CN113605244A - Support connecting device suitable for self-anchored suspension bridge and tower beam displacement adapting method - Google Patents
Support connecting device suitable for self-anchored suspension bridge and tower beam displacement adapting method Download PDFInfo
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- CN113605244A CN113605244A CN202110917209.4A CN202110917209A CN113605244A CN 113605244 A CN113605244 A CN 113605244A CN 202110917209 A CN202110917209 A CN 202110917209A CN 113605244 A CN113605244 A CN 113605244A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D11/00—Suspension or cable-stayed bridges
- E01D11/02—Suspension bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/04—Bearings; Hinges
- E01D19/048—Bearings being adjustable once installed; Bearings used in incremental launching
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Abstract
The invention provides a support connecting device suitable for a self-anchored suspension bridge and a tower beam displacement adapting method, wherein the support connecting device comprises a support lower connecting part and a support upper connecting part; the lower connecting part of the support comprises a longitudinal sliding mechanism, the bottom of the longitudinal sliding mechanism is arranged in a groove on the top surface of the bridge tower beam, and the top of the longitudinal sliding mechanism is provided with a lower support plate of the support; the head ends of the damping energy dissipation mechanisms are respectively installed at the longitudinal two ends of the longitudinal sliding mechanism, and the tail ends of the damping energy dissipation mechanisms are installed on the inner side wall of the groove on the top surface of the bridge tower beam; the upper connecting part of the support comprises a horizontal positioning mechanism, the bottom of the horizontal positioning mechanism is arranged on an upper support plate of the support, the top of the horizontal positioning mechanism is arranged at the bottom of the stiffening beam, the horizontal positioning mechanism is supported by a vertical displacement adapting mechanism, and the vertical displacement adapting mechanism is arranged on a bridge tower beam. The invention avoids the damage of the bridge support drawing effect caused by the displacement of the main beam to the support and provides a stroke for the relative vertical displacement between the support and the main beam.
Description
Technical Field
The invention belongs to the field of road bridges, relates to a self-anchored suspension bridge, and particularly relates to a support connecting device and a tower beam displacement adapting method suitable for the self-anchored suspension bridge.
Background
The self-anchored suspension bridge gradually develops into a mature bridge type due to the unique shape, more flexible adaptability and economical efficiency, and particularly, the self-anchored suspension bridge anchors the main cable on the stiffening girder, so that a huge anchor structure is not needed, and the self-anchored suspension bridge has the advantage of attractive appearance of the traditional suspension bridge, thereby being widely applied to urban bridges.
The construction of the stiffening beam of the self-anchored suspension bridge is required to be carried out before the erection of the main cable, the main cable can be erected only after the stiffening beam is connected into a whole and can bear the axial force, the sling is installed, the weight of the main beam is transferred from the support or the temporary pier support to the main cable support through the stress of the sling, and the process is called system conversion for short. Because the sling tensioning in the conversion process of the self-anchored suspension bridge system aims at the final bridge forming state, the effect of the second-stage dead load is considered, and the construction of the second-stage dead load is not completed in the process that the main beam is supported from the bracket to the main cable, the sling cable force of the sling at the stage enables the main beam to generate vertical upward displacement so that the main beam has the tendency of pulling away from a support at the bridge tower.
After the bridge is formed, the longitudinal sliding support is installed at the bridge tower of the self-anchored suspension bridge in the use stage, but due to the fact that a cable support system and a large longitudinal displacement exist between the beam end and the tower beam under the action of extreme static and dynamic load working conditions, the support structure cannot provide enough longitudinal displacement, the support is easy to damage, the main beam and the support can be separated, the dynamic response of the structure is large, and the anti-seismic performance is poor.
In the field construction process of the self-anchored suspension bridge, before system conversion construction, a support of a stiffening beam at a bridge tower is installed, the stiffening beam is restrained at the support due to upward displacement caused by sling tensioning, and the support inevitably bears the drawing force due to the drawing effect. Generally, during field construction, there are two processing methods for the drawing effect of system conversion on the support: (A) when the drawing effect is small, the vertical upward displacement of the beam bottom is adapted through the deformation of the support; (B) when the inhaul cable is tensioned, the restraint between the support and the beam bottom is removed, the main beam is completely supported, and after the bridge deck pavement and the construction of bridge deck facilities are completed, the main beam falls on the support, so that the connection between the support and the beam bottom is completed.
The first approach to the pull-out effect at the support presents the following risks: (A) the basin-type support, the spherical support and the plate-type support used by the bridge have weaker anti-pulling capability, and the support can be damaged under the action of pulling force; (B) even if the support can provide relative vertical displacement with the beam bottom under the action of drawing force, the support has weakened external corrosion resistance due to gaps generated among internal components of the support, and the service life of the support is shortened;
the second approach to the pull-out effect at the support presents the following risks and disadvantages: (A) because the restraint of the support and the beam bottom is removed, the main beam has larger horizontal deviation before the bridge deck pavement and the bridge deck facility construction are finished, and the relative horizontal position between the support and the stiffening beam is changed, so that the stress of the support in the later use process is not facilitated; (B) the support and the beam bottom are released and connected, the construction process is complex, and the construction precision is difficult to control;
in the use stage of the self-anchored suspension bridge, because the unidirectional sliding support is adopted, a large longitudinal displacement exists between the beam end and the tower beam under the action of static and dynamic loads. According to the traditional design method, the horizontal displacement between the tower beams is adapted by means of the shearing deformation of the support, and the damper is arranged between the main beam and the bridge tower to solve the problems of poor anti-seismic performance and large dynamic response of the structure under dynamic load.
The structural system of the self-anchored suspension bridge in the use stage has the following defects:
(A) under static and dynamic loads, the longitudinal displacement between the tower beams is large, so that the support is easy to shear and damage;
(B) the traditional connecting method cannot effectively restrict large longitudinal displacement between the tower beams;
(C) the traditional connection method cannot provide enough longitudinal displacement travel for the main beam;
(D) after the installation is completed, the longitudinal position of the support cannot be adjusted.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a support connecting device suitable for a self-anchored suspension bridge, so as to solve a plurality of problems in the conversion process of a self-anchored suspension bridge system in the prior art and further improve the static and dynamic performances in the bridge forming stage.
The invention also aims to provide a tower beam displacement adaptation method suitable for the self-anchored suspension bridge, so as to solve the technical problem that the potential safety hazard of the support connection in the construction process needs to be further improved in the prior art.
In order to solve the technical problems, the invention adopts the following technical scheme:
a support connecting device suitable for a self-anchored suspension bridge comprises a support lower connecting part and a support upper connecting part;
the lower connecting part of the support comprises a longitudinal sliding mechanism of which the bottom is arranged in a groove on the top surface of the bridge tower beam, and the top of the longitudinal sliding mechanism is provided with a lower support plate of the support; the head ends of the damping energy dissipation mechanisms are respectively installed at the longitudinal two ends of the longitudinal sliding mechanism, and the tail ends of the damping energy dissipation mechanisms are installed on the inner side wall of the groove on the top surface of the bridge tower beam;
the upper connecting part of the support comprises a horizontal positioning mechanism, the bottom of the horizontal positioning mechanism is mounted on an upper support plate of the support, the top of the horizontal positioning mechanism is mounted at the bottom of the stiffening beam, the horizontal positioning mechanism is supported by a vertical displacement adapting mechanism, and the vertical displacement adapting mechanism is mounted on a bridge tower beam;
the longitudinal sliding mechanism comprises a pair of sliding rails longitudinally laid in a groove on the top of a bridge tower beam, a steel base capable of moving along the sliding rails is mounted on the sliding rails, a pair of sliding grooves matched with the sliding rails are longitudinally formed in the bottom surface of the steel base, a plurality of pulleys are mounted in the sliding grooves through positioning shafts, and the pulleys roll on the sliding rails;
the horizontal positioning mechanism comprises a support connecting plate fixedly connected with an upper support plate of the support, a steel beam connecting plate fixedly connected with the stiffening beam is arranged above the support connecting plate, a circular positioning boss is fixedly arranged in the middle of the top surface of the support connecting plate, a circular positioning pit is formed in the bottom surface of the steel beam connecting plate, and the circular positioning boss and the circular positioning pit are installed in an embedded fit manner;
vertical displacement adaptation mechanism including pre-buried open steel sleeve in the top in the bridge tower crossbeam, the spacing post that stretches out the steel sleeve top is equipped with to the steel sleeve endotheca, the integrative coaxial stop nut that is provided with in top of spacing post, install the bottom of the spacing double-screw bolt of double-end in the stop nut, the four corners that the spacing double-screw bolt of double-end passed the support connecting plate is seted up passes the hole, the threaded hole that the steel beam connecting plate four corners was seted up is installed on the top of the spacing double-screw bolt of double-end.
The invention also has the following technical characteristics:
the two sides of the sliding rail are respectively provided with a steel base plate, the bottom surface of the steel base is in contact with the steel base plates, and the steel base plates and the pulleys jointly provide vertical support.
And a first polytetrafluoroethylene plate is bonded on the surface of the steel base plate, which is in contact with the bottom surface of the steel base. And limit stops are respectively arranged at the longitudinal two ends of the slide rail.
And a rubber cushion plate is arranged on the inner side surface of the groove.
Damping power consumption mechanism including installing the baffle on the inside wall of recess, baffle fixed mounting installs the piston in the tail end of cylinder body in the cylinder body, sets up the piston hole that is used for damping medium to pass through on the piston, installs the tail end of piston rod on the piston, the head end of piston rod stretches out to the head end of cylinder body, installs the connecting piece on the head end of piston rod, the connecting piece is used for connecting the lower support plate of support and longitudinal sliding mechanism's steel base.
And a second polytetrafluoroethylene plate is fixedly arranged on the top surface of the circular positioning boss contacted with the circular positioning pit.
The invention also discloses a tower beam displacement adapting method suitable for the self-anchored suspension bridge, which adopts the support connecting device suitable for the self-anchored suspension bridge, and is used for realizing the adjustment of the relative vertical displacement between the support and the stiffening beam in the system conversion process of the self-anchored suspension bridge.
The method specifically comprises the following steps:
firstly, prefabricating a groove on a bridge tower cross beam in a bridge tower construction stage, mounting a slide rail and a steel base plate on the bottom surface of the groove, mounting a rubber base plate on the side surface, mounting a limit stop, mounting a steel base on the slide rail in the groove, supporting a pulley on the slide rail, and supporting the bottom surface of the steel base on the steel base plate;
in the bridge tower construction stage, a steel sleeve is embedded in the top of a bridge tower beam;
step two, in the girder construction stage, a support and a vertical displacement adapting mechanism are simultaneously installed, a lower support plate is fixed on a longitudinal sliding mechanism, an upper support plate is fixed on a support connecting plate through bolts, and a steel beam connecting plate is fixedly installed on a stiffening girder;
the double-end limiting stud penetrates through the through holes formed in the four corners of the support connecting plate, and the top end of the double-end limiting stud is installed in the threaded holes formed in the four corners of the steel beam connecting plate; the bottom end of the double-ended limiting stud is arranged in a limiting nut at the top of the limiting column, and the bottom of the limiting column is arranged in a steel sleeve at the top of the bridge tower beam;
step three, the tail end of the damping energy dissipation mechanism is fixed on the inner wall of the groove, and the head end of the piston rod is connected with a lower support plate of the support through a connecting piece
In the system conversion stage, in the sling tensioning process, along with the lifting of the stiffening beam, the limiting column of the vertical displacement adapting mechanism and the stiffening beam keep consistent vertical displacement and vertically move in the steel sleeve so as to adapt to the upward vertical displacement of the stiffening beam, and meanwhile, the vertical displacement adapting mechanism limits the deflection of the stiffening beam in the horizontal direction;
step five, after the second-stage construction of the bridge deck is completed, the stiffening beam returns to the support, the support is pressed, the limiting column is pressed to extend into the steel sleeve, and the circular positioning boss is embedded into the circular positioning pit;
and step six, loosening the connection between the limit column and the double-end limit stud, releasing the restraint of the support in the horizontal direction, recovering the self-anchored suspension bridge system, assisting the shear deformation of the support to provide extra longitudinal displacement stroke through a longitudinal sliding mechanism at the bottom of the support when the stiffening beam has larger longitudinal displacement, and playing a role in adjusting the displacement stroke range of the support through the selection and adjustment of the limit stop.
Compared with the prior art, the invention has the following technical effects:
the method (I) avoids the damage of the bridge support drawing effect caused by the displacement of the main beam to the support before the conversion of the anchor type suspension bridge system is started and the second-stage constant load application of the main beam is finished, and provides a stroke for the relative vertical displacement between the support and the main beam.
In the sling tensioning process, the vertical displacement adapting mechanism limits the displacement of the stiffening beam in the longitudinal bridge direction and the transverse bridge direction, and prevents the stiffening beam from generating larger horizontal deviation at the stage to influence the structure safety.
The vertical displacement adapting mechanism limits the horizontal displacement between the stiffening beam and the support, avoids dislocation caused by relative movement in the construction process, improves the construction and installation precision, reduces the construction difficulty and improves the construction efficiency.
(IV) the invention provides adjustable displacement stroke for the longitudinal displacement of the self-anchored suspension bridge girder in the bridge forming stage.
According to the invention, (V) the damping energy dissipation mechanism is arranged between the support and the bridge tower beam, so that the anti-seismic performance of the structure under the action of dynamic load is improved.
And (VI) the invention provides the static force limiting power energy consumption function for the main beam through the combined action of the longitudinal sliding mechanism and the damping energy consumption mechanism, thereby improving the dynamic and static and dynamic performances of the self-anchored suspension bridge.
Drawings
Fig. 1 is a schematic view showing the overall construction of a pedestal connection device suitable for a self-anchored suspension bridge.
Fig. 2 is an exploded view of the overall structure of a seat attachment device suitable for a self-anchoring suspension bridge.
Fig. 3 is a schematic view of the overall structure of the longitudinal sliding mechanism.
Fig. 4 is a schematic diagram of the internal structure of the damping energy consumption mechanism.
Fig. 5 is a schematic view of the overall structure of the horizontal positioning mechanism.
Fig. 6 is an exploded view of the entire structure of the vertical displacement accommodating mechanism.
Fig. 7 is a schematic perspective view of a connection between a support connection device and a tower beam suitable for a self-anchored suspension bridge.
Fig. 8 is a front view schematically showing the construction of the connection of the support connection device to the tower beam, which is suitable for the self-anchored suspension bridge.
The meaning of the individual reference symbols in the figures is: 1-a bridge tower beam, 2-a groove, 3-a stiffening beam, 4-a support, 5-a longitudinal sliding mechanism, 6-a damping energy dissipation mechanism, 7-a horizontal positioning mechanism, 8-a vertical displacement adapting mechanism and 9-a bolt;
401-lower seat plate, 402-upper seat plate;
501-a slide rail, 502-a steel base, 503-a slide groove, 504-a positioning shaft, 505-a pulley, 506-a steel cushion plate, 507-a first polytetrafluoroethylene plate, 508-a limit stop and 509-a rubber cushion plate;
601-baffle, 602-cylinder, 603-piston, 604-piston hole, 605-damping medium, 606-piston rod, 607-connecting piece;
701-a support connecting plate, 702-a steel beam connecting plate, 703-a circular positioning boss, 704-a circular positioning pit, 705-a through hole, 706-a threaded hole and 707-a second polytetrafluoroethylene plate;
801-steel sleeve, 802-limit column, 803-limit nut and 804-double-end limit stud.
The present invention will be explained in further detail with reference to examples.
Detailed Description
The traditional construction method has certain risks and hidden dangers for the processing mode of the support drawing effect at the bridge tower in the conversion process of the self-anchored suspension bridge system and the processing method of the relative displacement of the tower beam in the normal use stage of the finished bridge, and is complex in construction and difficult in control of construction precision. Therefore, how to avoid the drawing effect and the shearing effect of the longitudinal displacement to the support caused by the vertical displacement of the stiffening beam to the support through the connection mode between the support and the stiffening beam and the bridge tower cross beam is a key for safely, reliably and conveniently providing the relative displacement stroke between the support and the bottom of the stiffening beam and ensuring the static and dynamic performances of the self-anchored suspension bridge system during the conversion safety and the quick construction and the normal use stage of the structure.
It is to be understood that all parts or devices of the present invention, unless otherwise specified, are intended to be covered by the present invention as if they were all known in the art.
In the present invention, the stiffening beam 3 is a main beam.
The present invention is not limited to the following embodiments, and all equivalent changes based on the technical solutions of the present invention fall within the protection scope of the present invention.
Example 1:
the embodiment provides a support connecting device suitable for a self-anchored suspension bridge, which comprises a support lower connecting part and a support upper connecting part, as shown in figures 1 to 6;
the lower connecting part of the support comprises a longitudinal sliding mechanism 5 of which the bottom is arranged in a groove 2 on the top surface of the bridge tower beam 1, and a lower support plate 401 of the support 4 is arranged at the top of the longitudinal sliding mechanism 5; the head ends of damping energy dissipation mechanisms 6 are respectively installed at the longitudinal two ends of the longitudinal sliding mechanism 5, and the tail ends of the damping energy dissipation mechanisms 6 are installed on the inner side walls of the grooves 2 on the top surface of the bridge tower beam 1;
the upper connecting part of the support comprises a horizontal positioning mechanism 7 the bottom of which is arranged on an upper support plate 402 of the support 4, the top of the horizontal positioning mechanism 7 is arranged at the bottom of the stiffening beam 3, the horizontal positioning mechanism 7 is supported by a vertical displacement adapting mechanism 8, and the vertical displacement adapting mechanism 8 is arranged on the bridge tower beam 1;
the longitudinal sliding mechanism 5 comprises a pair of sliding rails 501 longitudinally laid in the grooves 2 on the top of the bridge tower beam 1, a steel base 502 capable of moving along the sliding rails 501 is mounted on the sliding rails 501, a pair of sliding grooves 503 matched with the sliding rails 501 are longitudinally formed in the bottom surface of the steel base 502, a plurality of pulleys 505 are mounted in the sliding grooves 503 through positioning shafts 504, and the pulleys 505 roll on the sliding rails 501;
the horizontal positioning mechanism 7 comprises a support connecting plate 701 fixedly connected with an upper support plate 402 of the support 4, a steel beam connecting plate 702 fixedly connected with the stiffening beam 3 is arranged above the support connecting plate 701, a circular positioning boss 703 is fixedly arranged in the middle of the top surface of the support connecting plate 701, a circular positioning pit 704 is formed in the bottom surface of the steel beam connecting plate 702, and the circular positioning boss 703 and the circular positioning pit 704 are installed in an embedded fit manner;
vertical displacement adaptation mechanism 8 is including pre-buried open steel sleeve 801 in top in bridge tower crossbeam 1, and steel sleeve 801 endotheca is equipped with the spacing post 802 that stretches out steel sleeve 801 top, and the integrative coaxial stop nut 803 that is provided with in top of spacing post 802, installs the bottom of double-end stop stud 804 in the stop nut 803, and the double-end stop stud 804 passes the hole 705 that passes that the four corners of support connecting plate 701 was seted up, and the screw hole 706 that the four corners were seted up at girder steel connecting plate 702 is installed on the top of double-end stop stud 804.
As a preferable scheme of this embodiment, two sides of the sliding rail 501 are respectively provided with a steel pad 506, the bottom surface of the steel base 502 is in contact with the steel pad 506, and the steel pad 506 and the pulley 505 together provide vertical support. During the sliding process, the pulley 505 moves on the sliding rail 501, and the relative sliding between the bottom of the steel base 502 and the steel backing plate 506 realizes the displacement adjustment of the support 4, so as to prevent the support 4 from being sheared and damaged along the longitudinal bridge direction, or prevent the main beam from being separated from the support 4 due to larger longitudinal displacement.
In a preferred embodiment of the present invention, a first teflon sheet 507 is bonded to a surface of the steel shim 506 that contacts the bottom surface of the steel base 502. The first teflon sheet 507 can increase abrasion resistance.
As a preferable scheme of this embodiment, the two longitudinal ends of the slide rail 501 are respectively provided with a limit stop 508. The number and gauge of the positive stops 508 may be modified based on design requirements and displacement limiting requirements to control the displacement stroke length of the longitudinal slide mechanism 5.
As a preferable mode of the present embodiment, a rubber pad 509 is mounted on the inner side surface of the groove 2. Has the protection function.
As a specific scheme of this embodiment, the damping energy consumption mechanism 6 includes a baffle 601 installed on the inner side wall of the groove 2, the baffle 601 is fixedly installed at the tail end of the cylinder 602, a piston 603 is installed in the cylinder 602, a piston hole 604 for passing a damping medium 605 is formed in the piston 603, the tail end of the piston rod 606 is installed on the piston 603, the head end of the piston rod 606 extends to the head end of the cylinder 603, a connecting member 603 is installed on the head end of the piston rod 606, and the connecting member 607 is used for connecting the lower support plate 401 of the support 4 and the steel base 502 of the longitudinal sliding mechanism 5.
In this embodiment, the damping energy dissipation mechanism 6 provides damping energy dissipation for the overall sliding of the support 4, and prevents the connection mechanism of the support 4 from colliding with the cross beam. The working principle of the damping energy dissipation mechanism 6 is that the connecting piece 607 is connected with the lower support plate 401 through a fixing bolt, and the connecting piece 607 is welded on the steel base 502. The head end of the piston rod 606 moves longitudinally along with the longitudinal sliding mechanism 5, the piston rod 606 moves in the cylinder 602, and the damping medium 605 in the cavity of the cylinder 602 flows from one side of the piston 603 to the other side through the piston hole 604, so that the energy consumption function is realized.
In this embodiment, the horizontal positioning mechanism 7 can limit the horizontal displacement between the upper top plate 40 of the support and the steel beam connecting plate 702 during the normal use of the support 4.
As a preferable scheme of this embodiment, a second ptfe sheet 707 is fixedly disposed on the top surface of the circular positioning boss 703 in contact with the circular positioning recess 704. The second polytetrafluoroethylene plate 707 is provided with a fillet, and the surface friction coefficient is smaller, the compressive capacity is strong, and the positioning and the shearing are convenient.
In this embodiment, the vertical displacement adaptive mechanism 8 can assist in the connection between the steel beam connecting plate 702 and the support connecting plate 701, and limits the horizontal displacement of the support connecting plate 701. Before the second-stage construction of the bridge is not completed, the vertical displacement adaptive mechanism 8 is used for limiting the displacement of the stiffening beam 3 in the horizontal direction. After the support 4 is installed, the vertical displacement adapting mechanism 8 plays a role in assisting the support 4 to bear the horizontal force before the self-anchored suspension bridge system is converted.
Example 2:
this embodiment provides a tower beam displacement adaptation method suitable for a self-anchored suspension bridge, and as shown in fig. 7 and 8, the method employs the support connecting device suitable for a self-anchored suspension bridge in embodiment 1, and is used for implementing adjustment of relative vertical displacement between a support and a stiffening beam in a system conversion process of the self-anchored suspension bridge.
Specifically, the method specifically comprises the following steps:
step one, prefabricating a groove 2 on a bridge tower beam 1 in a bridge tower construction stage, mounting a slide rail 501 and a steel pad 506 on the bottom surface of the groove 2, mounting a rubber pad 509 on the side surface, mounting a limit stop 508, mounting a steel base 502 on the slide rail 501 in the groove 2, supporting a pulley 505 on the slide rail 501, and supporting the bottom surface of the steel base 502 on the steel pad 506;
in the bridge tower construction stage, a steel sleeve 801 is embedded in the top of a bridge tower beam 1;
step two, in the girder construction stage, a support 4 and a vertical displacement adapting mechanism 8 are installed at the same time, a lower support plate 401 is fixed on a longitudinal sliding mechanism 5, an upper support plate 402 is fixed on a support connecting plate 701 through a bolt 9, and a steel beam connecting plate 702 is fixedly installed on a stiffening girder 3;
the double-end limit stud 804 penetrates through a through hole 705 formed in four corners of the support connecting plate 701, and the top end of the double-end limit stud 804 is installed in a threaded hole 706 formed in four corners of the steel beam connecting plate 702; the bottom end of the double-ended limiting stud 804 is arranged in a limiting nut 803 at the top of the limiting column 802, and the bottom of the limiting column 802 is arranged in a steel sleeve 801 at the top of the bridge tower beam 1;
step three, the tail end of the damping energy consumption mechanism 6 is fixed on the inner wall of the groove 2, and the head end of the piston rod 606 is connected with the lower support plate 401 of the support 4 through the connecting piece 603
In the system conversion stage, in the sling tensioning process, along with the lifting of the stiffening beam 3, the limit column 802 of the vertical displacement adapting mechanism 8 and the stiffening beam 3 keep consistent vertical displacement and vertically move in the steel sleeve 801 so as to adapt to the upward vertical displacement of the stiffening beam 3, and meanwhile, the vertical displacement adapting mechanism 8 limits the deviation of the stiffening beam 3 in the horizontal direction;
step five, after the second-stage construction of the bridge deck is completed, the stiffening beam 3 returns to the support 4, the support 4 is pressed, the limiting column 802 is pressed to extend into the steel sleeve 801, and the circular positioning boss 703 is embedded into the circular positioning pit 704;
and sixthly, loosening the connection between the limit column 802 and the double-end limit stud 804, releasing the restraint of the support 4 in the horizontal direction, recovering the self-anchored suspension bridge system, assisting the shear deformation of the support 4 to provide extra longitudinal displacement stroke through the longitudinal sliding mechanism 5 at the bottom of the support 4 when the stiffening beam 3 has larger longitudinal displacement, and adjusting the displacement stroke range of the support 4 through the selection and adjustment of the limit stop 508.
Claims (9)
1. The utility model provides a support connecting device suitable for from anchor suspension bridge, this support connecting device include connecting portion under the support and connecting portion on the support, its characterized in that:
the lower connecting part of the support comprises a longitudinal sliding mechanism (5) the bottom of which is arranged in a groove (2) on the top surface of the bridge tower beam (1), and the top of the longitudinal sliding mechanism (5) is provided with a lower support plate (401) of the support (4); the head ends of the damping energy dissipation mechanisms (6) are respectively installed at the longitudinal two ends of the longitudinal sliding mechanism (5), and the tail ends of the damping energy dissipation mechanisms (6) are installed on the inner side wall of the groove (2) on the top surface of the bridge tower beam (1);
the upper connecting part of the support comprises a horizontal positioning mechanism (7) the bottom of which is arranged on an upper support plate (402) of the support (4), the top of the horizontal positioning mechanism (7) is arranged at the bottom of the stiffening beam (3), the horizontal positioning mechanism (7) is supported by a vertical displacement adapting mechanism (8), and the vertical displacement adapting mechanism (8) is arranged on the bridge tower beam (1);
the longitudinal sliding mechanism (5) comprises a pair of sliding rails (501) longitudinally laid in a groove (2) on the top of the bridge tower beam (1), a steel base (502) capable of moving along the sliding rails (501) is mounted on the sliding rails (501), a pair of sliding grooves (503) matched with the sliding rails (501) are formed in the bottom surface of the steel base (502) along the longitudinal direction, a plurality of pulleys (505) are mounted in the sliding grooves (503) through positioning shafts (504), and the pulleys (505) roll on the sliding rails (501);
the horizontal positioning mechanism (7) comprises a support connecting plate (701) fixedly connected with an upper support plate (402) of the support (4), a steel beam connecting plate (702) fixedly connected with the stiffening beam (3) is arranged above the support connecting plate (701), a circular positioning boss (703) is fixedly arranged in the middle of the top surface of the support connecting plate (701), a circular positioning pit (704) is formed in the bottom surface of the steel beam connecting plate (702), and the circular positioning boss (703) and the circular positioning pit (704) are installed in an embedded fit manner;
vertical displacement adaptation mechanism (8) including pre-buried open steel sleeve in top (801) in bridge tower crossbeam (1), spacing post (802) that stretch out steel sleeve (801) top are equipped with to steel sleeve (801) endotheca, the integrative coaxial stop nut (803) that is provided with in top of spacing post (802), the bottom of installing double-end limit stud (804) in stop nut (803), what the four corners that double-end limit stud (804) passed support connecting plate (701) was seted up passes hole (705), the top of double-end limit stud (804) is installed in screw hole (706) that girder steel connecting plate (702) four corners was seted up.
2. The support connection device for the self-anchored suspension bridge as claimed in claim 1, wherein steel tie plates (506) are respectively arranged on both sides of the sliding rail (501), the bottom surface of the steel base (502) is in contact with the steel tie plates (506), and the steel tie plates (506) and the pulleys (505) jointly provide vertical support.
3. The seat attachment apparatus for a self-anchored suspension bridge as claimed in claim 2, wherein said steel pad (506) has a first teflon plate (507) bonded to the surface contacting the bottom surface of the steel base (502).
4. The seat connecting device for the self-anchored suspension bridge as claimed in claim 1, wherein the slide rails (501) are provided with limit stoppers (508) at both longitudinal ends thereof.
5. The seat attachment apparatus for a self-anchoring suspension bridge as claimed in claim 1, wherein a rubber pad (509) is installed on an inner side surface of said recess (2).
6. The support connecting device suitable for the self-anchored suspension bridge as claimed in claim 1, wherein the damping energy dissipation mechanism (6) comprises a baffle plate (601) installed on the inner side wall of the groove (2), the baffle plate (601) is fixedly installed at the tail end of the cylinder body (602), a piston (603) is installed in the cylinder body (602), a piston hole (604) for passing a damping medium (605) is formed in the piston (603), the tail end of a piston rod (606) is installed on the piston (603), the head end of the piston rod (606) extends out of the head end of the cylinder body (603), a connecting piece (603) is installed at the head end of the piston rod (606), and the connecting piece (607) is used for connecting the lower support plate (401) of the support (4) and the steel base (502) of the longitudinal sliding mechanism (5).
7. The seat connecting device for the self-anchored suspension bridge as claimed in claim 1, wherein a second teflon plate (707) is fixedly arranged on the top surface of the circular positioning boss (703) contacting with the circular positioning recess (704).
8. A method for adapting the displacement of a tower beam of a self-anchored suspension bridge, characterized in that the method uses the support connection device for a self-anchored suspension bridge according to any one of claims 1 to 7 for adapting the relative vertical displacement between the support and the stiffening beam during the system conversion of the self-anchored suspension bridge.
9. The tower beam displacement adaptation method for a self-anchored suspension bridge as claimed in claim 8, wherein the method comprises the following steps:
firstly, prefabricating a groove (2) on a bridge tower beam (1) in a bridge tower construction stage, mounting a sliding rail (501) and a steel base plate (506) on the bottom surface of the groove (2), mounting a rubber base plate (509) on the side surface, mounting a limit stop (508), mounting a steel base (502) on the sliding rail (501) in the groove (2), supporting a pulley (505) on the sliding rail (501), and supporting the bottom surface of the steel base (502) on the steel base plate (506);
in the bridge tower construction stage, a steel sleeve (801) is embedded in the top of a bridge tower beam (1);
step two, in the girder construction stage, a support (4) and a vertical displacement adapting mechanism (8) are installed at the same time, a lower support plate (401) is fixed on a longitudinal sliding mechanism (5), an upper support plate (402) is fixed on a support connecting plate (701) through a bolt (9), and a steel beam connecting plate (702) is fixedly installed on a stiffening girder (3);
the double-end limit stud (804) penetrates through a through hole (705) formed in four corners of the support connecting plate (701), and the top end of the double-end limit stud (804) is installed in a threaded hole (706) formed in four corners of the steel beam connecting plate (702); the bottom end of the double-end limiting stud (804) is arranged in a limiting nut (803) at the top of the limiting column (802), and the bottom of the limiting column (802) is arranged in a steel sleeve (801) at the top of the bridge tower beam (1);
thirdly, the tail end of the damping energy dissipation mechanism (6) is fixed on the inner wall of the groove (2), and the head end of the piston rod (606) is connected with a lower support plate (401) of the support (4) through a connecting piece (603)
In the system conversion stage, in the sling tensioning process, along with the lifting of the stiffening beam (3), the limiting column (802) of the vertical displacement adapting mechanism (8) and the stiffening beam (3) keep consistent vertical displacement and vertically move in the steel sleeve (801) so as to adapt to the upward vertical displacement of the stiffening beam (3), and meanwhile, the vertical displacement adapting mechanism (8) limits the deviation of the stiffening beam (3) in the horizontal direction;
step five, after the second-stage construction of the bridge deck is completed, the stiffening beam (3) returns to the support (4), the support (4) is pressed, the limiting column (802) is pressed to extend into the steel sleeve (801), and the circular positioning boss (703) is embedded into the circular positioning pit (704);
and sixthly, loosening the connection between the limiting column (802) and the double-end limiting stud (804), releasing the restraint of the support (4) in the horizontal direction, recovering the self-anchored suspension bridge system, and when the stiffening beam (3) has larger longitudinal displacement, assisting the shear deformation of the support (4) to provide extra longitudinal displacement stroke through the longitudinal sliding mechanism (5) at the bottom of the support (4), and playing a role in adjusting the displacement stroke range of the support (4) through the selection and adjustment of the limit stop (508).
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| CN202110917209.4A CN113605244B (en) | 2021-08-11 | 2021-08-11 | Support connecting device suitable for self-anchored suspension bridge and tower beam displacement adaptation method |
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| CN202110917209.4A CN113605244B (en) | 2021-08-11 | 2021-08-11 | Support connecting device suitable for self-anchored suspension bridge and tower beam displacement adaptation method |
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