CN105297617A - Double-column type swinging shock-insulation bridge pier structure system - Google Patents
Double-column type swinging shock-insulation bridge pier structure system Download PDFInfo
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Abstract
The invention provides a double-column type swinging shock-insulation bridge pier structure system and belongs to the field of bridge engineering. The structure system is mainly composed of an upper structure, a reinforced concrete bridge pier section and a steel pipe concrete bridge pier section, a bearing platform, a steel pipe concrete bolt pin, a non-binding pre-stress steel bar and the like. The steel pipe concrete bridge pier section is connected with the upper structure through the non-binding pre-stress steel bar; and with the help of an external energy consumption device and a metal annular object, the shock-insulation effect and the self-resetting capability of a bridge structure can be effectively provided. The structure system designed by the invention has a definite stress mechanism; under the condition of ensuring that the structure system has enough intensity and rigidity, the earthquake effect borne by the structure is reduced, and the effective energy consumption capability and self-resetting capability can be provided; and the problems of a traditional double-column type bridge pier structure system that a support is replaced in a life period and the system is seriously damaged and has large residual deformation after the earthquake effect can be solved.
Description
Technical field
The invention belongs to bridge engineering field.Shock insulation Bridge Pier Structure System is waved in particular to a kind of queen post by Non-cohesive Prestressing Force Technology and energy consuming components control structure earthquake response and permanent set.
Background technology
China is located between circum-Pacific seismic belt and Eurasian earthquake zone, and the most area on territory is that the west area of earthquake zone, particularly China mostly is meizoseismal area, and seismic activity is frequent.Bridge is the multi-purpose project of transportation lifeline, and its construction cost is high, once suffer seismic damage, will cause huge economic loss, and repairs extremely difficult after shake.The number of casualties directly occurred on bridge is also few, but due to transportation lifeline damage, interrupt and the economic loss that causes and casualties inestimable, cause rescue personnel not to be in time, a lot of people is aggravated earthquake disaster because of not rescuing in time.Meanwhile, the large bridge reparation wrecked is got up more difficult, has a strong impact on the reconstruction after disaster area productive life and calamity.
Current Bridge Earthquake Resistance Design method mainly progressively develops around tensility shock-resistant theory, is designed to ductile reinforced member by reinforced concrete bridge pier, and forms Strength Safety grade difference with important capacity protection component.The earth-quake resistant mechanism of ductility bridge pier component utilizes the selected areas of plasticity hinge be applicable to, and utilizes this region elastic-plastic deformation to the seismic energy that dissipates, and extend the bridge construction basic cycle, thus reduce Seismic Response of Bridge Structure.Can be met by the bridge construction of reasonable Ductility Design and prevent Bridge Structure Collapse in earthquake, the security of the lives and property of protection people.But in short bridge pier, easily there is curved scissors and destroy in it, in order to meet tensility shock-resistant demand, need configure a large amount of stirrup and longitudinal reinforcement in earthquake, seriously increases construction investment cost.The more important thing is that Ductility Design method inevitably makes bridge pier damage, especially under severe earthquake action, the damage of territory, Pier will be very serious, and produce larger side to residual displacement, cause bridge substructure to need to rebuild wholly or in part after shake and just can provide Functions of Transportation.The economic loss that these dismountings, replacing and repair cause interruption of communication indirectly to cause is difficult to estimate especially.Adopt the seismic isolation design method of shock isolating pedestal and damping unit effectively can solve Ductility Design bridge construction inevitable damage and rear reparation of shake in earthquake and expend the problems such as huge, and be widely used in gradually in bridge construction in nearly ten years.The current shock isolation method disadvantage that subtracts is that displacement structure needs to coordinate mutually with support system.Under the maximum seismic loading that may occur, especially in the significant situation of Near-source earthquake Property comparison, the design displacement that seismic isolation and reduction structure provides will be very large, superstructure may be caused to depart from bearing, and when superstructure displacement exceedes the bearing length that bent cap or abutment provide, can fall beam.Therefore, the bridge construction of vibration absorption and isolation support is adopted bridge heavy damage likely can to occur under rarely occurred earthquake effect, even to fall beam and collapsing.And shock isolating pedestal conventional is at present laminated steel plate rubber-like bearing (lead core rubber support, high-damp rubber support etc.), its design life is 50 years, and the bridge's design life-span is generally 100 years, folded room steel plate rubber-like performance durability is poor, and bearing replacement is extremely difficult, existing highway bridge shock isolating pedestal is difficult to solve problems, and therefore bridge Life cycle cost increases.
Summary of the invention
In order to overcome the defect of above-mentioned existence, the invention provides a kind of queen post and wave shock insulation Bridge Pier Structure System, under the prerequisite ensureing sufficient intensity and rigidity, reduce the seismic forces that structure is born, effective energy dissipation capacity and self-resetting capability are provided, avoid structure generation heavy damage and large permanent set, to meet the high bridge construction of shockproof requirements.
The object of the present invention is to provide a kind of queen post to wave shock insulation Bridge Pier Structure System, its characteristic is: described queen post waves shock insulation Bridge Pier Structure System primarily of bridge superstructure (1), reinforced concrete bridge pier sections (2), cushion cap (3), pile foundation (4), concrete pier of steel tube sections (5), external mild steel damper (6), no-cohesive prestressed reinforcement (7), rubber spacer (12), the billet (13) of cushion cap pre-buried strap hemisphere tongue, concrete filled steel tube pin (15), marmem annulation (17) and mild steel annulation (18) composition, two sections of reinforced concrete bridge pier sections (2) are side by side had below bridge superstructure (1), be concrete pier of steel tube sections (5) below every section of reinforced concrete bridge pier sections (2), being cushion cap (3) below every section of concrete pier of steel tube sections (5), is two pile foundations (4) side by side below each cushion cap (3),
Between bridge superstructure (1) with reinforced concrete bridge pier sections (2), the logical no-cohesive prestressed reinforcement (7) running through bridge superstructure (1) parallel with four of reinforced concrete bridge pier sections (2) inside is connected; By the reserved cylindrical cavity of steel cage (16) between the no-cohesive prestressed reinforcement (7) that four, described bridge superstructure (1) bottom is parallel, placing steel tubes concrete pin (15) in cylindrical cavity, be furnished with between steel cage (16) and concrete filled steel tube pin (15) and be welded on marmem hollow cylinder thing (17) on concrete filled steel tube pin (15) and mild steel hollow cylinder thing (18), marmem hollow cylinder thing (17) and mild steel hollow cylinder thing (18) are upper and lower relation; The central axis of marmem hollow cylinder thing (17) and mild steel hollow cylinder thing (18) central axis and the central axis of concrete filled steel tube pin (15); One end of concrete filled steel tube pin (15) is placed on steel cage (16), the other end is positioned at reinforced concrete bridge pier sections (2), and the external surface being positioned at inner concrete filled steel tube pin (15) section of reinforced concrete bridge pier sections (2) is provided with shearing peg.
Existential Space between reinforced concrete bridge pier sections (2) and cushion cap (3), reinforced concrete bridge pier sections (2) and cushion cap (3) adopt concrete pier of steel tube sections (5) to be connected; Reinforced concrete bridge pier sections (2) is inserted in the upper end of concrete pier of steel tube sections (5), and has shearing peg at the outer surface of this section of reinforced concrete bridge pier sections (2), and there is steel flange end; The upper surface of cushion cap (3) is provided with round platform hole, the upper top surface area of round platform hole is greater than bottom surface area, be the billet (13) of band hemispherical projections bottom round platform hole, the periphery of the billet (13) of band hemispherical projections has shearing peg and the periphery of the billet (13) of band hemispherical projections is embedded in cushion cap (3); Round platform hole sidewalls is furnished with one deck rubber spacer (12); The lower end of concrete pier of steel tube sections (5) is positioned at round platform hole, and concrete pier of steel tube sections (5) lower end port is the reeded steel plate of band, and the hemispherical projections of groove and billet (13) fits together; Multiple independently external mild steel damper is also had between concrete pier of steel tube sections (5) outer reinforced concrete bridge pier sections (2) and cushion cap (3); No-cohesive prestressed reinforcement (7) runs through reinforced concrete bridge pier sections (2), concrete pier of steel tube sections (5) and cushion cap (3).
Steel duct in further concrete pier of steel tube sections (5) is welded with cross rib (21), steel duct is divided into four parts, the every part in steel duct surface is provided with short rib, and no-cohesive prestressed reinforcement (7) is all distributed in four parts simultaneously.
The top of 1/3 length of described concrete pier of steel tube sections (5) is cast in reinforced concrete bridge pier sections (2).
Described external mild steel damper (6) is made up of mild steel inner core (23) and high tensile metal outer tube (24), and mild steel inner core (23) two ends connect cushion cap (3) and concrete pier of steel tube sections (5) by anchor pole (22);
Described no-cohesive prestressed reinforcement (7) is successively through cushion cap (3), the billet (13) being with hemispherical tongue, concrete pier of steel tube sections (5), reinforced concrete bridge pier sections (2), concrete filled steel tube pin (15) and bridge superstructure (1), and two ends are anchored on cushion cap (3) bottom and bridge superstructure (1) respectively by ground tackle (9).
No-cohesive prestressed reinforcement has Self-resetting function.
The invention has the beneficial effects as follows:
Queen post of the present invention waves shock insulation Bridge Pier Structure System, and under geological process, damping and isolation effect is remarkable, be mainly reflected in following some:
1. because bridge pier-cushion cap is only connected by no-cohesive prestressed reinforcement with bridge pier-superstructure, can lift-off be there is in contact portion, therefore, in earthquake, bridge pier upper and lower end parts moment of flexure can effectively be discharged, reduce bridge pier damage, reduce the seismic forces that bridge construction is born, and wave by bridge pier the seismic energy that dissipates, effectively control the reaction of bridge pier in earthquake.
2. the mild steel damper arranged at cushion cap top and pier section change place plays the effect of dissipation seismic energy; the development of effective control bridge pier plastic strain; make damage concentration in mild steel damper, play the effect of protection bridge pier, and mild steel damper is easier to change after shake.
3. the employing of Non-cohesive Prestressing Force Technology and marmem circle provides bridge construction self-resetting capability, effectively controls bridge pier permanent set, transport services function after the shake of guarantee bridge construction, reduces the rear repair of shake.
4. the present invention does not arrange bearing between bridge pier and superstructure, can invariably come off and the excessive and beam that falls that causes of girder displacement by earthquake centre bearing; It also avoid the problem that bearing needs periodic detection due to endurance issues and changed after losing efficacy simultaneously.
5. the present invention changes less to the design of existing conventional bridge pier, easily realizes, applied widely, can reduce design section and the arrangement of reinforcement consumption of bridge pier; Destroy after shake and concentrate on mild steel damper, repair a little and just can use, guarantee that transportation lifeline does not interrupt, reduce the rehabilitation cost after shake and disaster area reconstruction time.Therefore, the present invention has good society economic benefit, is worthy of popularization.
Accompanying drawing explanation
Fig. 1 is the outside schematic diagram that queen post waves shock insulation Bridge Pier Structure System.
Fig. 2 is the A-A schematic cross-section that in Fig. 1, queen post waves shock insulation Bridge Pier Structure System.
Fig. 3 is the B-B schematic cross-section that in Fig. 1, queen post waves shock insulation Bridge Pier Structure System.
Fig. 4 is the D-D schematic cross-section that in Fig. 2, queen post waves shock insulation Bridge Pier Structure System.
Fig. 5 is the F-F schematic cross-section that in Fig. 3, queen post waves shock insulation Bridge Pier Structure System.
Fig. 6 is the external mild steel damper organigram that queen post waves shock insulation Bridge Pier Structure System.
1-bridge superstructure; 2-reinforced concrete bridge pier sections; 3-cushion cap; 4-pile foundation; 5-concrete pier of steel tube sections; 6-external mild steel damper; 7-no-cohesive prestressed reinforcement; 8-prestressing force reserving hole; 9-ground tackle; 10-shearing peg; 11-steel flange; 12-rubber spacer; The billet of 13-cushion cap pre-buried strap shape tongue; 14-billet; 15-concrete filled steel tube pin; 16-steel cage; 17-marmem ring; 18-mild steel ring; 19-cement mortar; 20-short rib; 21-cross rib; 22-anchor pole; 23-mild steel inner core; 24-high tensile metal outer tube; 25-nut.
Detailed description of the invention
The present invention is on the basis of conventional rebar Concrete Double columnar pier, be separated bottom bridge pier with pier coping portion with cushion cap and superstructure, connect by means of only prestressing without bondn steel bundle and be aided with metal damping unit, with the behavior of waving realizing bridge pier to dissipate seismic energy there is Self-resetting function, reach the object subtracting shock insulation.This structure is mainly used in anti-seismic performance and requires that higher bridge engineering and engineering of crossing a river subtract in seismic isolation technology.
As shown in figs. 1 to 6, the present invention is that a kind of queen post waves shock insulation Bridge Pier Structure System, mainly comprises bridge pier-cushion cap connecting structure and bridge pier-superstructure connecting structure.Fig. 2 and Fig. 4 is bridge pier-cushion cap connecting structure schematic diagram that queen post waves shock insulation Bridge Pier Structure System, forms primarily of reinforced concrete bridge pier sections 2, cushion cap 3, concrete pier of steel tube sections 5 and external mild steel damper 6.The reserved upper top surface area of cushion cap 3 is greater than the round platform hole of bottom surface, the billet 13 that end is embedded in the band hemispherical tongue in cushion cap 3 is placed bottom hole, the pre-buried welding edges shearing peg 10 of the billet 13 with hemisphere tongue, round platform hole sidewalls arranges the rubber spacer with round platform consistent size.Placing steel tubes concrete pier sections 5 on the billet 13 of described band hemispherical tongue, be the steel plate of band hemispherical groove bottom concrete pier of steel tube sections 5, groove size is consistent with tongue.The top of 1/3 length of concrete pier of steel tube sections 5 is cast in reinforced concrete bridge pier sections 2, and shearing peg 10 is welded on the steel pipe of concrete pier of steel tube sections 5 along its length, steel tube end part welding annular steel flange 11.Cushion cap 3 is connected by external mild steel damper 6 and no-cohesive prestressed reinforcement 7 with concrete pier of steel tube sections 5.External mild steel damper 6 is made up of mild steel inner core 23 and high tensile metal outer tube 24, and two ends connect cushion cap 3 and concrete pier of steel tube sections 5 by anchor pole 22.Fig. 3 and Fig. 5 is bridge pier-superstructure connecting structure schematic diagram that queen post waves shock insulation Bridge Pier Structure System, forms primarily of bridge superstructure 1, no-cohesive prestressed reinforcement 7, rubber spacer 12, concrete filled steel tube pin 15, marmem annulation 17 and mild steel annulation 18.Isolated by rubber spacer 12 between bridge superstructure 1 and reinforced concrete bridge pier sections 2, and connected by prestressing without bondn steel bundle 7.Superstructure 1 arranges steel cage 16, arranges marmem annulation 17 and mild steel annulation 18 between steel cage 16 and concrete filled steel tube pin 15, to provide the function of power consumption and Self-resetting.The steel pipe of the insertion steel concrete sections of concrete filled steel tube pin 15 welds shearing peg 10 and steel flange 11, to strengthen bonding strength.The no-cohesive prestressed reinforcement 7 applied in bridge pier-cushion cap connecting structure and bridge pier-superstructure connecting structure is elongated reinforcing bar, successively through cushion cap 3, the billet 13 being with hemispherical tongue, concrete pier of steel tube sections 5, reinforced concrete bridge pier sections 2, concrete filled steel tube pin 15 and bridge superstructure 1, and be anchored at bottom cushion cap 3 and bridge superstructure 1 by ground tackle 9.Fig. 6 is the external mild steel damper organigram that queen post waves shock insulation Bridge Pier Structure System, is made up of mild steel inner core 23 and high tensile metal outer tube 24, and two ends connect cushion cap 3 and concrete pier of steel tube sections 5 by anchor pole 22.
The present invention breaks through traditional double columnar pier mentality of designing, flexible design, structure stress is clear and definite, makes two-columned pier structural system have good Self-resetting performance and stable energy dissipation capacity, and energy quick-replaceable, the requirements such as satisfied control permanent set, the rear quick renewal reparation of shake.External energy-consumption device involved in the present invention is changed convenient, and ensure that durability and the rear recoverability energy of shake of this pillarwork system, is the breakthrough to traditional pier Column border node system and development.The present invention can be good at solving traditional bridge pier after seismic load, has the problem not easily recovering comparatively greatly permanent set, and ensures enough energy dissipation capacities simultaneously.In addition, the function of the alternative bearing of the present invention, makes bridge construction not re-use bearing, and solve the problem that traditional bridge needs repeatedly replacing time in bridge life cycle management, economic benefit improves greatly.Queen post waves shock insulation Bridge Pier Structure System all has good service behaviour under normal service load and accidental seismic loading, is worth applying in Practical Project.
Claims (5)
1. a queen post waves shock insulation Bridge Pier Structure System, its characteristic is: described queen post waves shock insulation Bridge Pier Structure System primarily of bridge superstructure (1), reinforced concrete bridge pier sections (2), cushion cap (3), pile foundation (4), concrete pier of steel tube sections (5), external mild steel damper (6), no-cohesive prestressed reinforcement (7), rubber spacer (12), the billet (13) of cushion cap pre-buried strap hemisphere tongue, concrete filled steel tube pin (15), marmem annulation (17) and mild steel annulation (18) composition, two sections of reinforced concrete bridge pier sections (2) are side by side had below bridge superstructure (1), be concrete pier of steel tube sections (5) below every section of reinforced concrete bridge pier sections (2), be cushion cap (3) below every section of concrete pier of steel tube sections (5), be two pile foundations (4) side by side below each cushion cap (3),
Between bridge superstructure (1) with reinforced concrete bridge pier sections (2), the logical no-cohesive prestressed reinforcement (7) running through bridge superstructure (1) parallel with four of reinforced concrete bridge pier sections (2) inside is connected; By the reserved cylindrical cavity of steel cage (16) between the no-cohesive prestressed reinforcement (7) that four, described bridge superstructure (1) bottom is parallel, placing steel tubes concrete pin (15) in cylindrical cavity, be furnished with between steel cage (16) and concrete filled steel tube pin (15) and be welded on marmem hollow cylinder thing (17) on concrete filled steel tube pin (15) and mild steel hollow cylinder thing (18), marmem hollow cylinder thing (17) and mild steel hollow cylinder thing (18) are upper and lower relation; The central axis of marmem hollow cylinder thing (17) and mild steel hollow cylinder thing (18) central axis and the central axis of concrete filled steel tube pin (15); One end of concrete filled steel tube pin (15) is placed on steel cage (16), the other end is positioned at reinforced concrete bridge pier sections (2), and the external surface being positioned at inner concrete filled steel tube pin (15) section of reinforced concrete bridge pier sections (2) is provided with shearing peg;
Existential Space between reinforced concrete bridge pier sections (2) and cushion cap (3), reinforced concrete bridge pier sections (2) and cushion cap (3) adopt concrete pier of steel tube sections (5) to be connected; Reinforced concrete bridge pier sections (2) is inserted in the upper end of concrete pier of steel tube sections (5), and has shearing peg at the outer surface of this section of reinforced concrete bridge pier sections (2), and there is steel flange end; The upper surface of cushion cap (3) is provided with round platform hole, the upper top surface area of round platform hole is greater than bottom surface area, be the billet (13) of band hemispherical projections bottom round platform hole, the periphery of the billet (13) of band hemispherical projections has shearing peg and the periphery of the billet (13) of band hemispherical projections is embedded in cushion cap (3); Round platform hole sidewalls is furnished with one deck rubber spacer (12); The lower end of concrete pier of steel tube sections (5) is positioned at round platform hole, and concrete pier of steel tube sections (5) lower end port is the reeded steel plate of band, and the hemispherical projections of groove and billet (13) fits together; Multiple independently external mild steel damper is also had between concrete pier of steel tube sections (5) outer reinforced concrete bridge pier sections (2) and cushion cap (3); No-cohesive prestressed reinforcement (7) runs through reinforced concrete bridge pier sections (2), concrete pier of steel tube sections (5) and cushion cap (3).
2. wave shock insulation Bridge Pier Structure System according to a kind of queen post of claim 1, its characteristic is, steel duct in concrete pier of steel tube sections (5) is welded with cross rib (21), steel duct is divided into four parts, the every part in steel duct surface is provided with short rib, and no-cohesive prestressed reinforcement (7) is all distributed in four parts simultaneously.
3. wave shock insulation Bridge Pier Structure System according to a kind of queen post of claim 1, its characteristic is, the top of 1/3 length of concrete pier of steel tube sections (5) is cast in reinforced concrete bridge pier sections (2).
4. wave shock insulation Bridge Pier Structure System according to a kind of queen post of claim 1, its characteristic is, described external mild steel damper (6) is made up of mild steel inner core (23) and high tensile metal outer tube (24), and mild steel inner core (23) two ends connect cushion cap (3) and concrete pier of steel tube sections (5) by anchor pole (22).
5. wave shock insulation Bridge Pier Structure System according to a kind of queen post of claim 1, its characteristic is, no-cohesive prestressed reinforcement (7) is successively through cushion cap (3), the billet (13) being with hemispherical tongue, concrete pier of steel tube sections (5), reinforced concrete bridge pier sections (2), concrete filled steel tube pin (15) and bridge superstructure (1), and two ends are anchored on cushion cap (3) bottom and bridge superstructure (1) respectively by ground tackle (9).
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