CN214401384U - Large telescopic combined device for bidirectional vibration control - Google Patents
Large telescopic combined device for bidirectional vibration control Download PDFInfo
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- CN214401384U CN214401384U CN202022623830.3U CN202022623830U CN214401384U CN 214401384 U CN214401384 U CN 214401384U CN 202022623830 U CN202022623830 U CN 202022623830U CN 214401384 U CN214401384 U CN 214401384U
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Abstract
The utility model relates to a big flexible composite set for two-way shock control, including mounting bracket, connection slide, cylindricality steel damping unit, scalable module and bending resistance anchor slab, wherein, mounting bracket's below be equipped with lower surface open-ended horizontal spout, the connection slide clearance arrange in the horizontal spout, the one end of scalable module with connect the spout tip along the level to articulated, the other end is along vertical articulated with infrastructure, connection slide and scalable module between articulated along the horizontal direction, the top of cylindricality steel damping unit and the lower surface swing joint who is connected the slide, install cylindricality steel damping unit bottom on the bending resistance anchor slab. Compared with the prior art, the utility model discloses can realize simultaneously the vibration control of two directions of following bridge direction and horizontal bridge direction, the cost advantage is obvious, can customize scalable module according to different temperature displacement demands, makes it practice and uses in continuous beam bridge and large-span cable formula bearing bridge.
Description
Technical Field
The utility model belongs to the technical field of damping device, a big flexible composite set for two-way shock control is related to.
Background
In the large-span bridge anti-seismic protection technology, a viscous damper is generally arranged along the bridge direction, so that the structure can be adapted to the temperature expansion and contraction deformation of the upper structure along the direction in a normal use state on the one hand, and the energy consumption limiting function can be provided in the seismic process on the other hand. The existing technical approach is mainly solved in a form similar to a reserved sliding groove in Chinese patents CN101748685A and CN 102953327A, namely, a spherical part can freely slide in the reserved sliding groove along the bridge direction, and when an earthquake occurs, the wall of the sliding groove contacts a steel damping device along the transverse bridge direction to force the damping unit to yield, so that energy consumption behavior is generated. It should be particularly pointed out that the above treatment method seriously ignores the influence of the contact friction behavior between the forward bridge direction and the spherical part on the earthquake mechanical behavior of the steel damping unit in the transverse bridge direction in the earthquake process, increases the unstable factor in the earthquake-proof protection system, and deserves further practical inspection on the earthquake-proof performance.
Chinese patent CN 207597232U and CN 205917589U successively disclose a large-span floating system cable-stayed bridge with an inclined bridge anti-seismic damper and a speed-locking cantilever bar support, the former mainly through the way of inclining the viscous damper, so that 1 set of damping device can control the vibration of the bridge along the bridge direction and the transverse bridge direction simultaneously, reduce the number of dampers used, and reduce the use cost of vibration control. But the 4 oblique bridge anti-seismic dampers are difficult to realize complete synchronous coordinated deformation in the actual earthquake process. The steel damper effectively connects the steel damping element with the speed locker, exerts the advantages of stable hysteretic behavior of the steel damper and the like, but can only realize the one-way vibration control of the bridge along the bridge direction, and has higher use cost of the vibration control.
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing a big flexible composite set for two-way vibration control to realize two-way vibration control, can popularize and apply in large-span continuous beam bridge and cable formula bearing bridge etc..
The purpose of the utility model can be realized through the following technical scheme:
the utility model provides a big flexible composite set for two-way shock control, includes mounting bracket, connects slide, cylindricality steel damping unit, scalable module and bending-resistant anchor slab, wherein, mounting bracket's below be equipped with lower surface open-ended horizontal spout, the connection slide clearance arrange in the horizontal spout, the one end of scalable module with be connected the spout tip along the level to articulated, the other end is along vertical articulated with foundation structure (be promptly like shock-resistant foundation structures such as bridge floor basis), connection slide and scalable module between along the horizontal direction articulated, the top of cylindricality steel damping unit and the lower surface swing joint who is connected the slide, cylindricality steel damping unit bottom is installed on the bending-resistant anchor slab.
Furthermore, the fixed bracket is composed of an upper top plate, two side wall plates which are arranged on the lower surface of the upper top plate at intervals in parallel, and bearing plates which are correspondingly and respectively installed below the two side wall plates, wherein the horizontal sliding groove is formed by the side wall plates, the bearing plates and the upper top plate in a surrounding mode. Furthermore, the outer side surface of the side wall plate is also provided with a stiffening rib plate connected with the upper top plate, and the stiffening rib plate provides enough strength and rigidity under the action of an earthquake, so that the stiffening rib plate forces the cylindrical steel damping unit to enter a plastic state in the direction of the cross bridge through the contact action of the connecting sliding plate.
Furthermore, the gap between the connecting sliding plate and the top of the horizontal sliding chute is 1-2mm, and the gap between the connecting sliding plate and the two sides of the horizontal sliding chute is 1-2 mm.
Furthermore, cylindricality steel damping unit constitute by a plurality of cylindricality steel damping pieces that are the array and arrange, cylindricality steel damping piece includes cylindricality steel main part, sets up the spherical biography power key that is at cylindricality steel main part top to and set up the damping base in cylindricality steel main part bottom, biography power key and be connected swing joint between the slide, damping base and anti-bending anchor slab fixed connection.
Furthermore, a circular thrust hole corresponding to the force transmission key is processed on the lower surface of the connecting sliding plate, the force transmission key is arranged in the circular thrust hole, and a gap is reserved between the force transmission key and the hole wall of the circular thrust hole.
Still further preferably, the clearance between the force transmission key and the circular thrust hole is 1-2 mm.
Furthermore, scalable module by speed type control unit to and arrange respectively that the level of speed type control unit is to articulated elements and vertical articulated elements constitution, the level still connect to the articulated elements connect the slide, vertical articulated elements still connect foundation structure. Therefore, the horizontal rotation capacity of the horizontal hinge joint can release the horizontal rotation displacement possibly generated by the gap between the connecting sliding plate and the two sides of the fixed bracket, and meanwhile, the vertical rotation capacity of the vertical hinge joint can release the vertical rotation displacement generated by the gap between the connecting sliding plate and the top of the fixed bracket or the bottom of the connecting sliding chute.
Further, the speed control part is a speed locker or a viscous damper.
Still further, the level to the articulated elements include with speed type control unit one end fixed connection's horizontal otic placode, pass the horizontal otic placode and have the level to the horizontal connection bolt of the rotational degree of freedom, and connect the level of horizontal connection bolt is to the connecting plate, the level is still fixed connection to the connecting plate connect the slide.
Still further, vertical articulated elements include with speed type control unit other end fixed connection's vertical otic placode, pass vertical otic placode and have the vertical connecting pin of vertical rotational degree of freedom, and connect the vertical connecting plate of vertical connecting pin, vertical connecting plate still fixed connection infrastructure.
The utility model discloses in, speed type control unit in the scalable module put "weak" counter-force output value under the slow-speed state and be less than the initial yield value of cylindricality steel damping unit, and "strong" counter-force output value under the fast-speed state is greater than the biggest yield value of cylindricality steel damping unit.
In the specific application, the foundation structure connected with the bending-resistant anchor plate is taken as a bridge pier (tower) as an example, and the sum of the yield displacement of the columnar steel unit and the installation gap distance in the direction is controlled to be not less than the temperature expansion displacement generated due to the wide upper structure of the bridge and the like along the transverse bridge direction. The fixed bracket and the telescopic module in the bidirectional profile steel damping module are connected with the upper structure of the bridge, and the anti-bending anchor plate in the bidirectional profile steel damping module is connected with the lower structure of the bridge. Under normal use state, the upper structure drives the fixed bracket and the telescopic module to slowly move along the direction of the bridge due to temperature, under the condition, the upper structure transmits the horizontal action to the connecting sliding plate through the telescopic module, and then transmits the horizontal action to the cylindrical steel damping unit, at the moment, the fixed bracket only plays a role in supporting and connecting the auxiliary stress action of the sliding plate, and due to the weak counter force output of the speed type control component under the slow state, the cylindrical steel damping unit is ensured to still work in the elastic range, and the acting force transmitted to the lower structure is the weak counter force output by the speed type control component. Along the transverse bridge direction, the sum of the yield displacement of the control cylindrical steel damping unit and the installation gap distance in the direction is not less than the temperature expansion displacement generated by the wide upper structure of the bridge at times, and the direction steel damping unit is ensured to be always in an elastic state.
Under the action of an earthquake, along the direction along the bridge, because of the 'strong' counter force output of the speed type control part in a rapid state, the action is transmitted to the columnar steel damping unit through the connecting sliding plate; along the cross bridge direction, the action of contact of the fixed bracket and the connecting sliding plate is transferred to the cylindrical steel damping unit, the cylindrical steel damping unit is subjected to yielding and plasticity under the action of earthquake in two directions, and the acting force transferred to the lower structure is the maximum yield force of the steel damping unit.
In another specific application, taking the foundation structure connected with the bending-resistant anchor plate as a bridge girder as an example, the bending-resistant anchor plate in the bidirectional profile steel damping module is connected with the upper structure of the bridge, and the fixing bracket and the telescopic module in the bidirectional profile steel damping module are connected with the lower structure of the bridge. Under the normal use state, the upper structure drives the bending-resistant anchor plate and the cylindrical steel damping unit to slowly move along the bridge direction under the action of temperature, so that the slow working state of the speed type control component is excited, the temperature deformation is adapted by the deformation of the speed type control component, at the moment, the cylindrical steel damping unit still works in an elastic range, and the acting force transmitted to the lower structure is weak counter force output by the speed type control component. Along the transverse bridge direction, the sum of the yield displacement of the control cylindrical steel damping unit and the installation gap distance in the direction is not less than the temperature expansion displacement generated by the wide upper structure of the bridge at times, and the cylindrical steel damping unit in the direction is always ensured to be in an elastic state.
Under the action of earthquake, the upper structure drives the bending-resistant anchor plate and the cylindrical steel damping element to rapidly move along the direction along the bridge, and the cylindrical element enters a yielding state due to 'strong' counter force output of the speed type control part in a rapid state; along the direction of the transverse bridge, the steel damping unit is contacted with a side wall plate of the fixed bracket connected with the pier top through the connecting sliding plate, so that the damping unit is subjected to yielding and plasticity in the direction.
In the control mode, the advantage that the section of the cylindrical steel damping unit is circular is fully exerted, and bidirectional vibration control is realized.
Compared with the prior art, the utility model has the advantages of it is following:
(1) the damping device has the advantages that the damping circular section of the cylindrical steel is utilized, namely, the 1 set of device can simultaneously realize the vibration control along the bridge direction and the transverse bridge direction, the using number of the damping devices is reduced, and the using cost of the vibration control is reduced.
(2) The vibration control in the direction along the bridge is carried out, the out-of-plane behavior possibly generated by the contact of the conventional metal damping device at the position of the force transmission key in the direction along the bridge during the unidirectional vibration control in the direction along the bridge is avoided, and the controllability of the seismic mechanical behavior in two directions is stronger.
(3) The structure is simple, the mechanical path is clear, the main body with energy consumption limiting is steel damping, the technical advantages of the steel damping are exerted, and the steel damping device is easy to overhaul and maintain.
(4) Space universality is stronger, the actual arrangement condition according to members such as girder lower part dog, pier upper portion pad stone support in the engineering that can be nimble has the direction to install selectively the embodiment of the utility model provides an in composite set.
Drawings
FIG. 1 is a schematic three-dimensional structure of a combination device of example 1;
FIG. 2 is a schematic view of a bi-directional steel damping module in the combined apparatus of example 1;
FIG. 3 is a schematic view of a retractable module in the combination device of embodiment 1;
FIG. 4 is a schematic front view of the combination device of example 1;
FIG. 5 is a side view of the combination device of embodiment 1;
FIG. 6 is a plan view of the connecting parts of the bidirectional steel shock-absorbing module and the telescopic module in accordance with example 1;
FIG. 7 is an isometric view of the relevant connecting parts of the bidirectional steel shock-absorbing module and the telescopic module in example 1;
FIG. 8 is a left side view of the connecting parts of the bidirectional profile steel shock-absorbing module and the telescopic module in accordance with embodiment 1;
fig. 9 is a cylindrical damping set in a bi-directional type damping module according to embodiment 1;
FIG. 10 is a cylindrical steel damping unit cell in the bi-directional type vibration attenuating module according to example 1;
FIG. 11 is a view showing a buckling-restrained anchor plate in the bi-directional type shock-absorbing module according to example 1;
FIG. 12 is a test curve of the combination device of example 1 in a slow state;
FIG. 13 is a test curve of the combination device of example 1 in the fast state;
FIG. 14 is a force-displacement curve for a speed-type control member under different rapid operating conditions in the combination set of example 1;
FIG. 15 is a schematic three-dimensional structure of a combination device of example 2;
the notation in the figure is:
1-fixed bracket, 2-connecting sliding plate, 3-speed control component, 4-cylindrical steel damping unit, 5-bending-resistant anchor plate, 11-upper top plate, 12-side wall plate, 13-supporting plate, 14-stiffening rib plate, 21-circular thrust hole, 31-horizontal hinge piece, 32-vertical hinge piece, 33-horizontal lug plate, 34-horizontal connecting plate, 35-horizontal connecting pin, 36-vertical lug plate, 37-vertical connecting plate, 38-vertical connecting pin, 41-spherical force transfer key, 42-damping base and 51-anchoring hole.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings and specific embodiments. The embodiment is implemented on the premise of the technical solution of the present invention, and a detailed implementation manner and a specific operation process are given, but the scope of the present invention is not limited to the following embodiments.
In the following embodiments, unless otherwise specified, all the functional components or structures are conventional components or structures used in the art to realize the corresponding functions.
The utility model provides a big flexible composite set for two-way shock control, its structure refers to and is shown in fig. 1 to 11, fig. 15 etc, including mounting bracket 1, connection slide 2, cylindricality steel damping unit 4, scalable module and bending resistance anchor slab 5, wherein, mounting bracket 1's below be equipped with lower surface open-ended horizontal spout, connection slide 2 clearance arrange in the horizontal spout, the one end of scalable module and connection spout tip along the level to articulated, the other end is along vertical articulated with basic structure, connection slide 2 and scalable module between articulated along the horizontal direction, the top of cylindricality steel damping unit 4 and the lower surface swing joint of being connected slide 2, install cylindricality steel damping unit 4 bottom on bending resistance anchor slab 5.
In a specific embodiment, please refer to fig. 8 and the like again, the fixing bracket 1 is composed of an upper top plate 11, two side wall plates 12 arranged in parallel at intervals on the lower surface of the upper top plate 11, and support plates 13 correspondingly installed below the two side wall plates 12, respectively, wherein the horizontal sliding groove is defined by the side wall plates 12, the support plates 13 and the upper top plate 11. Further, the outer side surfaces of the side wall plates 12 are provided with stiffening ribs 14 connecting the upper top plates 11, and the stiffening ribs 14 provide sufficient strength and rigidity under the action of an earthquake so that they force the columnar steel damping units 4 into a plastic state in the direction of the crossbridge by the contact action of the connecting skid 2.
In a specific embodiment, the gap between the connecting sliding plate 2 and the top of the horizontal sliding chute is 1-2mm, and the gap between the connecting sliding plate 2 and the two sides of the horizontal sliding chute is 1-2 mm.
In a specific embodiment, please refer to fig. 1 and the like again, the cylindrical steel damping unit 4 is composed of a plurality of cylindrical steel damping members arranged in an array, the cylindrical steel damping members include a cylindrical steel main body, a force transmission key arranged at the top of the cylindrical steel main body and in a spherical shape, and a damping base 42 arranged at the bottom of the cylindrical steel main body, the force transmission key is movably connected with the connecting sliding plate 2, and the damping base 42 is fixedly connected with the anti-bending anchor plate 5. The cylindrical steel damping unit 4 (main cylindrical steel main body part) is an energy-consumption deformation main body, a mechanical model is a cantilever beam structure designed based on an equal strength principle, the cross section of the cantilever beam structure is circular, the generatrix form of the cantilever beam structure is a multi-time curve, and the manufactured material is preferably mild steel with low yield point or other steel with good ductility. When the deformation occurs, most main bodies of the cantilever structure enter the plasticity together, so that the cylindrical steel damping unit has good energy consumption characteristics. The damping base 42 is an expanding end of the steel damping unit 4 at the bottom, is integrally designed and processed with the damping unit, and is used for improving the connection performance with the anti-bending anchor plate 5, and when the device works, the damping base 42 does not deform at all and has the function of providing reliable and effective connection between the damping unit 4 and the anti-bending anchor plate 5. The advantage that the cross section of the cylindrical steel damping unit 4 is circular is that one set of device can provide damping force in two directions of the bridge direction and the transverse bridge direction, and the control effect is the same as that of steel damping devices which are respectively arranged in other forms along each direction. (for the specific structural material of the cylindrical steel damping unit, the following documents can be referred to:
【1】Tyler R G.Tapered steel energy dissipators for earthquake resistant structures[J].Bulletin of the New Zealand National Society for Earthquake Engineering,1978,11(4):282-294.
【2】Gao H,Wang J.Research on Differences between Cylindrical and E-Shaped Dampers for the Bidirectional Seismic Control[J].Journal of Bridge Engineering,2020,25(4):04020008.
in a more specific embodiment, please refer to fig. 6 and the like, a circular thrust hole 21 corresponding to the position of the force transmission key is processed on the lower surface of the connecting sliding plate 2, the force transmission key is disposed in the circular thrust hole 21, and a gap is left between the force transmission key and the hole wall of the circular thrust hole 21.
In a further specific embodiment, the gap between the force transmission key and the circular thrust hole 21 is 1-2 mm.
In a specific embodiment, please refer to fig. 3 and the like again, the telescopic module is composed of a speed control part 3, and a horizontal hinge 31 and a vertical hinge 32 respectively arranged on the speed control part 3, the horizontal hinge 31 is further connected with the connecting sliding plate 2, and the vertical hinge 32 is further connected with the foundation structure. In this way, the horizontal rotation capability of the horizontal hinge 31 can release the horizontal rotation displacement between the connecting sliding plate 2 and the two sides of the fixing bracket 1, which may be generated due to the gap, and the vertical rotation capability of the vertical hinge 32 can release the vertical rotation displacement between the connecting sliding plate 2 and the top of the fixing bracket 1 or the bottom of the connecting chute, which may be generated due to the gap.
In a more specific embodiment, the speed control member 3 is a speed locker or a viscous damper.
In a more specific embodiment, referring to fig. 2 and 3, the horizontal hinge 31 includes a horizontal ear plate 33 fixedly connected to one end of the speed control component 3, a horizontal connecting pin 35 penetrating through the horizontal ear plate 33 and having a horizontal rotational degree of freedom, and a horizontal connecting plate 34 connected to the horizontal connecting pin 35, wherein the horizontal connecting plate 34 is further fixedly connected to the connecting slide 2.
In a more specific embodiment, referring to fig. 3 and the like, the vertical hinge 32 includes a vertical ear plate 36 fixedly connected to the other end of the speed control component 3, a vertical connecting pin 38 penetrating through the vertical ear plate 36 and having a vertical rotational degree of freedom, and a vertical connecting plate 37 connected to the vertical connecting pin 38, and the vertical connecting plate 37 is further fixedly connected to the base structure.
The utility model discloses in, the speed type control unit 3 in the scalable module put "weak" counter-force output value under the slow-speed state and be less than the initial yield value of cylindricality steel damping unit 4, and "strong" counter-force output value under the fast-speed state is greater than the biggest yield value of cylindricality steel damping unit 4.
In the concrete application, the foundation structure connected with the bending-resistant anchor plate is taken as a bridge pier (tower) as an example, and the sum of the yield displacement of the columnar steel damping unit and the installation gap distance in the direction is controlled to be not less than the temperature expansion displacement generated due to the wide upper structure of the bridge and the like along the transverse bridge direction. The fixing bracket 1 and the telescopic module in the bidirectional profile steel damping module are connected with the upper part structure of the bridge, and the anti-bending anchor plate 5 in the bidirectional profile steel damping module is connected with the lower part structure of the bridge. Under normal use state, the upper structure drives the fixed bracket 1 and the telescopic module to slowly move along the direction of the bridge due to temperature, under the condition, the upper structure transmits the horizontal action to the connecting sliding plate 2 through the telescopic module, and then transmits the horizontal action to the cylindrical steel damping unit 4, at the moment, the fixed bracket 1 only plays a role in supporting and connecting the auxiliary stress action of the sliding plate 2, because the 'weak' counter force output of the speed type control component 3 in a slow speed state, the cylindrical steel damping unit 4 is ensured to still work in an elastic range, and the acting force transmitted to the lower structure is the 'weak' counter force output by the speed type control component 3. Along the transverse bridge direction, the sum of the yield displacement of the control cylindrical steel damping unit 4 and the installation gap distance in the direction is not less than the temperature expansion displacement generated by the wide upper structure of the bridge at times, and the direction steel damping unit is ensured to be always in an elastic state.
Under the action of an earthquake, along the direction along the bridge, because the speed type control component 3 outputs 'strong' counter force in a fast state, the action is transmitted to the columnar steel damping unit 4 through the connecting sliding plate 2; along the direction of the transverse bridge, the damping force is transmitted to the cylindrical steel damping unit 4 through the contact action of the fixed bracket 1 and the connecting sliding plate 2, the cylindrical steel damping unit 4 is subjected to yielding and plasticity under the action of the earthquake in two directions, and the acting force transmitted to the lower structure is the maximum yield force of the steel damping unit.
In another specific application, taking the basic structure to which the anti-bending anchor plate is connected as a bridge girder as an example, the anti-bending anchor plate 5 in the bidirectional profile steel damping module is connected with the upper structure of the bridge, and the fixing bracket 1 and the telescopic module in the bidirectional profile steel damping module are connected with the lower structure of the bridge. Under the normal use state, the upper structure drives the bending-resistant anchor plate 5 and the cylindrical steel damping unit 4 to slowly move along the bridge direction under the action of temperature, so that the slow working state of the speed type control component 3 is excited, the temperature deformation is adapted by the deformation of the speed type control component 3, at the moment, the cylindrical steel damping unit 4 still works in an elastic range, and the acting force transmitted to the lower structure is weak counter force output by the speed type control component 3. Along the direction of the transverse bridge, the sum of the yield displacement of the control cylindrical steel damping unit 4 and the installation gap distance in the direction is not less than the temperature expansion displacement generated by the wide upper structure of the bridge at times, and the direction cylindrical steel damping unit 4 is ensured to be always in an elastic state.
Under the action of earthquake, the upper structure drives the anti-bending anchor plate 5 and the cylindrical steel damping element to rapidly move along the direction along the bridge, and the cylindrical element enters a yielding state due to the 'strong' counter force output of the speed type control part 3 in a rapid state; in the direction of the cross bridge, the steel damping unit is contacted with the side wall plate 12 of the fixed bracket 1 connected with the pier top through the connecting sliding plate 2, so that the damping unit is subjected to yielding and plasticity in the direction.
In the control mode, the advantage that the cross section of the columnar steel damping unit 4 is circular is fully exerted, and bidirectional vibration control is realized.
The above embodiments may be implemented individually, or in any combination of two or more.
The above embodiments will be described in more detail with reference to specific examples.
Example 1:
referring to fig. 1-11, the present embodiment provides a large telescopic combined device for bidirectional vibration control, which is a positive combined device, and comprises an upper top plate 11, a side wall plate 12, a bearing plate 13, a stiffening rib plate 14, a connecting skid plate 2, a cylindrical steel damping unit 4, a bending-resistant anchor plate 5, a horizontal hinge 31, a speed-type control component 3, and a vertical hinge 32.
Referring to fig. 2, the bidirectional steel damping module is composed of an upper top plate 11, a side wall plate 12, a bearing plate 13, a stiffening rib plate 14, a connecting slide plate 2, a cylindrical steel damping unit 4 and an anti-bending anchor plate 5.
Referring to fig. 1-3, a telescopic module is composed of a horizontal hinge 31, a speed type control part 3, and a vertical hinge 32.
The telescopic module is connected with the bidirectional profile steel damping module through a horizontal hinge 31.
The horizontal hinge 31 is composed of a horizontal ear plate 33, a horizontal connecting plate 34 and a horizontal connecting bolt 35, and the vertical hinge 32 is composed of a vertical ear plate 36, a vertical connecting plate 37 and a vertical connecting bolt 38.
In this example, the upper roof 11 of the two-way damping module and the vertical hinge 32 of the telescopic module are connected to the upper structure of the bridge and the anti-buckling anchor plate 5 of the two-way damping module is connected to the lower structure of the bridge, which takes up a relatively large installation space at the bottom of the main girder of the bridge.
Referring to fig. 4-6, a cylindrical steel damping unit 4 is arranged below the connecting sliding plate 2, a circular thrust hole 21 is processed on the connecting sliding plate 2, a spherical force transmission key 41 is arranged above the cylindrical steel damping unit 4, and the connecting sliding plate 2 and the cylindrical steel damping unit 4 are movably connected through the circular thrust hole 21 and the spherical force transmission key 41.
In this embodiment, the gap distance between the circular thrust hole 21 and the spherical force transmission key 41 is 1-2 mm.
Referring to fig. 7 to 8, the fixing bracket 1 is composed of an upper top plate 11, a side wall plate 12, a support plate 13, and a stiffening rib plate 14. The fixed bracket 1 is connected with the connecting sliding plate 2 in a suspension contact manner.
In this example, the horizontal gap distance between the side wall plate 12 and the connecting sliding plate 2 is set to be 1-2mm, and the rotation angle of the horizontal hinge 31 is adapted to the possible angular displacement generated by the horizontal gap distance. The vertical clearance distance between the upper top plate 11 and the connecting sliding plate 2 is set to be 1-2mm, and the rotating angle of the vertical hinged part 32 is adapted to the corner displacement which is possibly generated by the vertical clearance distance.
Referring to fig. 9-11, the cylindrical steel damping unit 4 is in the shape of a cantilever bar designed based on the equal strength principle, the end of the cantilever is provided with a spherical force transmission key 41 (i.e. a bulb-shaped structure) designed by integral processing, the anchoring root is provided with a damping base 42, the anti-bending anchor plate 5 is provided with an anchoring hole 51, and the cylindrical steel damping unit 4 is connected with the anti-bending anchor plate 5 through the damping base 42 and the anchoring hole 51.
In this example, the speed control member 3 is a viscous damper that expands and contracts in a stroke-customized manner according to the temperature. The output counter force of the viscous damper under the normal operation state of the bridge is 123kN (in the example, the relative movement speed of the upper and lower structures under the action of the temperature is not more than 0.005mm/s), which is a slow speed state. Due to the protection effect of the independent test of the viscous damper with the temperature expansion customized stroke, the maximum loading speed in the test is 2mm/s, and the output counter force is 715 kN.
The column steel damping unit 4 used in conjunction has an initial yield force of 150kN and a maximum yield force of 346kN when loaded to a maximum deformation of 300 mm.
After the telescopic module is connected with the bidirectional profile steel damping module, the cylindrical steel damping unit 4 in the bidirectional profile steel damping module has an overload protection effect on a viscous damper with a customized stroke in the telescopic module, and the real relative speed close to the earthquake is adopted during test and is respectively 2mm/s, 8mm/s, 20mm/s, 40mm/s, 60mm/s, 100mm/s, 150mm/s and 200 mm/s.
Referring to fig. 12-13, in a normal use state, the superstructure, due to the temperature effect, drives the stationary bracket 1 and the vertical hinge 32 to move slowly in the direction along the bridge, and in this state, the superstructure transmits the horizontal effect to the connecting slide 2 through the vertical hinge 32 and the stroke-customized viscous damper, and then transmitted to the cylindrical steel damping unit 4, at the moment, the fixed bracket 1 only plays a role of supporting the auxiliary stress of the connecting sliding plate 2, in the embodiment, the speed range is considered to be less than 0.005mm/s, the output value is 123kN and is less than 150kN of the initial yield force of the cylindrical steel damping unit 4, the cylindrical steel damping unit 4 still works in the elastic range, and the acting force transmitted to the lower structure is the 'weak' reaction force 123kN output by the viscous damper with the customized stroke in the slow state. Along the direction of the transverse bridge, the sum of the yield displacement of the control cylindrical steel damping unit 4 and the installation gap distance in the direction is not less than the temperature expansion displacement generated by the wide upper structure of the bridge at times, and the direction cylindrical steel damping unit 4 is ensured to be always in an elastic state.
Under the action of earthquake, because the viscous damper with the customized stroke outputs 'strong' counter force in a rapid state, the output value is 715kN when the relative speed is 2mm/s in the example. The action is transmitted to the cylindrical steel damping unit 4 through the connecting sliding plate 2 along the bridge direction, the cylindrical steel damping unit 4 yields and then enters a plastic state, and the stress of the viscous damper is equal to that of the cylindrical steel damping unit 4 under the condition. When the relative speed is higher, for the experimental condition in this example, the dynamic behavior of the viscous damper with the customized stroke does not change significantly due to the overload protection function of the cylindrical steel damping unit 4, and referring to fig. 14, the viscous damper in the telescopic module is insensitive to the speed change under the earthquake working condition. In this state, the energy consumption main body of the combined device is steel damping, referring to fig. 13, the force-displacement hysteresis curve of the cylindrical steel damping unit 4 is full, good energy consumption characteristics are shown, and the force-displacement curve of the viscous damper is in a narrow needle-leaf shape and mainly plays a role in connection and force transmission. The upper structure inertia force is transferred to the columnar steel damping unit 4 through the contact action of the fixed bracket 1 and the connecting sliding plate 2 along the direction of the transverse bridge.
The aforementioned forces transmitted to the substructure do not exceed the maximum yield force 346kN of the cylindrical steel damping unit 4.
And stiffening rib plates 14 are arranged on the outer sides of the upper top plate 11 and the side wall plates 12, and the stiffening rib plates 14 provide enough strength and rigidity under the action of an earthquake, so that the columnar steel damping units 4 are forced to enter a plastic state in the direction of a cross bridge through the contact action with the connecting sliding plate 2.
Example two
Referring to fig. 15, the component parameters are the same as those in the first example, but in this example, the bending-resistant anchor plate 5 in the bidirectional profile steel damping module is connected with the upper bridge structure, and the upper roof plate 11 in the bidirectional profile steel damping module and the vertical hinge 32 in the telescopic module are connected with the lower bridge structure, i.e., an inverted combination device, and the installation space occupying the top of the pier (tower) of the bridge is relatively large.
Under the normal use state, the upper structure drives the bending-resistant anchor plate 5 and the cylindrical steel damping unit 4 to slowly move along the bridge direction under the action of temperature, so that the slow working state of the speed type control part 3 is excited, and the output counter force value is not more than 123kN and is less than 150kN of the initial yield force of the cylindrical steel damping unit 4. The temperature deformation is adapted by the deformation of the speed control part 33, at the moment, the steel damping unit still works in the elastic range, and the acting force transmitted to the lower structure is not more than the 'weak' reaction force 123kN output by the speed control part 3. Along the transverse bridge direction, the sum of the yield displacement of the control cylindrical steel damping unit 4 and the installation gap distance in the direction is not less than the temperature expansion displacement sometimes generated due to the wide upper structure of the bridge, and the control cylindrical steel damping unit 4 is always in an elastic state.
Under the action of an earthquake, the upper structure drives the anti-bending anchor plate 5 and the cylindrical steel damping unit 4 to rapidly move along the direction along the bridge, the cylindrical steel damping unit 4 enters a yield state due to 'strong' counter force output of the speed type control component 3 in a rapid state, and the counter force value output by the speed type control component 3 is consistent with the yield force of the cylindrical steel damping unit 4 under the deformation condition; in the direction of the cross bridge, the cylindrical steel damping unit 4 is contacted with a side wall plate 12 connected with the pier top through the connecting sliding plate 2, so that the cylindrical steel damping unit 4 is subjected to yielding and plasticity in the direction.
In the control mode, the vibration control in the direction along the bridge and the direction across the bridge is realized simultaneously, and the advantages that the cross section of the columnar steel damping unit 4 is circular and the mechanical behaviors in all directions are the same are fully exerted.
The embodiments described above are intended to facilitate the understanding and use of the invention by those skilled in the art. It will be readily apparent to those skilled in the art that various modifications to these embodiments may be made, and the generic principles described herein may be applied to other embodiments without the use of the inventive faculty. Therefore, the present invention is not limited to the above embodiments, and those skilled in the art should make improvements and modifications within the scope of the present invention according to the disclosure of the present invention.
Claims (10)
1. The utility model provides a big flexible composite set for two-way shock control, a serial communication port, including mounting bracket, connection slide, cylindricality steel damping unit, scalable module and bending resistance anchor slab, wherein, mounting bracket's below be equipped with lower surface open-ended horizontal spout, the connection slide clearance arrange in the horizontal spout, the one end of scalable module with be connected the spout tip and follow the level to articulated, the other end is vertical articulated along with infrastructure, connection slide and scalable module between articulated along the horizontal direction, the top of cylindricality steel damping unit and the lower surface swing joint who is connected the slide, install cylindricality steel damping unit bottom on the bending resistance anchor slab.
2. The large telescopic combined device for bidirectional vibration control as claimed in claim 1, wherein the fixing bracket is composed of an upper top plate, two side wall plates arranged in parallel at intervals on the lower surface of the upper top plate, and a supporting plate correspondingly installed below the two side wall plates, and the horizontal sliding groove is defined by the side wall plates, the supporting plate and the upper top plate.
3. A large telescopic combined apparatus for two-way vibration control according to claim 1 or 2, wherein the gap between the connecting sliding plate and the top of the horizontal sliding chute is 1-2mm, and the gap between the connecting sliding plate and the two sides of the horizontal sliding chute is 1-2 mm.
4. The large telescopic combined device for bidirectional vibration control as claimed in claim 1, wherein the cylindrical steel damping unit is composed of a plurality of cylindrical steel damping members arranged in an array, the cylindrical steel damping members include cylindrical steel bodies, force-transmitting spherical keys arranged at the tops of the cylindrical steel bodies, and damping bases arranged at the bottoms of the cylindrical steel bodies, the force-transmitting spherical keys are movably connected with the connecting sliding plates, and the damping bases are fixedly connected with the anti-bending anchor plates.
5. The large telescopic combined device for bidirectional vibration control as claimed in claim 4, wherein a circular thrust hole corresponding to the force transmission key is formed on the lower surface of the connecting sliding plate, the force transmission key is disposed in the circular thrust hole, and a gap is formed between the force transmission key and the wall of the circular thrust hole.
6. The large telescopic combined device for bidirectional vibration control as claimed in claim 5, wherein the clearance between the force transmission key and the circular thrust hole is 1-2 mm.
7. The combination of claim 1, wherein the telescopic module comprises a speed control unit, and a horizontal hinge and a vertical hinge respectively disposed on the speed control unit, the horizontal hinge is further connected to the connecting slide, and the vertical hinge is further connected to the base structure.
8. A large telescopic assembly for two-way vibration control according to claim 7, characterised in that said speed type control means is a speed locker or a viscous type damper.
9. The combination large telescoping device for bi-directional shock control of claim 7, wherein said horizontal hinge member comprises a horizontal ear plate fixedly connected to one end of said speed control member, a horizontal connecting pin passing through said horizontal ear plate and having a rotational degree of freedom in a horizontal direction, and a horizontal connecting plate connected to said horizontal connecting pin, said horizontal connecting plate further fixedly connected to said connecting slide plate.
10. The combination large expansion and contraction device for bidirectional vibration control according to claim 7, wherein the vertical hinge member comprises a vertical ear plate fixedly connected to the other end of the speed control unit, a vertical connecting pin passing through the vertical ear plate and having a vertical rotational degree of freedom, and a vertical connecting plate connecting the vertical connecting pin, and the vertical connecting plate is further fixedly connected to the base structure.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202022623830.3U CN214401384U (en) | 2020-11-13 | 2020-11-13 | Large telescopic combined device for bidirectional vibration control |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202022623830.3U CN214401384U (en) | 2020-11-13 | 2020-11-13 | Large telescopic combined device for bidirectional vibration control |
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| CN214401384U true CN214401384U (en) | 2021-10-15 |
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| CN202022623830.3U Expired - Fee Related CN214401384U (en) | 2020-11-13 | 2020-11-13 | Large telescopic combined device for bidirectional vibration control |
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