cohesive prestressed reinforcement.(B) inserted type joint contact surfaces pivoting friction and be distributed in the additional viscous damper at surrounding or two ends outside pier stud and ensure that cross section has enough ductility energy dissipation capacities when seismic loading.
When abutment 2 is constructed, the hole of reserved non-binding deformed bar 10, and the most pre-buried inserted type lower contact 4, need to be at relevant position gas cutting hole when pre-buried inserted type lower contact 4 is constructed, with through non-binding deformed bar 10, hole in the vertical direction answers close alignment, non-binding deformed bar 10 blocks after the lower friction concave surface 4-3 and lower steel plate 4-1 of inserted type lower contact 4, and weld with lower steel plate 4-1, or directly run through abutment 2, it is anchored in the bottom surface of abutment 2.
The upper friction convex surface 3-2 of inserted type top connection 3 contacts with the lower friction concave surface 4-3 of inserted type lower contact 4 and cooperatively forms bridge pier node, bridge pier column 1 and abutment 2 are installed togather, when bridge pier column 1 and abutment 2 are because being produced swing by earthquake load, upper friction convex surface 3-2 consumes energy relative to lower friction concave surface 4-3 friction of motion, provides enough ductility for bridge pier column 1 and ensures the elastic reset of reserved non-binding deformed bar 10.Lower steel plate 4-1 produces the effect supporting dividing potential drop together with vertical angle steel 4-2, to prevent post-stress reinforcing bar from producing excessive local pressure and conquassation concrete in anchoring end.Inserted type top connection 3 and inserted type lower contact 4 achieve Shear transfer, protection no-cohesive prestressed reinforcement 10, it is ensured that bridge pier column 1 positioning limit.If the effective length of no-cohesive prestressed reinforcement 10 is oversize, such as penetration type is arranged, then possibly cannot reset, it is therefore necessary to limit the length between the anchored end of no-cohesive prestressed reinforcement 10 as used styletable local formula to ensure enough rigidity.
Upper friction convex surface 3-2 and lower friction concave surface 4-3 also serves protective effect to the suspension column of bridge pier column 1 in addition to friction energy dissipation, prevents the situations such as concrete conquassation that is excessive due to local pressure and that cause crushes, improves suspension column lateral resistance behavior.
By abutment 2 and bridge pier column 1 to connecting after, the two is connected by bolt with additional viscous damper 8, after tighting a bolt in reserved prestress hole stretch-draw non-binding deformed bar 10, and with anchorage, non-binding deformed bar 10 is anchored, non-binding deformed bar 10 initial tensioning power should be moderate, make non-binding deformed bar 10 can have good Self-resetting performance and can be in again elastic stage all the time, do not enter the plastic stage, to prevent stiffness reduction or generation residual deformation, even steel strand wires from rupturing.
Flexibly, the joint of inserted type is designed with and helps pier stud construction locating engagement, limits lateral attitude and strengthens system stability in this utility model design application；Providing more structurally sound transverse shearing force pass through mechanism, protecting the prestressed strand under high tension stress state will not wreck in the horizontal changing of the relative positions of basis end face at pier stud end face.Inserted type joint contact surfaces uses friction energy dissipation and is distributed in the additional viscous damper hysteresis energy dissipating at surrounding or two ends outside pier stud and ensure that cross section has enough ductility energy dissipation capacities.
Claims (8)
1. an energy dissipating Self-resetting bridge pier node structure, including bridge pier column (1) and abutment (2), it is characterised in that: the bottom of bridge pier column (1) and the end face of abutment (2) they are Split type structure；
Described bridge pier column (1) bottom is embedded with the inserted type top connection (3) protruding bridge pier column (1) bottom, described inserted type top connection (3) includes the upper fixing element (3-1) imbedding bridge pier column (1) bottom, being consolidated with friction convex surface (3-2) on upper fixing element (3-1), upper friction convex surface (3-2) protrudes bridge pier column (1) bottom；
The inserted type lower contact (4) of recessed abutment (2) end face it is embedded with in described abutment (2), described inserted type lower contact (4) includes imbedding the lower steel plate (4-1) in abutment (2), lower steel plate (4-1) is connected by vertical angle steel (4-2) and lower friction concave surface (4-3) are fixing, lower friction concave surface (4-3) recessed abutment (2) end face；
The upper friction convex surface (3-2) of inserted type top connection (3) contacts with the lower friction concave surface (4-3) of inserted type lower contact (4) and cooperatively forms bridge pier node, bridge pier column (1) and abutment (2) is installed togather and realizes energy dissipating Self-resetting.
2. energy dissipating Self-resetting bridge pier node structure as claimed in claim 1, it is characterised in that: described inserted type top connection (3) uses ball to enter formula top connection, and described inserted type lower contact (4) uses ball to enter formula lower contact.
3. energy dissipating Self-resetting bridge pier node structure as claimed in claim 1, it is characterized in that: on the outer wall of described bridge pier column (1), be prefabricated with connection ear mount (5), connecting plate (6) it is prefabricated with on the end face of abutment (2), connection base (7) it is consolidated with on connecting plate (6), one end of viscous damper (8) is connected with being connected ear mount (5), and the other end of viscous damper (8) is connected with being connected base (7).
4. energy dissipating Self-resetting bridge pier node structure as claimed in claim 3, it is characterised in that: it is prefabricated with vertical muscle and stirrup (9) in described bridge pier column (1).
5. energy dissipating Self-resetting bridge pier node structure as claimed in claim 4, it is characterized in that: described connection ear mount (5) is consolidated with vertical muscle and stirrup (9), described connecting plate (6) is integrated with friction concave surface (4-3) to be consolidated.
6. energy dissipating Self-resetting bridge pier node structure as claimed in claim 1, it is characterized in that: in described bridge pier column (1) and abutment, (2) are also punched and are prefabricated with no-cohesive prestressed reinforcement (10), and described no-cohesive prestressed reinforcement (10) runs through inserted type top connection (3) and inserted type lower contact (4).
7. energy dissipating Self-resetting bridge pier node structure as claimed in claim 6, it is characterized in that: one end of described no-cohesive prestressed reinforcement (10) is anchored on the top of bridge pier column (1), and the other end of no-cohesive prestressed reinforcement (10) is anchored on the bottom surface of abutment (2).
8. energy dissipating Self-resetting bridge pier node structure as claimed in claim 6, it is characterized in that: one end of described no-cohesive prestressed reinforcement (10) is anchored on the top of bridge pier column (1), the other end of no-cohesive prestressed reinforcement (10) is welded on the lower steel plate (4-1) in abutment (2).
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| Application Number | Priority Date | Filing Date | Title |
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| CN201620205853.3U CN205421008U (en) | 2016-03-17 | 2016-03-17 | Energy dissipation is from restoring to throne pier node structure |
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| CN201620205853.3U CN205421008U (en) | 2016-03-17 | 2016-03-17 | Energy dissipation is from restoring to throne pier node structure |
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| CN201620205853.3U Expired - Fee Related CN205421008U (en) | 2016-03-17 | 2016-03-17 | Energy dissipation is from restoring to throne pier node structure |
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Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106869011A (en) * | 2017-02-28 | 2017-06-20 | 长安大学 | A kind of anti-shearing Self-resetting bridge pier joint |
| CN107059599A (en) * | 2017-04-27 | 2017-08-18 | 北京市市政工程设计研究总院有限公司 | Antidetonation without bearing Self-resetting, damping cast-in-situ bridge |
| CN107386099A (en) * | 2017-07-06 | 2017-11-24 | 东南大学 | The Self-resetting precast assembly bridge pier and its construction method of built-in prestressed FRP rebar |
| CN108532446A (en) * | 2018-06-11 | 2018-09-14 | 华侨大学 | Assembled steel bridge pier with Self-resetting |
| CN108951435A (en) * | 2018-06-29 | 2018-12-07 | 南京理工大学 | The method for improving existing assembled bridge pier energy dissipation capacity |
| CN110258308A (en) * | 2019-07-09 | 2019-09-20 | 长沙理工大学 | The Self-resetting concrete pier of replaceable buckling and energy consumption preventing steel plate is arranged in a kind of bottom |
| CN110359360A (en) * | 2019-05-13 | 2019-10-22 | 中国公路工程咨询集团有限公司 | Self- recoverage bridge pier structure and bridge |
| CN111472458A (en) * | 2020-05-26 | 2020-07-31 | 北京市建筑设计研究院有限公司 | Prestressed high-strength concentric hemisphere fixed hinged support and mounting and load transfer method thereof |
| CN111485633A (en) * | 2020-05-26 | 2020-08-04 | 北京市建筑设计研究院有限公司 | Concentric hemisphere fixed hinged support and mounting and load transfer method thereof |
| CN111926690A (en) * | 2020-08-06 | 2020-11-13 | 广州大学 | Novel pier is assembled in prefabrication |
| CN112502035A (en) * | 2020-12-08 | 2021-03-16 | 防灾科技学院 | Assembled bridge double-column pier containing triple energy dissipation system |
| CN113062209A (en) * | 2021-03-29 | 2021-07-02 | 江南大学 | Prestressing force buffering power consumption bridge vibration isolation support |
| CN114263098A (en) * | 2022-01-17 | 2022-04-01 | 郑州大学 | Mortise and tenon type self-resetting pier with half-moon-shaped energy dissipater |
| CN114412259A (en) * | 2021-10-11 | 2022-04-29 | 北京建筑大学 | Hierarchical energy dissipation is from restoring to throne assembled pier stud |
| CN116335017A (en) * | 2023-03-10 | 2023-06-27 | 天津大学 | Full-assembled bridge structure system of separated type swing bearing platform |
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2016
- 2016-03-17 CN CN201620205853.3U patent/CN205421008U/en not_active Expired - Fee Related
Cited By (23)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106869011A (en) * | 2017-02-28 | 2017-06-20 | 长安大学 | A kind of anti-shearing Self-resetting bridge pier joint |
| CN107059599A (en) * | 2017-04-27 | 2017-08-18 | 北京市市政工程设计研究总院有限公司 | Antidetonation without bearing Self-resetting, damping cast-in-situ bridge |
| CN107059599B (en) * | 2017-04-27 | 2019-01-08 | 北京市市政工程设计研究总院有限公司 | Antidetonation, damping cast-in-situ bridge without support Self-resetting |
| CN107386099A (en) * | 2017-07-06 | 2017-11-24 | 东南大学 | The Self-resetting precast assembly bridge pier and its construction method of built-in prestressed FRP rebar |
| CN107386099B (en) * | 2017-07-06 | 2019-06-21 | 东南大学 | The Self-resetting precast assembly bridge pier and its construction method of built-in prestressed FRP rebar |
| 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 |
| CN108951435A (en) * | 2018-06-29 | 2018-12-07 | 南京理工大学 | The method for improving existing assembled bridge pier energy dissipation capacity |
| CN110359360A (en) * | 2019-05-13 | 2019-10-22 | 中国公路工程咨询集团有限公司 | Self- recoverage bridge pier structure and bridge |
| CN110258308A (en) * | 2019-07-09 | 2019-09-20 | 长沙理工大学 | The Self-resetting concrete pier of replaceable buckling and energy consumption preventing steel plate is arranged in a kind of bottom |
| CN111485633A (en) * | 2020-05-26 | 2020-08-04 | 北京市建筑设计研究院有限公司 | Concentric hemisphere fixed hinged support and mounting and load transfer method thereof |
| CN111472458B (en) * | 2020-05-26 | 2021-07-13 | 北京市建筑设计研究院有限公司 | Prestressed high-strength concentric hemisphere fixed hinged support and mounting and load transfer method thereof |
| CN111485633B (en) * | 2020-05-26 | 2021-07-13 | 北京市建筑设计研究院有限公司 | Concentric hemisphere fixed hinged support and mounting and load transfer method thereof |
| CN111472458A (en) * | 2020-05-26 | 2020-07-31 | 北京市建筑设计研究院有限公司 | Prestressed high-strength concentric hemisphere fixed hinged support and mounting and load transfer method thereof |
| CN111926690A (en) * | 2020-08-06 | 2020-11-13 | 广州大学 | Novel pier is assembled in prefabrication |
| CN112502035A (en) * | 2020-12-08 | 2021-03-16 | 防灾科技学院 | Assembled bridge double-column pier containing triple energy dissipation system |
| CN113062209A (en) * | 2021-03-29 | 2021-07-02 | 江南大学 | Prestressing force buffering power consumption bridge vibration isolation support |
| CN113062209B (en) * | 2021-03-29 | 2022-03-15 | 江南大学 | Prestressing force buffering power consumption bridge vibration isolation support |
| CN114412259A (en) * | 2021-10-11 | 2022-04-29 | 北京建筑大学 | Hierarchical energy dissipation is from restoring to throne assembled pier stud |
| CN114412259B (en) * | 2021-10-11 | 2023-06-09 | 北京建筑大学 | Graded energy dissipation self-resetting assembled pier column |
| CN114263098A (en) * | 2022-01-17 | 2022-04-01 | 郑州大学 | Mortise and tenon type self-resetting pier with half-moon-shaped energy dissipater |
| 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 |
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