CN108103927A - The recoverable full precast assembly double-layer frame Bridge Pier Structure System of function after shake - Google Patents
The recoverable full precast assembly double-layer frame Bridge Pier Structure System of function after shake Download PDFInfo
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- CN108103927A CN108103927A CN201711488434.0A CN201711488434A CN108103927A CN 108103927 A CN108103927 A CN 108103927A CN 201711488434 A CN201711488434 A CN 201711488434A CN 108103927 A CN108103927 A CN 108103927A
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- 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
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Abstract
The invention discloses the recoverable full precast assembly double-layer frame Bridge Pier Structure System of function after shake, structural system is made of prefabricated cushion cap, prefabricated lower floor's pier stud, prefabricated lower floor's crossbeam, prefabricated upper strata pier stud, prefabricated upper strata crossbeam, friction energy-dissipating damper, unbonded prestressing tendon, steel pin bolt.The prefabricated upper strata crossbeam of prefabricated upper strata pier stud, the prefabricated lower floor's crossbeam of prefabricated upper strata pier stud are connected by unbonded prestressing tendon, are aided with frcition damper, form self-resetting swinging dissipative devices.The prefabricated lower floor's crossbeam of prefabricated lower floor's pier stud, the prefabricated prefabricated cushion cap of lower floor's pier stud are attached respectively by grout sleeve, spigot-and-socket, form equivalent cast-in-place system.Smaller under shake effect, upper strata is consumed energy by self-resetting swinging, and understructure is in elastic stage.While superstructure waves energy consumption, understructure generates limited Plastic Damage dissipation seismic energy.After shake superstructure can Self-resetting, understructure can repair quickly, and structural system can quick-recovery function soon.
Description
Technical field
The present invention relates to novel bridge structural system, more particularly, to the recoverable full precast assembly bilayer frame of function after shake
Frame Bridge Pier Structure System and the practice.
Background technology
With the development of China's Development of China's Urbanization, Urban Traffic Jam Based becomes increasingly conspicuous, and existing urban transportation basis is set
Deterioration of Structural Performance is applied, bearing capacity reduces, and seriously constrains the development in city, there is an urgent need for rebuild or create urban road, bridge
Traffic bases is waited to set.Double-deck Viaduct beam can make full use of space, and traffic diverging and expansion are realized on limited path area
Hold, be a kind of efficient transportation network solution, be more and more widely used in the construction of urban elevated bridge.
Currently, still based on cast in situs, the construction period is long for the construction of Urban Bridge, and place occupies greatly, and bridge is caused to build
If the serious traffic congestion in place periphery increases the throe sense in city.Cast in situs simultaneously can cause construction place periphery tighter
The environmental pollutions such as sewage, airborne dust, the noise of weight, and easily generate industrial accident.Therefore, the construction of Urban Bridge is compeled to be essential
It is more efficient, green, efficiently industrialized construction way, precast assembly technology become the selection of people.Precast assembly technology
It is produced using element factory metaplasia, the mode of on-site hoisting assembling greatly shortens the site operation duration, reduces the shadow to environment
It rings, is increasingly paid attention to be subject to science of bridge building teacher.In China, existing precast assembly technology is mainly used for bridge superstructure, uses
Also very few in the precast assembly technology of the substructures such as bridge pier column, there is an urgent need to develop the precast assembly skill of substructure
Art.
The bridge pier of Double-deck Viaduct beam is mostly using Frame Pier, and the stress under geological process is complicated, and structure is potentially moulded
Property hinge region may up to 8, first recurring structure monolithic stability problem is possible to before structure reaches ductile ability, structure
Anti-seismic performance is not easy to meet the requirements.Meanwhile based on the overhead pier column of Ductility Design theory, often generated under geological process
More serious damage and larger residual deformation repair difficulty after causing shake, influence the traffic capacity of elevated bridge, antidetonation is hindered to rescue
The implementation of calamity.Therefore, it is necessary to develop the recoverable Aseismic Structure System of function after shake, reduce the damage of pier stud and remaining become
Shape, make it have can quick-recovery soon ability, ensure the fast passing after elevated bridge shake.
The content of the invention
In order to solve the above technical problem, the present invention provides a kind of recoverable full precast assembly bilayer frames of function after shake
Frame Bridge Pier Structure System, the system can realize live full precast assembly construction, ensure the premise of enough strength and stiffness
Under, reduce the seismic force that is born of structure, and have the function of seismic Damage controllably and after shaking can quick-recovery soon ability.
The recoverable full precast assembly double-layer frame Bridge Pier Structure System of function after a kind of shake, including the prefabricated cushion cap of Frame Pier
(1), prefabricated lower floor's pier stud (2), prefabricated lower floor's crossbeam (3), prefabricated upper strata pier stud (4), prefabricated upper strata crossbeam (5), external friction
Energy-consumption damper (6), unbonded prestressing tendon (7), steel pin bolt (10), steel cage (13), steel sleeve (14), billet (15), with
And grout sleeve (17), the lower part of prefabricated upper strata crossbeam (5) are equipped with two prefabricated upper strata pier studs (4) side by side, it is each it is prefabricated on
It is prefabricated lower floor's crossbeam (3) below layer pier stud (4), is two prefabricated lower floor's piers side by side below prefabricated lower floor's crossbeam (3)
Column (2) is prefabricated cushion cap (1) below prefabricated lower floor's pier stud (2).
Prefabricated upper strata crossbeam (5) is with prefabricated upper strata pier stud (4) by running through prefabricated upper strata crossbeam (5) and prefabricated upper strata pier stud
(4) presstressed reinforcing steel (7) connection of the parallel soap-free emulsion polymeization of four internal beams；Four beam of bottom of the prefabricated upper strata crossbeam (5) is parallel
Unbonded prestressing tendon (7) between be equipped with cylindrical cavity reserved by steel cage (13), placing steel tubes are mixed in cylindrical cavity
Solidifying soil pin (10)；One end of concrete filled steel tube pin (10) is arranged in steel cage (13), and the other end is located at prefabricated upper strata pier stud
(4) it is internal；It is arranged at internal concrete filled steel tube pin (10) outer surface of prefabricated upper strata pier stud (4) and is equipped with peg (12), bottom
Equipped with circular flange disk (11)；Prefabricated upper strata crossbeam (5) bottom is with being equipped with thickness at prefabricated upper strata pier stud (4) upper-end contact
For the billet (15) of 2cm, the upper end of prefabricated upper strata pier stud (4) is equipped with the steel sleeve (12) that thickness is 2cm；Prefabricated upper strata crossbeam
(14) inside that bottom is connected with prefabricated upper strata pier stud (4) is equipped with pivoting friction energy-consumption damper (6).
Prefabricated upper strata pier stud (4) is with prefabricated lower floor's crossbeam (3) by running through prefabricated upper strata pier stud (4) and prefabricated lower floor's crossbeam
(3) presstressed reinforcing steel (7) connection of the parallel soap-free emulsion polymeization of four internal beams；The top of prefabricated lower floor's crossbeam (3) is the same as prefabricated upper strata pier
The connecting structure of the lower end of column (4) is the same as above-mentioned prefabricated upper strata crossbeam (5) bottom and the connecting structure of prefabricated upper strata pier stud (4)；
At the top of prefabricated lower floor's crossbeam (3) pivoting friction energy-consumption damper (6) is equipped with the outside of end in contact under prefabricated upper strata pier stud (4).
The steel bar stress (19) of prefabricated lower floor's pier stud (2) protrudes from styletable, and is inserted into and is arranged on prefabricated lower floor's crossbeam (3)
In the grout sleeve (17) of bottom, perfusion High Performance Mortar forms connection；The bottom of prefabricated lower floor's crossbeam (3) and prefabricated lower floor's pier
High Performance Mortar bed course (18) is set between column (2)；Square hole is reserved on prefabricated cushion cap (1), prefabricated lower floor's pier stud (2)
In lower part insertion hole, gap is filled by high performance grouting material, and forming spigot-and-socket (8) with cushion cap is connected.
The pivoting friction energy-consumption damper (6) is made of cast steel, and pivoting friction energy-consumption damper (6) passes through high-strength bolt
(16) it is connected respectively on prefabricated upper strata crossbeam (5), prefabricated lower floor's crossbeam (3) and prefabricated upper strata pier stud (4), passes through relative rotation
Friction carrys out dissipation energy.
Pivoting friction energy-consumption damper (6) includes two T-shaped components (22) being connected with prefabricated upper strata pier stud (4), and pre-
Upper strata crossbeam (5) processed, two l-shaped members (20) of prefabricated lower floor's crossbeam (3) connection, a T-shaped component (21), four ledrites
Friction disc (23) and a damper high-strength bolt (24).Two l-shaped members (20) are symmetricly set on a T-shaped component (21)
Both sides, l-shaped member (20) are connected with T-shaped component (21) by high-strength bolt (16)；It is horizontal that T-shaped component (21) anchors to prefabricated lower floor
On beam (3), l-shaped member (20) is anchored on prefabricated upper strata crossbeam (5)；Between being left between l-shaped member (20) and T-shaped component (21)
Gap places the T-shaped component (22) being connected with prefabricated upper strata pier stud (4) in the gap；L-shaped member (20) and T-shaped component (22)
Between and T-shaped component (22) and T-shaped component (21) between be equipped with ledrite friction disc (23)；Pass through damper high-strength bolt
(24) l-shaped member (20), ledrite friction disc (23), T-shaped component (22) and T-shaped component (21) are linked together and pressed from both sides
Tightly；When external friction energy-consumption damper rotates, the contact surface of T-shaped component (22) and ledrite friction disc (23) generates
Relative displacement forms rubbing surface energy consumption.
The both ends of prefabricated upper strata pier stud (4) set steel pin bolt (10) to be inserted into prefabricated upper strata crossbeam (5), prefabricated lower floor's crossbeam
(3) shear connector is formed in steel cage (13), it is fixed and positioned when reliable shear resistance being provided, while being constructed convenient for assembling.
Unbonded prestressing tendon (7) is made of carbon fibre reinforced composite, sequentially passes through prefabricated upper strata crossbeam (5), pre-
Upper strata pier stud (4) processed, prefabricated lower floor's crossbeam (3), and respectively by anchorage (9) be anchored in prefabricated upper strata crossbeam (5) top and
The lower part of prefabricated lower floor's crossbeam (3).
Unbonded prestressing tendon (7) has runback bit function.
The beneficial effects of the invention are as follows：
The full prefabrication and assembly construction double-layer frame pier structure system of the present invention is main, it can be achieved that prefabrication and assembly construction, function can be recovered after shake
It is embodied in the following：
1. using prefabrication, scene need to only be spelled the precast assembly double-layer frame pier structure system whole component
Dress, greatly shortens the site operation duration, reduces to building the traffic of place periphery and the influence of environment, realizes green, industry
Change bridge construction.
2. prefabricated upper strata pier stud-prefabricated upper strata crossbeam, prefabricated upper strata pier stud-prefabricated lower floor crossbeam pass through prestressing without bondn
Muscle connects, and under geological process, contact portion can wave, and can reduce the stress of bridge structure under geological process, together
Shi Liyong waves dissipation seismic energy, reduces the damage of pier stud, and has self-resetting capability after shaking.
3. friction energy-dissipating damper is set effectively to control upper strata come the seismic energy that dissipates between precast pier and prefabricated crossbeam
The development of bridge pier plastic deformation, makes energy consumption concentrate on frcition damper, can protect upper strata bridge pier under geological process from damaging,
And friction energy-dissipating damper can be replaced.
4. prefabricated lower floor's pier stud-prefabricated lower floor crossbeam, prefabricated lower floor's pier stud-prefabricated cushion cap respectively by grout sleeve, hold
Slotting formula is attached, effect be equal to it is cast-in-place, by limited damage dissipative part seismic energy under geological process, after shake
It damages small, can quickly repair.
5. the precast assembly Double-deck Viaduct Frame Pier upper strata is self-resetting swinging structure, lower floor is equivalent cast-in-place structural.
Under the effect of shake smaller, upper strata self-resetting swinging structure is waved and dissipated seismic energy by frcition damper, and lower floor ties
Structure is in elastic stage, not damaged generation.Under site ground motion geological process, self-resetting swinging energy consumption occurs for superstructure
Meanwhile understructure generates limited Plastic Damage dissipation seismic energy.So shake after superstructure can Self-resetting, understructure
It damages small, can quickly repair, recover to use function.
6. the present invention is smaller to the change of conventional Pier Design, easy to implement, applied widely, building for bridge can be accelerated
If by self-resetting swinging and the classification energy consumption of limited ductility, the damage of pier stud is reduced, can quickly be repaired after shake, recover current
Function reduces rehabilitation cost and disaster area reconstruction time after shake.The present invention has good economic effect, is worthy to be popularized and answers
With.
Description of the drawings
Fig. 1 is the outside schematic diagram of full precast assembly double-layer frame Bridge Pier Structure System.
Fig. 2 is the Joint's connection fabrication figure of prefabricated upper strata pier stud-prefabricated crossbeam of the structural system.
Fig. 3 is the Joint's connection fabrication figure of prefabricated lower floor's pier stud-prefabricated crossbeam of the structural system.
Fig. 4 is the front view of the system pivoting friction energy-consumption damper.
Fig. 5 is the Section A-A view of the system pivoting friction energy-consumption damper.
In figure：The prefabricated cushion cap of 1-Frame Pier；2-prefabricated lower floor's pier stud；3-prefabricated lower floor's crossbeam；4-prefabricated upper strata pier
Column；5-prefabricated upper strata crossbeam；6-friction energy-dissipating damper；7-unbonded prestressing tendon；8-bayonet joint；9-in advance should
Power anchorage：10-steel pin bolt；11-steel flange：12-WELDING STUDS；13-steel cage：14-steel sleeve；15-billet；16-high
Strength bolt；17-grout sleeve；18-mortar bed；19-pier stud steel bar stress；20-connecting cross beam l-shaped member；21-even
Connect crossbeam T-shaped component；22-connection pier stud T-shaped component；23-ledrite friction disc；24-damper screw rod.
Specific embodiment
The present invention separates upper strata pier stud and upper and lower layer crossbeam on the basis of typical bilayer elevated bridge Frame Pier
Come, connected by unbonded prestressing tendon, and be aided with frcition damper to consume energy, upper strata is made to form self-resetting swinging structure, come
Reduce the reaction of geological process lower structure.Lower floor's pier stud passes through grout sleeve, bayonet joint formation etc. with lower floor's crossbeam, cushion cap
Same cast-in-place structural, and consumed energy with limited ductility.Upper and lower layer stepped mixing under different level earthquake motion effect consumes energy, and reduces
The damage of Frame Pier makes it that can quickly repair, and recovers current function.The prefabrication and assembly construction that the structural system is suitable for elevated bridge is fast
Speed construction.
As shown in Figs. 1-5, the present invention is a kind of full precast assembly double-layer frame bridge pier structure body of recoverable function after shake
System, mainly by the prefabricated cushion cap of Frame Pier (1), prefabricated lower floor's pier stud (2), prefabricated lower floor's crossbeam (3), prefabricated upper strata pier stud (4), pre-
Upper strata crossbeam (5) processed, external friction energy-consumption damper (6), unbonded prestressing tendon (7), steel pin bolt (10), steel cage (13), steel
Casing (14), billet (15) and grout sleeve (17) composition, the lower part of prefabricated upper strata crossbeam (5) have side by side two it is pre-
Upper strata pier stud (4) processed, is prefabricated lower floor's crossbeam (3) below each prefabricated upper strata pier stud (4), under prefabricated lower floor's crossbeam (3)
Face is two prefabricated lower floor's pier studs (2) side by side, is prefabricated cushion cap (1) below prefabricated lower floor's pier stud (2).
Prefabricated upper strata crossbeam (5) is with prefabricated upper strata pier stud (4) by running through prefabricated upper strata crossbeam (5) and prefabricated upper strata pier stud
(4) presstressed reinforcing steel (7) connection of the parallel soap-free emulsion polymeization of four internal beams；Four beam of bottom of the prefabricated upper strata crossbeam (5) is parallel
Unbonded prestressing tendon (7) between be equipped with cylindrical cavity reserved by steel cage (13), placing steel tubes are mixed in cylindrical cavity
Solidifying soil pin (10)；One end of concrete filled steel tube pin (10) is arranged in steel cage (13), and the other end is located at prefabricated upper strata pier stud
(4) it is internal；It is arranged at internal concrete filled steel tube pin (10) outer surface of prefabricated upper strata pier stud (4) and is equipped with peg (12), bottom
Equipped with circular flange disk (11)；Prefabricated upper strata crossbeam (5) bottom is with being equipped with thickness at prefabricated upper strata pier stud (4) upper-end contact
For the billet (15) of 2cm, the upper end of prefabricated upper strata pier stud (4) is equipped with the steel sleeve (12) that thickness is 2cm；Prefabricated upper strata crossbeam
(14) inside that bottom is connected with prefabricated upper strata pier stud (4) is equipped with pivoting friction energy-consumption damper (6).
Prefabricated upper strata pier stud (4) is with prefabricated lower floor's crossbeam (3) by running through prefabricated upper strata pier stud (4) and prefabricated lower floor's crossbeam
(3) presstressed reinforcing steel (7) connection of the parallel soap-free emulsion polymeization of four internal beams；The top of prefabricated lower floor's crossbeam (3) is the same as prefabricated upper strata pier
The connecting structure of the lower end of column (4) is the same as above-mentioned prefabricated upper strata crossbeam (5) bottom and the connecting structure of prefabricated upper strata pier stud (4)；
At the top of prefabricated lower floor's crossbeam (3) pivoting friction energy-consumption damper (6) is equipped with the outside of end in contact under prefabricated upper strata pier stud (4).
The steel bar stress (19) of prefabricated lower floor's pier stud (2) protrudes from styletable, and is inserted into and is arranged on prefabricated lower floor's crossbeam (3)
In the grout sleeve (17) of bottom, perfusion High Performance Mortar forms connection；The bottom of prefabricated lower floor's crossbeam (3) and prefabricated lower floor's pier
High Performance Mortar bed course (18) is set between column (2)；Square hole is reserved on prefabricated cushion cap (1), prefabricated lower floor's pier stud (2)
In lower part insertion hole, gap is filled by high performance grouting material, and forming spigot-and-socket (8) with cushion cap is connected.
The external pivoting friction energy-consumption damper (6) is made of cast steel, is connected respectively to by high-strength bolt (16)
On prefabricated upper strata crossbeam (5), prefabricated lower floor's crossbeam (3) and prefabricated upper strata pier stud (4), by relatively rotating friction come Dissipated energy
Amount.
Pivoting friction energy-consumption damper (6) include be connected with prefabricated upper strata pier stud (4) two T-shaped components (22), in advance
Upper strata crossbeam (5) processed, two l-shaped members (20) of prefabricated lower floor's crossbeam (3) connection and T-shaped component (21), a ledrite rub
Disk (23), damper screw rod (24) composition are wiped, forms four rubbing surfaces altogether to consume energy.
The both ends of prefabricated upper strata pier stud (4) set the steel cage (13) of prefabricated up/down crossbeam (3)/(5) of steel pin bolt (10) insertion
It is interior, shear connector is formed, it is fixed and positioned when reliable shear resistance being provided, while being constructed convenient for assembling.
Unbonded prestressing tendon (7) is made of carbon fibre reinforced composite, sequentially passes through prefabricated upper strata crossbeam (5), pre-
Upper strata pier stud (4) processed, prefabricated lower floor's crossbeam (3), and respectively by anchorage (9) be anchored in prefabricated upper strata crossbeam (5) top and
The lower part of prefabricated lower floor's crossbeam (3).
Unbonded prestressing tendon (7) has runback bit function.
The present invention breaks through the cast-in-place construction mode of conventional double overpass frame pier stud, is constructed using full prefabrication and assembly constructionization,
The site operation duration greatly is shortened, the traffic to place periphery and the influence of environment is reduced, realizes frame pier stud
Green, industrialized construction.The mentality of designing of the present invention is clear and definite, and design method is flexible, and the self-resetting swinging of superstructure is responded
Limited ductility energy consumption with understructure combines, and realizes the stepped mixing consumption in different earthquake horizontal force lower structure system
Energy mechanism, preferable damage of the control structure under geological process of energy make structure quick-recovery function, reduction can be shaken soon after shake
The expense repaired afterwards and the required time that resumes traffic, have preferable economic results in society, are worth promoting in Practical Project and answer
With.
Claims (6)
1. a kind of recoverable full precast assembly double-layer frame Bridge Pier Structure System of function after shake, it is characterised in that：Including frame
The prefabricated cushion cap of pier (1), prefabricated lower floor's pier stud (2), prefabricated lower floor's crossbeam (3), prefabricated upper strata pier stud (4), prefabricated upper strata crossbeam
(5), external friction energy-consumption damper (6), unbonded prestressing tendon (7), steel pin bolt (10), steel cage (13), steel sleeve (14), steel
Backing plate (15) and grout sleeve (17), the lower part of prefabricated upper strata crossbeam (5) are equipped with two prefabricated upper strata pier studs (4) side by side,
It is prefabricated lower floor's crossbeam (3) below each prefabricated upper strata pier stud (4), is two side by side below prefabricated lower floor's crossbeam (3)
Prefabricated lower floor's pier stud (2) is prefabricated cushion cap (1) below prefabricated lower floor's pier stud (2)；
Prefabricated upper strata crossbeam (5) is with prefabricated upper strata pier stud (4) by running through prefabricated upper strata crossbeam (5) and prefabricated upper strata pier stud (4)
Presstressed reinforcing steel (7) connection of the parallel soap-free emulsion polymeization of four internal beams；The parallel nothing of four beam of bottom of the prefabricated upper strata crossbeam (5)
It is equipped between binding prestress reinforcement (7) and passes through the reserved cylindrical cavity of steel cage (13), placing steel tubes concrete in cylindrical cavity
Pin (10)；One end of concrete filled steel tube pin (10) is arranged in steel cage (13), and the other end is located in prefabricated upper strata pier stud (4)
Portion；It is arranged at internal concrete filled steel tube pin (10) outer surface of prefabricated upper strata pier stud (4) and is equipped with peg (12), bottom is equipped with circle
Shape ring flange (11)；Prefabricated upper strata crossbeam (5) bottom is 2cm with being equipped with thickness at prefabricated upper strata pier stud (4) upper-end contact
Billet (15), the upper end of prefabricated upper strata pier stud (4) is equipped with the steel sleeve (12) that thickness is 2cm；Prefabricated upper strata crossbeam (14)
The inside that bottom is connected with prefabricated upper strata pier stud (4) is equipped with pivoting friction energy-consumption damper (6)；
Prefabricated upper strata pier stud (4) is with prefabricated lower floor's crossbeam (3) by running through prefabricated upper strata pier stud (4) and prefabricated lower floor's crossbeam (3)
Presstressed reinforcing steel (7) connection of the parallel soap-free emulsion polymeization of four internal beams；The top of prefabricated lower floor's crossbeam (3) is the same as prefabricated upper strata pier stud
(4) connecting structure of lower end is the same as above-mentioned prefabricated upper strata crossbeam (5) bottom and the connecting structure of prefabricated upper strata pier stud (4)；In advance
At the top of lower floor's crossbeam (3) processed pivoting friction energy-consumption damper (6) is equipped with the outside of end in contact under prefabricated upper strata pier stud (4)；
The steel bar stress (19) of prefabricated lower floor's pier stud (2) protrudes from styletable, and is inserted into and is arranged on prefabricated lower floor's crossbeam (3) bottom
Grout sleeve (17) in, perfusion High Performance Mortar formed connection；The bottom of prefabricated lower floor's crossbeam (3) and prefabricated lower floor's pier stud
(2) High Performance Mortar bed course (18) is set between；Square hole is reserved on prefabricated cushion cap (1), under prefabricated lower floor's pier stud (2)
In portion's insertion hole, gap is filled by high performance grouting material, and forming spigot-and-socket (8) with cushion cap is connected.
2. the recoverable full precast assembly double-layer frame Bridge Pier Structure System of function after a kind of shake according to claim 1,
It is characterized in that：The pivoting friction energy-consumption damper (6) is made of cast steel, and pivoting friction energy-consumption damper (6) is by high-strength
Bolt (16) is connected respectively on prefabricated upper strata crossbeam (5), prefabricated lower floor's crossbeam (3) and prefabricated upper strata pier stud (4), by opposite
Pivoting friction carrys out dissipation energy.
3. the recoverable full precast assembly double-layer frame Bridge Pier Structure System of function after a kind of shake according to claim 1,
It is characterized in that：Pivoting friction energy-consumption damper (6) includes two T-shaped components (22) being connected with prefabricated upper strata pier stud (4), with
Prefabricated upper strata crossbeam (5), two l-shaped members (20) of prefabricated lower floor's crossbeam (3) connection, a T-shaped component (21), four lead and yellow-collations
Copper friction disc (23) and a damper high-strength bolt (24)；Two l-shaped members (20) are symmetricly set on a T-shaped component
(21) both sides, l-shaped member (20) are connected with T-shaped component (21) by high-strength bolt (16)；T-shaped component (21) anchor to it is prefabricated under
On layer crossbeam (3), l-shaped member (20) is anchored on prefabricated upper strata crossbeam (5)；It is stayed between l-shaped member (20) and T-shaped component (21)
There is gap, the T-shaped component (22) being connected with prefabricated upper strata pier stud (4) is placed in the gap；L-shaped member (20) and T-shaped component
(22) ledrite friction disc (23) is equipped between and between T-shaped component (22) and T-shaped component (21)；It is high-strength by damper
Screw rod (24) links together l-shaped member (20), ledrite friction disc (23), T-shaped component (22) and T-shaped component (21) simultaneously
It clamps；When external friction energy-consumption damper rotates, the contact surface production of T-shaped component (22) and ledrite friction disc (23)
Raw relative displacement forms rubbing surface energy consumption.
4. the recoverable full precast assembly double-layer frame Bridge Pier Structure System of function after a kind of shake according to claim 1,
It is characterized in that：The both ends of prefabricated upper strata pier stud (4) set steel pin bolt (10) to be inserted into prefabricated upper strata crossbeam (5), prefabricated lower floor horizontal stroke
The steel cage (13) of beam (3) is interior to form shear connector, provides reliable shear resistance, while is convenient for assembling installation when constructing and determines
Position.
5. the recoverable full precast assembly double-layer frame Bridge Pier Structure System of function after a kind of shake according to claim 1,
It is characterized in that：Unbonded prestressing tendon (7) is made of carbon fibre reinforced composite, sequentially pass through prefabricated upper strata crossbeam (5),
Prefabricated upper strata pier stud (4), prefabricated lower floor's crossbeam (3), and the top of prefabricated upper strata crossbeam (5) is anchored in by anchorage (9) respectively
With the lower part of prefabricated lower floor's crossbeam (3).
6. the recoverable full precast assembly double-layer frame Bridge Pier Structure System of function after a kind of shake according to claim 1,
It is characterized in that：Unbonded prestressing tendon (7) has runback bit function.
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| CN201711488434.0A CN108103927B (en) | 2017-12-30 | 2017-12-30 | The recoverable full precast assembly double-layer frame Bridge Pier Structure System of function after shake |
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| CN201711488434.0A CN108103927B (en) | 2017-12-30 | 2017-12-30 | The recoverable full precast assembly double-layer frame Bridge Pier Structure System of function after shake |
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Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108894100A (en) * | 2018-08-15 | 2018-11-27 | 西安科技大学 | A kind of the antidetonation bridge pier and its construction method of rigid frame bridge |
| CN108914765A (en) * | 2018-08-15 | 2018-11-30 | 石家庄铁道大学 | A kind of replaceable assembled damping bridge pier |
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| CN111188258A (en) * | 2020-02-17 | 2020-05-22 | 河南省交通规划设计研究院股份有限公司 | Novel assembled bridge substructure |
| CN111749112A (en) * | 2020-07-30 | 2020-10-09 | 福州大学 | Large-span integral bridge suitable for strong earthquake region and construction method |
| CN112030718A (en) * | 2020-08-06 | 2020-12-04 | 同济大学 | Multistage swing system for quickly connecting prefabricated assembled pier and bearing platform |
| CN112176865A (en) * | 2020-08-27 | 2021-01-05 | 中铁九局集团第七工程有限公司 | Construction method for splicing and erecting high-speed railway frame pier steel beam in sections |
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| CN115369735A (en) * | 2022-07-14 | 2022-11-22 | 重庆大学 | Multi-layer steel-concrete frame bridge for co-construction of mountain urban traffic and square and construction method thereof |
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Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP4607204B2 (en) * | 2008-05-02 | 2011-01-05 | 朝日エンヂニヤリング株式会社 | Rigid joint structure of pier and main girder |
| JP5173988B2 (en) * | 2009-11-12 | 2013-04-03 | 中部電力株式会社 | Seismic improvement structure of existing sluice pillar and coupled earthquake resistant structure |
| CN104153287A (en) * | 2014-07-07 | 2014-11-19 | 上海应用技术学院 | Segmental assembled concrete frame pier system with self-reset function and method |
| JP5771139B2 (en) * | 2011-12-27 | 2015-08-26 | 鹿島建設株式会社 | Damper structure and its construction method |
| CN105297617A (en) * | 2015-11-24 | 2016-02-03 | 北京工业大学 | Double-column type swinging shock-insulation bridge pier structure system |
| CN106087702A (en) * | 2016-06-09 | 2016-11-09 | 防灾科技学院 | A kind of based on band perps power consumption angle steel wave Self-resetting dual deck bridge framed bent pier |
| CN106351113A (en) * | 2016-08-28 | 2017-01-25 | 防灾科技学院 | Earthquake control system of high-speed railway bridge |
| CN206109970U (en) * | 2016-08-31 | 2017-04-19 | 南京理工大学 | Prefabricated assembled pier suitable for well meizoseismal area |
| 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 |
-
2017
- 2017-12-30 CN CN201711488434.0A patent/CN108103927B/en active Active
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP4607204B2 (en) * | 2008-05-02 | 2011-01-05 | 朝日エンヂニヤリング株式会社 | Rigid joint structure of pier and main girder |
| JP5173988B2 (en) * | 2009-11-12 | 2013-04-03 | 中部電力株式会社 | Seismic improvement structure of existing sluice pillar and coupled earthquake resistant structure |
| JP5771139B2 (en) * | 2011-12-27 | 2015-08-26 | 鹿島建設株式会社 | Damper structure and its construction method |
| CN104153287A (en) * | 2014-07-07 | 2014-11-19 | 上海应用技术学院 | Segmental assembled concrete frame pier system with self-reset function and method |
| CN105297617A (en) * | 2015-11-24 | 2016-02-03 | 北京工业大学 | Double-column type swinging shock-insulation bridge pier structure system |
| CN106087702A (en) * | 2016-06-09 | 2016-11-09 | 防灾科技学院 | A kind of based on band perps power consumption angle steel wave Self-resetting dual deck bridge framed bent pier |
| CN106351113A (en) * | 2016-08-28 | 2017-01-25 | 防灾科技学院 | Earthquake control system of high-speed railway bridge |
| CN206109970U (en) * | 2016-08-31 | 2017-04-19 | 南京理工大学 | Prefabricated assembled pier suitable for well meizoseismal area |
| 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 |
Cited By (21)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108914765B (en) * | 2018-08-15 | 2020-03-13 | 石家庄铁道大学 | Replaceable assembled shock-absorbing pier |
| CN108914765A (en) * | 2018-08-15 | 2018-11-30 | 石家庄铁道大学 | A kind of replaceable assembled damping bridge pier |
| CN108894100A (en) * | 2018-08-15 | 2018-11-27 | 西安科技大学 | A kind of the antidetonation bridge pier and its construction method of rigid frame bridge |
| CN110258309A (en) * | 2019-07-08 | 2019-09-20 | 中铁二院工程集团有限责任公司 | A kind of normal formula segment pier stud and its assembling method |
| CN110258309B (en) * | 2019-07-08 | 2024-01-23 | 中铁二院工程集团有限责任公司 | Standard segment pier stud and assembling method thereof |
| CN110258312A (en) * | 2019-07-16 | 2019-09-20 | 中铁二院工程集团有限责任公司 | The structure linkage section and its design method, construction method of segment assembled pier stud |
| CN110258312B (en) * | 2019-07-16 | 2024-03-22 | 中铁二院工程集团有限责任公司 | Structure connecting section of section assembly pier column, design method and construction method thereof |
| CN110468691A (en) * | 2019-07-23 | 2019-11-19 | 北京工业大学 | Replaceable assembly concrete is anti-after a kind of calamity waves bridge pier system |
| CN110468691B (en) * | 2019-07-23 | 2021-02-26 | 北京工业大学 | Replaceable assembled concrete anti-swing pier system after disaster |
| CN110359450A (en) * | 2019-07-29 | 2019-10-22 | 中铁二院工程集团有限责任公司 | Assembled circle pilework and construction method |
| CN110359450B (en) * | 2019-07-29 | 2024-03-08 | 中铁二院工程集团有限责任公司 | Assembled round pile structure and construction method |
| CN111188258A (en) * | 2020-02-17 | 2020-05-22 | 河南省交通规划设计研究院股份有限公司 | Novel assembled bridge substructure |
| CN111749112A (en) * | 2020-07-30 | 2020-10-09 | 福州大学 | Large-span integral bridge suitable for strong earthquake region and construction method |
| CN112030718A (en) * | 2020-08-06 | 2020-12-04 | 同济大学 | Multistage swing system for quickly connecting prefabricated assembled pier and bearing platform |
| CN112030718B (en) * | 2020-08-06 | 2024-05-31 | 同济大学 | Multistage swinging system for rapid connection of prefabricated spliced pier and bearing platform |
| CN112176865A (en) * | 2020-08-27 | 2021-01-05 | 中铁九局集团第七工程有限公司 | Construction method for splicing and erecting high-speed railway frame pier steel beam in sections |
| CN113356024A (en) * | 2021-06-04 | 2021-09-07 | 武汉理工大学 | Assembled steel pipe concrete double-deck gate-type mound structure |
| CN113481833A (en) * | 2021-07-23 | 2021-10-08 | 北京工业大学 | Prefabricated assembly type swing pier structure system with additional energy dissipation support or self-resetting energy dissipation support |
| CN115369735A (en) * | 2022-07-14 | 2022-11-22 | 重庆大学 | Multi-layer steel-concrete frame bridge for co-construction of mountain urban traffic and square and construction method thereof |
| CN116335017B (en) * | 2023-03-10 | 2023-11-14 | 天津大学 | Full-assembled bridge structure system of separated type swing 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 |
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