CN214573416U - Damping type elastic support disposal device for cracking disease of steel box girder inclined web member - Google Patents
Damping type elastic support disposal device for cracking disease of steel box girder inclined web member Download PDFInfo
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- CN214573416U CN214573416U CN202120181467.6U CN202120181467U CN214573416U CN 214573416 U CN214573416 U CN 214573416U CN 202120181467 U CN202120181467 U CN 202120181467U CN 214573416 U CN214573416 U CN 214573416U
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Abstract
The utility model discloses a damping formula elastic support processing apparatus of steel box girder diagonal web member fracture disease, including supporting component and elastic support damping device, the diagonal web member lower part of primary structure replaces through elastic support damping device, and the diagonal web member upper portion of primary structure forms into the supporting component, the upper and lower end of the floor that the upper end of supporting component is fixed in the roof is articulated with elastic support damping device's upper end, elastic support damping device's lower extreme is articulated with the floor of bottom plate, elastic support damping device has elasticity and damping. The utility model discloses a device is under the prerequisite that does not change steel box girder overall structure form, through to former diagonal web member certain transformation and install a damping formula elastic support that has initial rigidity additional, effectively relieves the stress concentration and the fatigue damage of diagonal web member local structure, suppresses the emergence of structure fatigue crack, development until the fracture, promotes the fatigue performance of structure to realize structure safety increase of service life's target.
Description
Technical Field
The utility model relates to a bridge maintenance and maintenance technical field. More specifically, the utility model relates to a damping formula elastic support processing apparatus of oblique web member fracture disease of steel box girder.
Background
The flat steel box girder has great torsion resistance, bending resistance and inertia moment and good wind resistance, and is widely applied to large-span cable-stayed bridges and suspension bridges. The longitudinal partition plates are arranged, so that the axial bending resistance bearing capacity of the steel box girder bridge can be improved, the shear hysteresis effect of the main girder is improved, and the longitudinal partition plates are mostly arranged on the flat steel box girder of the existing cable-stayed bridge. The flat steel box girder adopted by part of the suspension bridge is also provided with a longitudinal clapboard in the section. As is well known, the arrangement of the longitudinal partition plates increases the effective width of the section, can improve the bending rigidity of the section and improve the relative transverse deformation of the flat steel box girder in the suspension splicing stage. The longitudinal partition plate mainly comprises a solid type and a truss type (the diagonal web members are steel pipes). Research results show that the truss type is higher than a solid type in the aspect of improving the overall rigidity. Such as the two bridges of the Nanjing Yangtze river, the Sutong bridge, the Runyang bridge, the Zhujiang Cambodia bridge, the highway bridge of the Anqing Yangtze river, the highway bridge of the Zhongchao Duanjiang river boundary, the Zhanjiang Bay bridge and the like, all adopt truss type longitudinal partition plate structural designs.
At present, the phenomenon that a plurality of steel box girder longitudinal partition plate truss pipes are cracked at a plurality of positions and individual truss pipes are completely disconnected is found in the detection of a plurality of bridges.
The cracking is mainly caused by:
1. structural design defects: because the height of the T-shaped rib of the top and bottom plates is larger, the T-shaped rib can not rotate at the node under the action of external load, and the T-shaped rib has no hinge function and can not adapt to the local elastic deformation of the structure. The secondary bending moment stress of the diagonal web member is large due to the external load of the vehicle and the like, and stress concentration is generated at the connecting part. The longitudinal partition plate truss pipes are connected with the main beam by adopting inserted node plates, so that the fatigue strength is very low; rigidity mutation positions exist between stiffening ribs on the outer side of the truss pipe and the gusset plates to cause stress concentration, and the inserted gusset plates and the truss pipe are transversely connected to form weak parts under the action of axial compression load or bending load of the truss pipe; after the node type and the stress state are coupled, the fatigue strength of the node type and the stress state is further reduced, fatigue cracks are generated at the joint of the node plate and the bottom of the opening of the truss pipe, and finally the truss pipe is subjected to annular fatigue failure (symmetrical and bidirectional) along the bottom of the connecting port.
2. Welding defects: the fillet weld is not subjected to girdling, has obvious defects of welding slag, welding beading and the like, and is not subjected to postweld treatment, so that the plug-in gusset plate and the truss pipe are connected to form a weak part of fatigue bearing capacity.
3. Vehicle and other live load cycle functions: the longitudinal partition plates of the steel box girder are located at the express way, most of the longitudinal partition plates run at the express way and are heavy-duty vehicles, and the strong periodicity of vehicle load is one of the main reasons for fatigue crack initiation.
4. The steel box girder has high transverse rigidity and is flexible along the bridge direction, and the time-varying characteristic of external loads (temperature, wind, automobile loads and the like) is combined, so that the structural stress is extremely complex, and the stress factors influencing the truss pipe are complex. The addition of the rigid truss pipe can effectively limit the deformation of the local displacement of the bridge deck, but according to the energy conservation, the disappearance of the displacement can certainly cause the increase of the internal force and a certain release form. Therefore, the welding seam defect at the joint of the gusset plate and the bottom of the opening of the truss pipe is firstly cracked and spread to the base material (the bottom of the original truss pipe cut), and the truss pipe is annularly cracked and damaged.
Aiming at the cracked diagonal web members, part of bridge maintenance units perform test work of replacing the truss pipes with double-spliced channel steel according to the suggestions of relevant experts, no crack is found in 2-3 years after the channel steel is newly replaced, and internal force is redistributed after the replacement is completed, so that the adjacent truss pipes are cracked in an accelerated manner successively until the adjacent truss pipes fail. If the diseases are found in 2009 by the Changjiang river highway bridge in Anqing, tens of positions are subjected to weld repair welding and reinforcement treatment measures respectively in 5 months 2010 and 5 months 2011, the joint of the longitudinal clapboard steel pipe at the bottom of 2011 cracks for more than 100 positions, and the joint cracks year by year, and experts called in 4 months 2012 argue to reject the scheme of adopting the hoop for reinforcing the crack of the longitudinal clapboard steel pipe. Subsequently, referring to the similar disease treatment scheme of the two bridges in the Yangtze river of Nanjing in the same period, in 12 months in 2012, 11 box chambers of 4 beam sections are selected in the midspan to replace steel pipes with channel steel (44 steel pipes are replaced in total). In 2018-2020, the experimental application of replacing steel pipes with double-spliced channel steel is also developed for a certain cable-stayed bridge in Zhujiang, and long-term effects are yet to be proved. Due to the fact that bending rigidity of the replaced channel steel is remarkably increased, new cracking diseases are caused to start to appear continuously after the time that part of bridges are replaced by the channel steel is about 3 years, and if the new cracking position of a certain Yangtze river bridge (cable-stayed bridge) with a main span 648m is located at the contact position of the corner point of the end part of the channel steel and a stiffening plate (channel steel gusset plate), the new cracking position extends towards the outer side perpendicular to the direction of the channel steel or along the longitudinal direction of the bridge, and the durability and the safety of a main structure are threatened. Therefore, the diseases have universality, the problem cannot be solved comprehensively and effectively by the existing treatment measures, and deep research on crack initiation and development mechanisms in the existing diseases is yet to be carried out.
A damper is a device that provides resistance to movement and dissipates the energy of the movement. Most of the existing dampers are speed type dampers without initial rigidity, and the existing dampers are generally applied to structural vibration control, beam end limiting, earthquake resistance and the like and achieve good effects. Taking the liquid viscous damper as an example, the damper has been widely applied to large-span bridges, such as sutong bridges, jiangyin Yangtze river bridges, miniasca super bridges, the western and optical latching bridges, and the Tianxing Yangtze river bridges. Therefore, how to apply the damper method to the treatment measure research of the cracking of the steel box girder diagonal web member can be considered, and thought inspiration is provided for solving the problem of the diagonal web member.
SUMMERY OF THE UTILITY MODEL
An object of the utility model is to provide a damping formula elastic support processing apparatus of oblique web member fracture disease of steel box girder, under the prerequisite that does not change steel box girder overall structure form, through to former oblique web member certain transformation and install a damping formula elastic support that has initial rigidity additional, effectively slow down oblique web member local structure because the structure design defect, welding defects, the stress concentration that factors such as heavy-duty traffic caused, restrain the emergence of structure fatigue crack, development is until the fracture, promote the fatigue performance of structure, and realize structure safety and increase of service life's target.
In order to realize the objects and other advantages according to the present invention, there is provided a damping type elastic support handling device for cracking diseases of diagonal web members of steel box girders, wherein the upper end of the diagonal web members of the original structure is fixed on the rib plate of the top plate, the lower end of the diagonal web members is fixed on the rib plate of the bottom plate, the device comprises a supporting member and an elastic support damping device, the lower part of the diagonal web members of the original structure is replaced by the elastic support damping device after being cut, the upper part of the diagonal web members of the original structure is formed into the supporting member, the upper end of the supporting member is fixed on the rib plate of the top plate, the lower end of the supporting member is hinged with the upper end of the elastic support damping device, the lower end of the elastic support damping device is hinged with the rib plate of the bottom plate, and the elastic support damping device has elasticity and damping.
Preferably, the elastic support damping means comprises: the cylinder barrel is provided with an outer end cover and an inner end cover at intervals on the inner wall, and through holes are formed in the centers of the outer end cover and the inner end cover; the piston rod freely penetrates through the through hole just right, a baffle is arranged on the piston rod and located between the outer end cover and the inner end cover, the baffle is tightly attached to the inner wall of the cylinder and is arranged to move up and down along the cylinder, and elastic units are arranged between two sides of the baffle and the outer end cover and the inner end cover and sleeved on the piston rod.
Preferably, the outer end cover is located on the upper end face of the cylinder barrel, the inner end cover is located inside the cylinder barrel, the lower end of the cylinder barrel is sealed, a pair of clamping plates is fixed on the inner bottom face of the cylinder barrel, opposite faces of the clamping plates are fastened through fastening bolts, and the lower end of the piston rod penetrates between the pair of clamping plates and contacts the pair of clamping plates.
Preferably, the outer surface of the lower end of the piston rod is of an uneven structure.
Preferably, the upper end of the piston rod is provided with a connecting plate, the upper end of the cylinder barrel also extends outwards to form the connecting plate, at least two temporary locking devices are arranged between the two connecting plates and comprise a pair of screw rods and nut sleeves, one ends of the pair of screw rods are respectively fixed on the two connecting plates, and the other ends of the pair of screw rods are connected into a whole through the nut sleeves in a threaded manner.
Preferably, a dust cover is sleeved on a part of the piston rod, which is located between the cylinder barrel and the connecting plate.
Preferably, the elastic unit is a spring or a disc spring.
Preferably, the lower part of the support member and the rib plate of the bottom plate are respectively connected with the upper end and the lower end of the elastic support damping device through joint bearings.
The utility model discloses at least, include following beneficial effect:
1. the utility model provides an elastic damping supporting method and corresponding equipment with initial rigidity, the moment of flexure that adaptable outer load arouses provides certain rigidity simultaneously and warp in order to retrain the decking, makes the various energy distribution that outer load arouses comparatively balanced, is unlikely to that certain single form energy is too big to lead to structural damage and destruction.
2. The utility model provides an elastic damping supporting method and corresponding equipment with initial rigidity has controllable lock function, to construction, operation different states, through the lock function of dying, ensures the demand of different loads to steel box girder section rigidity.
3. The utility model provides an elastic damping supporting method and corresponding equipment with initial rigidity, structure safety, the atress is clear and definite, and the construction degree of difficulty is low, easily uses.
4. The utility model provides an elastic damping supporting method and corresponding equipment research and development and use with initial rigidity provides a new choice for the analysis and the processing of steel box girder truss-like longitudinal baffle steel pipe disease to can use widely in similar engineering, with effectively slowing down or eliminating truss-like longitudinal baffle steel pipe fracture disease, improve the holistic atress performance of steel box girder, ensure the safe unblocked of road network traffic.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention.
Drawings
FIG. 1 is a longitudinal elevation of the original structure of the present invention;
FIG. 2 is a longitudinal elevation view of the device of the present invention;
fig. 3 is a schematic structural view of the elastic support damping device of the present invention;
fig. 4 is a cross-sectional view of the clamping plate and the lower end of the piston rod according to the present invention.
Description of reference numerals:
1. top plate, 2, bottom plate, 3, ribbed plate, 4, diaphragm plate, 5, diagonal web member, 6, elastic support damping device, 601, cylinder barrel, 602, piston rod, 603, elastic unit, 604, outer end cover, 605, inner end cover, 606, baffle, 607, connecting plate, 608, screw, 609, nut sleeve, 610, clamping plate, 611 and fastening bolt.
Detailed Description
The present invention is further described in detail below with reference to the drawings so that those skilled in the art can implement the invention with reference to the description.
It should be noted that, in the description of the present invention, the terms "lateral", "longitudinal", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", and the like indicate the orientation or positional relationship based on the orientation or positional relationship shown in the drawings, which is only for the convenience of description and simplification of description, and do not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention.
The principle of the technical scheme of the utility model adopts the energy method to describe as follows:
when the orthotropic steel bridge deck is under the actions of repeated wheel loads and the like, the energy equation of the local structure of the inclined web member in the steel box girder at any moment is as follows:
original structure (only using inclined web member)
E0＝Ev0+Ec0+Ek0+Eh0 (3.1)
Elastic damping supporting structure (structure of the application)
E1＝Ev1+Ec1+Ek1+Eh1+Ed (3.2)
In the formula: e0、E1Inputting energy of an original structure and an elastic damping support structure system in a load action process;
Ev0、Ev1original structure and elastic damping supportKinetic energy of the structural system;
Ec0、Ec1viscous damping energy consumption of an original structure and an elastic damping support structure system;
Ek0、Ek1-elastic strain energy of the original structure, elastically damped support structure system;
Eh0、Eh1hysteretic energy consumption of an original structure and elastic damping support structure system;
Ed-energy dissipated or absorbed by the damping means in the resilient damping support structure system.
In the above energy equations (3.1) and (3.2), E is due tov0And Ev1、Ek0And Ek1Converting energy only without dissipating it, Ec0And Ec1Only a small fraction (around 5%) of the total energy, negligible. Therefore, the equations (3.1) and (3.2) can be simplified as follows:
E0≈Eh0 (3.3)
E1≈Eh1+Ed (3.4)
i.e. in the structural system of the original diagonal web member, mainly relying on Eh0The energy input into the structure is dissipated, but the structural member is damaged or even destroyed when the structure dissipates the energy by using the elastic-plastic deformation of the structural member, and the more energy is consumed by a structural member, the more serious the destruction degree is. In the elastic damping supporting structure system, the damping device or the original element enters an energy consumption working state before the main body structure enters the inelastic state, so that the energy consumption effect is fully exerted, and the energy consumed by the structure is less, which means that the reaction of the structure under the action of wheel load and the like is greatly reduced, thereby effectively protecting the safety of the main body structure and avoiding or delaying the main body structure from being damaged or destroyed.
Generally, the damage D of the structure and the maximum deformation Δ of the structuremaxHysteresis dissipation (or cumulative plastic deformation) EhIn direct proportion, it can be expressed as:
D＝f(Δmax,Eh) (3.5)
in an elastically damped support structure, made ofAt maximum deformation Δmax,1And hysteresis energy consumption Eh1Maximum deformation delta from original structuremax,0And hysteresis energy consumption Eh0Greatly reduced, and therefore, the damage to the structure is also greatly reduced.
In the damping type elastic supporting structure system, a damping device and a supporting component jointly form an energy consumption part. When bearing a small load, the damping device is designed to have certain initial rigidity, so that the structure is still in an elastic state, and sufficient rigidity can be provided for the main body structure, thereby ensuring that the structure meets the normal use requirement; when bearing great load effect, damping device takes the lead to the power consumption state, produces great damping, dissipates the most energy of external load input structure to the dynamic reaction of rapid attenuation structure, and the main part structure obvious elastoplastic deformation does not appear, thereby ensures its security and normal performance under bearing the effect such as long-term vehicle load.
As shown in fig. 1 to 2, the utility model provides a damping formula elastic support processing apparatus of oblique web member fracture disease of steel box girder, including supporting component and elastic support damping device 6, the oblique web member 5 lower part of original structure is replaced through elastic support damping device 6 after being cut, and the oblique web member 5 upper portion of original structure forms into the supporting component, on the floor 3 of roof 1 is fixed in to the upper end of supporting component, the lower extreme of supporting component with elastic support damping device 6's upper end is articulated, elastic support damping device 6's lower extreme is articulated with floor 3 of bottom plate 2, elastic support damping device 6 has elasticity and damping.
In the above technical solution, as shown in fig. 1, the upper end of the diagonal web member 5 in the original structure is connected to the rib plate 3 of the top plate 1, the lower end of the diagonal web member 5 is connected to the rib plate 3 of the bottom plate 2, the pair of diagonal web members 5 are located between the pair of transverse partition plates 4, the original structure only retains the upper part as the supporting member, the lower part is replaced by the elastic supporting damping device 6, the elastic supporting damping device 6 is hinged to the retained diagonal web member 5 and the rib plate 3 of the bottom plate 2, and as shown in fig. 2, the original structure stress is transmitted to the elastic supporting damping device 6. The initial supporting force of the elastic supporting and damping device 6 and a part of the diagonal web member 5 and the elastic unit 603 which are reserved enables the device to have initial rigidity, and the stress of the original diagonal web member 5 caused by the load such as heavy traffic is transferred to the elastic supporting and damping device 6 and dissipated. When the load is small, the whole diagonal web members 5 are still in a rigid connection state; when the load is large, the elastic support damping device 6 passively reciprocates and relatively deforms or generates the relative speed of reciprocating motion, so that the vibration energy of the structure is dissipated, the power reaction of the structure is relieved, and the safety of the main steel box girder structure is protected. The utility model discloses a damping formula elastic support processing apparatus adopts the articulated moment of flexure (eliminating bending stress) that can fine adaptation external load arouse of tip, provides certain rigidity simultaneously and warp with restraint decking (during 1 vertical deformation of roof or have a deformation trend, the pivoting when the elastic support compression shortens or extends), makes various energy distribution that the external load arouses comparatively balanced, is unlikely to that certain single form energy leads to structural damage and destruction greatly.
The utility model provides an use damped formula elastic support to replace the searchability direction of cable-stay bridge steel box girder diagonal web member 5, aim at seeking an effective way that prevents the fatigue fracture of purlin pipe, improve the whole atress performance of operation phase steel box girder diagonal web member 5 stress state and steel box girder construction, realize the target of structure safety, the effective extension of life, promote the progress of bridge structures maintenance technique. The proposed disposal method can also meet the requirement on the rigidity of the steel box girder in the construction period, and provides a new choice for the safe construction of the bridge. The utility model discloses a disease that does and is used for other similar structures is handled.
In another solution, as shown in fig. 3, the elastic supporting and damping device 6 comprises:
the cylinder 601 is provided with an outer end cover 604 and an inner end cover 605 on the inner wall at intervals, and the centers of the outer end cover 604 and the inner end cover 605 are provided with through holes;
the piston rod 602 just freely passes through the through hole, a baffle 606 is arranged on the piston rod 602, the baffle 606 is located between the outer end cover 604 and the inner end cover 605, the baffle 606 is tightly attached to the inner wall of the cylinder 601 and is arranged to move up and down along the cylinder 601, and elastic units 603 are arranged between two sides of the baffle 606 and between the outer end cover 604 and the inner end cover 605 and are sleeved on the piston rod 602. The elastic unit 603 is a spring or a disc spring.
In the above-described embodiment, the left side is the upper side when actually used after being mounted, and the right side is the lower side when actually used after being mounted, as shown in the orientation of fig. 3. When the bridge deck load is large, the diagonal web members 5 push the piston rods 602 downward to move, the elastic units 603 are compressed by the baffles 606, and the upper end and the lower end of the whole elastic supporting damping device 6 are hinged, so that certain vertical telescopic deformation can be performed. When the unloading is completed, the entire piston rod 602 can be pushed to move upward again under the action of the rebounding force of the elastic unit 603. The piston rod 602 reciprocates up and down, and the stress of the diagonal web member 5 caused by the load is transmitted to the elastic support damping device 6 through the elastic support and dissipated.
In another technical solution, as shown in fig. 4, the outer end cover 604 is located on the upper end surface of the cylinder 601, the inner end cover 605 is located inside the cylinder 601, the lower end of the cylinder 601 is sealed, a pair of clamping plates 610 is fixed on the inner bottom surface of the cylinder 601, the opposite surfaces of the clamping plates 610 are fastened by fastening bolts 611, and the lower end of the piston rod 602 penetrates between the pair of clamping plates 610 and contacts the pair of clamping plates 610. The outer surface of the lower end of the piston rod 602 is of an uneven structure.
In above-mentioned technical scheme, when piston rod 602 reciprocated, with have the friction between a pair of splint 610, through converting load stress into frictional force dissipation, unsmooth structure can increase frictional force.
In another technical solution, a connecting plate 607 is provided at the upper end of the piston rod 602, the upper end of the cylinder 601 also extends outward to form the connecting plate 607, at least two temporary locking devices are provided between the two connecting plates 607, and each temporary locking device includes a pair of threaded rods 608 and nut sockets 609, one end of each threaded rod 608 is fixed to the two connecting plates 607, and the other end of each threaded rod 608 is connected to the nut socket 609 by a screw.
In the above technical solution, in order to simultaneously meet the requirement of large rigidity during construction, the elastic support damping device 6 includes a member with controllable locking function, which is a temporary locking device. The lock is locked in the construction period, so that the requirement of construction load on the rigidity of the steel box girder section is met; and unlocking in the operation period, and ensuring the requirement of the load on the rigidity of the steel box girder section in the operation period. The nut socket 609 is internally threaded to connect a pair of threaded rods 608 together, and when unlocking is required, the nut socket 609 is simply turned on one of the threaded rods 608, or the threaded rods 608 and the nut socket 609 are removed.
In another technical scheme, a dust cover is sleeved on a portion of the piston rod 602 located between the cylinder 601 and the connecting plate 607, and is used for preventing dust from falling into the cylinder 601.
In another technical scheme, the lower part of the supporting component and the ribbed plate 3 of the bottom plate 2 are respectively connected with the upper end and the lower end of the elastic supporting damping device 6 through joint bearings. This is a particular embodiment of the articulation, in particular to the elastically supported damping device 6, i.e. lugs with oscillating bearings can be provided both on the connecting plate 607 of the piston rod 602 and on the lower end of the cylinder 601.
While the embodiments of the invention have been described above, it is not intended to be limited to the details shown, or described, but rather to cover all modifications, which would come within the scope of the appended claims, and all changes which come within the meaning and range of equivalency of the art are therefore intended to be embraced therein.
Claims (8)
1. The damping type elastic support handling device for the cracking disease of the steel box girder diagonal web member is characterized by comprising a supporting member and an elastic support damping device, wherein the upper end of the diagonal web member of an original structure is fixed on a rib plate of a top plate, and the lower end of the diagonal web member of the original structure is fixed on the rib plate of a bottom plate.
2. The damping type elastic support treatment device for the cracking disease of the steel box girder diagonal web member as claimed in claim 1, wherein the elastic support damping device comprises:
the cylinder barrel is provided with an outer end cover and an inner end cover at intervals on the inner wall, and through holes are formed in the centers of the outer end cover and the inner end cover;
the piston rod freely penetrates through the through hole just right, a baffle is arranged on the piston rod and located between the outer end cover and the inner end cover, the baffle is tightly attached to the inner wall of the cylinder and is arranged to move up and down along the cylinder, and elastic units are arranged between two sides of the baffle and the outer end cover and the inner end cover and sleeved on the piston rod.
3. The apparatus for damping elastic support of crack damage of steel box girder oblique web member as claimed in claim 2, wherein said outer end cap is located on the upper end surface of said cylinder, said inner end cap is located inside said cylinder, said cylinder is sealed at the lower end and a pair of clamping plates are fixed on the inner bottom surface of said cylinder, the opposite surfaces are fastened by fastening bolts, the lower end of said piston rod penetrates between and contacts a pair of clamping plates.
4. The damping type elastic support handling device for the cracking disease of the steel box girder inclined web member as claimed in claim 3, wherein the outer surface of the lower end of the piston rod is of an uneven structure.
5. The apparatus for damping the cracking of the diagonal web member of a steel box girder as claimed in claim 2, wherein the piston rod has a connecting plate at the upper end thereof, the cylinder has a connecting plate at the upper end thereof, at least two temporary locking devices are disposed between the two connecting plates, each temporary locking device comprises a pair of screws and a nut sleeve, one ends of the pair of screws are respectively fixed to the two connecting plates, and the other ends of the pair of screws are integrally connected to each other by the nut sleeve.
6. The damping type elastic support handling device for the cracking disease of the steel box girder inclined web member as claimed in claim 5, wherein a dust cover is sleeved on a part of the piston rod between the cylinder barrel and the connecting plate.
7. The apparatus for damping the cracking of the diagonal web member of the steel box girder according to claim 2, wherein the elastic unit is a spring or a disc spring.
8. The apparatus for damping the cracking of the diagonal web member of the steel box girder as claimed in claim 1, wherein the lower portion of the supporting member and the rib plate of the bottom plate are respectively connected to the upper end and the lower end of the damping apparatus of the elastic support through joint bearings.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114411531A (en) * | 2022-01-26 | 2022-04-29 | 贵州路桥集团有限公司 | Anti-seismic device and anti-seismic structure for bridge |
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2021
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114411531A (en) * | 2022-01-26 | 2022-04-29 | 贵州路桥集团有限公司 | Anti-seismic device and anti-seismic structure for bridge |
| CN114411531B (en) * | 2022-01-26 | 2024-02-06 | 贵州路桥集团有限公司 | Anti-seismic device and anti-seismic structure for bridge |
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