CN205501804U - Two limbs are friction energy dissipation shock attenuation binder for pier - Google Patents
Two limbs are friction energy dissipation shock attenuation binder for pier Download PDFInfo
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- CN205501804U CN205501804U CN201620287790.0U CN201620287790U CN205501804U CN 205501804 U CN205501804 U CN 205501804U CN 201620287790 U CN201620287790 U CN 201620287790U CN 205501804 U CN205501804 U CN 205501804U
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Abstract
The utility model discloses a two limbs are friction energy dissipation shock attenuation binder for pier relates to bridge construction technical field, including being four sleeves of X type cruciate fixation in same vertical plane, upper and lower two adjacent sleeve contained angles are alpha, establishing the sliding scale pole in the sleeve, establishing the spring between sliding scale pole and sleeve bottom, sliding scale pole outer end is fixed on two limb piers, establish the sliding friction face between sliding scale pole and sleeve, realize energy dissipation through the themogenesis of this sliding friction face sliding friction. It is continuous through sliding scale pole and two limb piers, utilize the sleeve of X type crossing to carry out horizontal sidewise restraint to the pier pier shaft, the quiet kinetic stability that has improved the pier can, the seismic energy who utilizes the friction between sliding scale pole and sleeve to bear the pier turns into heat energy through frictional heating and dissipates to can reduce earthquake dynamic response and the plastic hinge development degree of pier etc. Effectively protect major structures such as pier, girder can not take place or reduce earthquake damage phenomenon under earthquake load.
Description
Technical field
This utility model relates to bridge construction technical field, particularly relates to a kind of double limb bridge pier friction energy-dissipating damping binder.
Background technology
Current Bridge Design not only develops to large span even super-span with building, the most also developing towards high pier even over-height pier bridge, especially during development of the West Regions and " road one carries " transport development, in order to cross over mountain area, gully and deep valley, Pier Design more and more higher, in order to reducing the construction costs, and also to ensure the safety of bridge structure, high pier bridge is frequently with double limb bridge pier patterns, most common of which is exactly double limb bridge pier height pier rigid frame bridge or twin columns high-pier continuous girder bridges, the pier height of these bridges is standing is set to more than 40 meters, the highest the most domestic bridge pier is about 200 meters, belong to over-height pier bridge.
Along with the height of bridge pier is continuously increased, not only the static stability sexual needs under operation load action are controlled, and performance-based seismic design under geological process is particularly important, and current " Seismic Design of Highway Bridges detailed rules and regulations " are only applicable to pier higher primary school in the bridge of 40 meters, and more than 40 meters and pier shaft enters nonlinear bridge and needs to do special research for pier height.And have that to improve double limb height pier force model stability and improve a kind of method of anti-seismic performance of beam bridge be to arrange binder between double-limb pier concurrently, the most often use reinforced concrete structure, its ratio of reinforcement uses constructional reinforcement, relevant bridge specification to arrange the few of regulation for binder.And the earthquake of Wenchuan earthquake in 2008 shows, armored concrete binder often relatively early destroys in earthquake and exacerbates the earthquake disaster of double-limb pier bridge structure, and the binder the most effectively arranging double-limb pier is the research direction of an important bridge earthquake resistance and damping.
Utility model content
Technical problem to be solved in the utility model is to provide a kind of simple in construction, easy to make, the most double limb bridge pier friction energy-dissipating damping binders of installation; high pier bridge force model stability under operation load action can be improved; realize the seismic energy shifted or dissipation bridge structure is born, effectively protect the agent structure such as bridge pier, girder that earthquake damage phenomenon will not occur or reduce under earthquake load.
For solving above-mentioned technical problem, technical solution adopted in the utility model is:
A kind of double limb bridge pier friction energy-dissipating damping binder, including four sleeves, four sleeves are that X-type cross is fixed in same vertical plane, and two neighbouring sleeve angles are α；Being provided with sliding extension bar in sleeve, be provided with spring between the inner end of sliding extension bar and the bottom of sleeve, the outer end of sliding extension bar is fixed on double limb bridge pier；It is provided with sliding friction surface between sliding extension bar and sleeve, realizes energy-dissipating and shock-absorbing by this sliding friction surface sliding friction heat.
Preferably, described sliding extension bar and the sliding friction surface of sleeve all scribble synthesis antiskid coating.
Preferably, the outer end of described sliding extension bar is connected by end plate is fixing with the pre-buried steel connector on double limb bridge piers.
Preferably, it is provided with, in the middle part of described sliding extension bar, the boss coordinated with sleeve lining.
Preferably, described sleeve outer end is provided with cover plate, is provided with the via coordinated with sliding extension bar in the middle part of cover plate, and spring is fixed on the base plate of sleeve bottom.
Preferably, described sleeve is rectangular steel tube, and at the sleeve four longitudinally disposed ribbed stiffener of inwall, boss outer surface coordinates with ribbed stiffener outer surface and sleeve lining, the sliding friction surface that boss outer surface coordinates with ribbed stiffener outer surface and sleeve lining all scribbles synthesis antiskid coating.
Preferably, described spring is high strong spring.
Preferably, two neighbouring sleeve angle α are 30 degree to 150 degree.
Preferably, end plate is connected by bolt pair with the connecting plate of pre-buried steel connector on double limb bridge piers.
Use and have the beneficial effects that produced by technique scheme: be connected with pre-buried steel connector on double limb bridge piers by end plate, utilize the sleeve of X-type cross that bridge pier pier shaft is carried out horizontal sidewise restraint, improve the force model stability of bridge pier；The seismic energy utilizing the friction between sliding extension bar and sleeve to be born by bridge pier is converted into thermal energy consumption by frictional heat and dissipates, thus can reduce Dynamic response to earthquake and the plastic hinge development degree etc. of bridge pier.This utility model has simple in construction easily to be made, change conveniently, safeguards easy advantage, the seismic energy that the double limb height pier rigid frame bridge of transferable and dissipation or twin columns high-pier continuous girder bridges should undertake under action of strong earthquake, reach the purpose to agent structure shockproof control, reduce the damaged degree of bridge pier, good power consumption effect can be played particularly with the height bridge pier more than 40 meters；High pier bridge force model stability under operation load action can be improved；Can produce in batches in processing factory in advance, fabricated construction, quick for installation, do not affect the construction speed of bridge main body.
Accompanying drawing explanation
Fig. 1 is the structural representation of this utility model embodiment；
Fig. 2 is use state diagram of the present utility model；
Fig. 3 is A-A profile in Fig. 1；
In figure: 1-end plate, 2-sleeve, 3-sliding extension bar, 4-height strong spring, 5-cover plate, 6-base plate, 7-boss, 8-girder, 9-bridge pier, 10-pre-buried steel connector, 11-bolt pair, 12-ribbed stiffener, 13-synthesizes antiskid coating.
Detailed description of the invention
With detailed description of the invention, this utility model is described in further detail below in conjunction with the accompanying drawings.
A kind of double limb bridge pier friction energy-dissipating damping binders as shown in Figure 1, 2, 3, including four sleeves 2, four sleeves 2 are fixed in X-type cross in same vertical plane, and two neighbouring sleeve 2 angles are α；Being provided with sliding extension bar 3 in sleeve 2, be provided with spring 4 between the inner end of sliding extension bar 3 and the bottom of sleeve 2, the outer end of sliding extension bar 3 is fixed on double limb bridge pier 9；It is provided with sliding friction surface between sliding extension bar 3 and sleeve 2, sliding friction surface all scribbles synthesis antiskid coating 13, realizes energy-dissipating and shock-absorbing by this sliding friction surface sliding friction heat.
As a kind of preferred structure, the outer end of described sliding extension bar 3 is connected by end plate 1 is fixing with the pre-buried steel connector 10 on double limb bridge piers 9, and end plate 1 is connected by bolt pair 11 with the connecting plate of pre-buried steel connector 10 on double limb bridge piers 9, conveniently carries out dismounting and change；It is provided with the boss 7 coordinated with sleeve 2 inwall in the middle part of sliding extension bar 3, to alleviate the overall weight of sliding extension bar 3, reduces cost of manufacture；Sleeve 2 outer end is provided with cover plate 5 and seals sleeve 2 external port, is provided with the via coordinated with sliding extension bar 3 in the middle part of cover plate 5, and spring 4 is fixed on the base plate 6 bottom sleeve 2；Sleeve 2 is rectangular steel tube, and at the sleeve 2 four longitudinally disposed ribbed stiffener of inwall 12, boss 7 outer surface coordinates with ribbed stiffener 12 outer surface and sleeve 2 inwall, all scribbles synthesis antiskid coating 13 on sleeve 2 inwall, ribbed stiffener 12 surface and boss 7 outer surface.
Wherein, described spring 4 is high strong spring, and two neighbouring sleeve 2 angle α can choose concrete numerical value according to the actual requirements between 30 degree to 150 degree.
Operation principle of the present utility model is as follows: be arranged on by friction energy-dissipating damping binder of the present utility model between double limb bridge pier, can be considered the horizontal sidewise restraint of bridge pier pier shaft, reduce the computed altitude of bridge pier and calculate slenderness ratio, improve the bridge pier coefficient of stability under design static load effect, and then improve its force model stability and axle, bias bearing capacity；nullUnder seismic loading，The double limb bridge pier of high pier rigid frame bridge can occur vertical bridge to flexural deformation，And the double limb bridge pier of high-pier continuous girder bridges can occur direction across bridge flexural deformation，When the height of bridge pier reaches more than 40 meters，Relative deformation between two pier shafts of double limb bridge piers is bigger，Can cause being arranged on the sleeve 2 between double limb bridge pier along place length direction generation relative deformation，Sliding extension bar 3 i.e. can be caused to produce sliding friction effect with sleeve 2 inwall，Due on sliding extension bar 3 surface、Sleeve 2 inwall and ribbed stiffener 12 surface all scribble synthesis antiskid coating 13，Then increase the coefficient of contact friction between sliding extension bar 3 and sleeve 2，Then the relative sliding friction between sliding extension bar 3 with sleeve 2 will produce bigger frictional force，The seismic energy that bridge pier can be promoted to bear under the effect of frictional force is transferred on this friction energy-dissipating damping binder and is converted into thermal energy consumption by frictional heat dissipate，Thus the Dynamic response to earthquake such as acceleration of bridge pier can be reduced、The dynamic response such as inertia force and displacement and plastic hinge development degree etc..When pier tall and big in 40 meters time, the frequency of vibration of bridge pier is relatively low, the cycle is the longest, based on large deformation under seismic loading, bigger speed responsive will not be produced, and the friction energy-dissipating function of this friction energy-dissipating damping binder is the most relevant with the relative deformation between binder end, and unrelated with speed, so good power consumption effect can be played for the height bridge pier more than 40 meters；Simultaneously, deformation or compressive strain is drawn regardless of the relative deformation at this friction energy-dissipating damping binder two ends, will reach to carry out, by friction, the purpose that consumes energy, even if locked function also can be played exceeding the high strong spring 4 within the macroseism load action lower sleeve 2 of design seismic intensity, will not cause this friction energy-dissipating damping binder, prior to bridge pier, the phenomenon of damaged inefficacy occurs, it is transformed under severe earthquake action for Rigid Tie Beam of Long, the integral rigidity of instantaneous raising bridge pier, preferably resists seismic loading.
The core objective of bridge earthquake resistance Aseismatic Design is to install additional a kind of dissipative system on double limb bridge pier structures additional and then realize the seismic energy shifted or dissipation bridge structure is born, simultaneously quiet in view of double limb height pier bridges, power stress performance and Dynamic response to earthquake characteristic, this utility model belongs to the ductility energy-dissipating type binder that can substitute conventional steel bar concrete binder, the force model stability of double limb height pier can be improved, dissipation energy can be carried out again under macroseism load, and it is readily replaceable after shake, the Aseismic Design of double limb height pier rigid frame bridges or continuous bridge will be had important engineering significance and applied value.Especially those construction bridges in mountain area are often closer to earthquake fault, and seismic fortification intensity all improves much than common bridge, so configuration this utility model this ductility energy-dissipating type binder is a kind of reasonably antidetonation shock attenuation control method.
This utility model can be arranged on double limb bridge piers of high 40 meters to 200 meters of pier; it is possible not only to the force model stability improving high pier bridge under operation load action; and can play and double limb height pier rigid frame bridges be indulged bridge to shockproof control and the effect to double limb high-pier continuous girder bridges direction across bridge shockproof control; thus shift under severe earthquake action and seismic energy that the bridge main body structure that dissipates is born; protection bridge main body structure exempts from damage, it is achieved the theory of setting up defences of bridge structure " no damage in small earthquake, middle shake can repair, no collapsing with strong earthquake " under severe earthquake action；This utility model designs and produces simplicity, and method for arranging is simple, it is convenient to install, and can carry out prefabrication and assembled in situ along with bridge construction progress, not affect the normal construction process of bridge；This utility model can carry out maintenance replacing, better economy after macroseism simultaneously.
Concrete application example is as follows: application is three across double limb square-sections solid pier height pier continuous rigid frame bridge, girder 8 is single box single chamber box beam, pier top deck-molding 8.5 meters, bridge pier 9 is double limb solid rectangular cross-section height piers, pier is high 80 meters, double-limb pier is respectively 1.4 meters and 8.5 meters along vertical bridge to direction across bridge to spacing 2.5 meters, pier shaft along vertical bridge.In this application example, X-shaped friction energy-dissipating damping binder is that reserved steel fastener 10 is by bolt pair anchor connection with on bridge pier 9 by end plate 1, and the intensity of anchor bolt is it is ensured that will not rupture under design seismic loading at X-shaped friction energy-dissipating damping binder.
The friction energy-dissipating damping binder of this application example is following steps for manufacturing:
First, determine the design size of this friction energy-dissipating damping binder according to actual double limb bridge pier physical dimension, position, overall structure static mode, Static and dynamic calculation rigidity etc. and respectively other respectively forms the design size of component；And then calculate bridge structure structural dynamic response respectively under design geological process, determine the optimal setting position of this friction energy-dissipating damping binder, quantity, the axial rigidity along X-type both direction, the rigidity that rubs, the reasonable axial rigidity of high strong spring, the design thickness of synthesis antiskid coating and design coefficient of friction, design rating and deflection and design angle by analysis result.According to this application example analysis results, wherein desirable 0.1 meter to 0.5 meter of the design length of side of square bar sleeve 2, the design steel plate thickness of sleeve 2 can take 0.02 meter to 0.04 meter, desirable 0.5 meter to 1.0 meters of the design length of sleeve 2；Desirable 0.05 meter to 0.25 meter of the diameter of axle of sliding extension bar 3, desirable 0.2 meter to 0.45 meter of boss 7 thickness；The design axial push-pull rigidity desirable 10 of high strong spring 43To 106Thousand ns/m, desirable 0.2 meter to 0.5 meter of the length that do not stresses；Sealing external cover plate 5 and desirable 0.02 meter to 0.04 meter of the design thickness of slab of sealing inner bottom plating 6；Desirable 0.01 meter to 0.03 meter of the thickness of synthesis antiskid coating 13, designs coefficient of friction desirable 0.15 to 0.5；Desirable 30 degree to 150 degree of angle α of design.The friction energy-dissipating damping binder of this application example should be equally spaced according to spacing 2 meters to 3 meters along pier shaft direction across bridge according to height placement such as spacing 10 meters to 20 meters, and at least should arrange more than 2 along pier height.
Secondly, preliminary project according to this friction energy-dissipating damping binder, finite element software is utilized to set up its space material object unit detailed finite element model, every design objective by this friction energy-dissipating damping binder of numerical simulation of optimum so that it is friction hysteretic energy performance reaches optimum expected design effect；According to design and the Numerical results that becomes more meticulous, all parts of processing and fabricating this friction energy-dissipating damping binder, and then each parts are assembled, i.e. complete the making of this friction energy-dissipating damping binder.After this friction energy-dissipating damping binder completes, by electro-hydraulic servo loading device, it need be carried out the reciprocal pseudo-static experimental of low week under different frequency, thus obtain the true hysteretic energy curve of this friction energy-dissipating damping binder, make to survey hysteretic energy performance by continuous Amending design and be consistent with expected design energy-dissipating property.
Finally, the bridge pier of double limb height pier rigid frame bridges is during segmentation pouring construction, in the position of design and installation binder should at bridge pier 9 pre-buried steel connector 10, and all of contact surface will firmly weld between pre-buried steel connector 10 with bridge pier 9 framework of steel reinforcement, when bridge pier 9 concrete setting molding and intensity reach more than the 75% of design strength, the connection end plate 1 of this friction energy-dissipating damping binder is securely joined together by bolt pair 11 with pre-buried steel connector 10, i.e. completes the in-site installation of this friction energy-dissipating damping binder.
In sum, this utility model has simple in construction easily to be made, change conveniently, safeguards easy advantage, it is connected with pre-buried steel connector on double limb bridge piers by end plate, utilizes the sleeve of X-type cross that bridge pier pier shaft is carried out horizontal sidewise restraint, improve the force model stability of bridge pier；The seismic energy utilizing the friction between the sliding extension bar of retractor device and sleeve to be born by bridge pier is converted into thermal energy consumption by frictional heat and dissipates, thus can reduce Dynamic response to earthquake and the plastic hinge development degree etc. of bridge pier.
Obviously, embodiments described above is only a part of embodiment of the present utility model rather than whole embodiments.Based on the embodiment in this utility model, the every other embodiment that those of ordinary skill in the art are obtained under not making creative work premise, broadly fall into the scope of this utility model protection.
Claims (9)
1. a double limb bridge pier friction energy-dissipating damping binder, it is characterised in that: including that four sleeves (2), four sleeves (2) are fixed in X-type cross in same vertical plane, two neighbouring sleeve (2) angles are α；Being provided with sliding extension bar (3) in sleeve (2), be provided with spring (4) between the inner end of sliding extension bar (3) and the bottom of sleeve (2), the outer end of sliding extension bar (3) is fixed on double limb bridge pier (9)；It is provided with sliding friction surface between sliding extension bar (3) and sleeve (2), realizes energy-dissipating and shock-absorbing by this sliding friction surface sliding friction heat.
The most according to claim 1 pair of limb bridge pier friction energy-dissipating damping binder, it is characterised in that: all scribble synthesis antiskid coating (13) in described sliding extension bar (3) and the sliding friction surface of sleeve (2).
The most according to claim 1 pair of limb bridge pier friction energy-dissipating damping binder, it is characterised in that: the outer end of described sliding extension bar (3) is connected by end plate (1) is fixing with the pre-buried steel connector (10) on double limb bridge piers (9).
The most according to claim 2 pair of limb bridge pier friction energy-dissipating damping binder, it is characterised in that: described sliding extension bar (3) middle part is provided with the boss (7) coordinated with sleeve (2) inwall.
The most according to claim 2 pair of limb bridge pier friction energy-dissipating damping binder, it is characterized in that: described sleeve (2) outer end is provided with cover plate (5), cover plate (5) middle part is provided with the via coordinated with sliding extension bar (3), and spring (4) is fixed on the base plate (6) of sleeve (2) bottom.
The most according to claim 4 pair of limb bridge pier friction energy-dissipating damping binder, it is characterized in that: described sleeve (2) is rectangular steel tube, and at the longitudinally disposed ribbed stiffener of sleeve (2) four inwall (12), boss (7) outer surface coordinates with ribbed stiffener (12) outer surface and sleeve (2) inwall, and the sliding friction surface that boss (7) outer surface coordinates with ribbed stiffener (12) outer surface and sleeve (2) inwall all scribbles synthesis antiskid coating (13).
The most according to claim 1 pair of limb bridge pier friction energy-dissipating damping binder, it is characterised in that: described spring (4) is high strong spring.
The most according to claim 1 pair of limb bridge pier friction energy-dissipating damping binder, it is characterised in that: two neighbouring sleeve (2) angle α are 30 degree to 150 degree.
The most according to claim 3 pair of limb bridge pier friction energy-dissipating damping binder, it is characterised in that: the connecting plate of end plate (1) pre-buried steel connector (10) upper with double limb bridge piers (9) is connected by bolt pair (11).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620287790.0U CN205501804U (en) | 2016-04-08 | 2016-04-08 | Two limbs are friction energy dissipation shock attenuation binder for pier |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620287790.0U CN205501804U (en) | 2016-04-08 | 2016-04-08 | Two limbs are friction energy dissipation shock attenuation binder for pier |
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| CN205501804U true CN205501804U (en) | 2016-08-24 |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105839518A (en) * | 2016-04-08 | 2016-08-10 | 石家庄铁道大学 | Energy-dissipation and shock-absorption tie beam for double-limb pier |
| CN107476183A (en) * | 2017-09-21 | 2017-12-15 | 北京工业大学 | Self-resetting power consumption attachment means |
| CN108660914A (en) * | 2018-05-28 | 2018-10-16 | 北京工业大学 | A kind of queen post using TMD glissandoes waves bridge pier structure |
| CN109944983A (en) * | 2019-04-09 | 2019-06-28 | 武汉地震工程研究院有限公司 | Damping pipe-line system based on friction energy-dissipating |
| CN114892808A (en) * | 2022-04-29 | 2022-08-12 | 天津大学 | A shock attenuation formula connecting piece for wood beam column not damaged assembly |
-
2016
- 2016-04-08 CN CN201620287790.0U patent/CN205501804U/en not_active Withdrawn - After Issue
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105839518A (en) * | 2016-04-08 | 2016-08-10 | 石家庄铁道大学 | Energy-dissipation and shock-absorption tie beam for double-limb pier |
| CN107476183A (en) * | 2017-09-21 | 2017-12-15 | 北京工业大学 | Self-resetting power consumption attachment means |
| CN107476183B (en) * | 2017-09-21 | 2019-01-22 | 北京工业大学 | Self-resetting energy consumption attachment device |
| CN108660914A (en) * | 2018-05-28 | 2018-10-16 | 北京工业大学 | A kind of queen post using TMD glissandoes waves bridge pier structure |
| CN108660914B (en) * | 2018-05-28 | 2019-10-18 | 北京工业大学 | A kind of queen post using TMD glissando waves bridge pier structure |
| CN109944983A (en) * | 2019-04-09 | 2019-06-28 | 武汉地震工程研究院有限公司 | Damping pipe-line system based on friction energy-dissipating |
| CN114892808A (en) * | 2022-04-29 | 2022-08-12 | 天津大学 | A shock attenuation formula connecting piece for wood beam column not damaged assembly |
| CN114892808B (en) * | 2022-04-29 | 2024-04-02 | 天津大学 | Shock absorption type connecting piece for wood beam and column non-damage assembly |
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| AV01 | Patent right actively abandoned |
Granted publication date: 20160824 Effective date of abandoning: 20171024 |