CN112095448A - Assembled damping device of high-speed railway bridge and application method and replacement method thereof - Google Patents
Assembled damping device of high-speed railway bridge and application method and replacement method thereof Download PDFInfo
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- CN112095448A CN112095448A CN202011024874.2A CN202011024874A CN112095448A CN 112095448 A CN112095448 A CN 112095448A CN 202011024874 A CN202011024874 A CN 202011024874A CN 112095448 A CN112095448 A CN 112095448A
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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
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F16—ENGINEERING ELEMENTS AND UNITS; GENERAL MEASURES FOR PRODUCING AND MAINTAINING EFFECTIVE FUNCTIONING OF MACHINES OR INSTALLATIONS; THERMAL INSULATION IN GENERAL
- F16F—SPRINGS; SHOCK-ABSORBERS; MEANS FOR DAMPING VIBRATION
- F16F15/00—Suppression of vibrations in systems; Means or arrangements for avoiding or reducing out-of-balance forces, e.g. due to motion
- F16F15/02—Suppression of vibrations of non-rotating, e.g. reciprocating systems; Suppression of vibrations of rotating systems by use of members not moving with the rotating systems
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Abstract
The invention discloses a damping device for an assembled steel plate shear wall of a high-speed railway bridge, wherein an anti-seismic support is arranged at the center of the top of a prefabricated pier stud, the damping device comprises a plurality of groups of damping units which are uniformly distributed around the anti-seismic support, and each group of damping units comprises a T-shaped main body, a horizontal energy dissipation plate, angle steel, a vertical energy dissipation plate and an anchoring member; the inner sides of wing plates of the T-shaped main body are symmetrically provided with horizontal energy dissipation plates, two sides of a web plate are symmetrically provided with angle steels, the corner parts of the angle steels are positioned in an included angle between the wing plates and the web plate of the T-shaped main body, and the outer sides of the wing plates are provided with two rows of anchoring components which are symmetrical about the central plane of the wing plates in the length direction; the wing plate, the horizontal energy dissipation plate, the horizontal arm of the angle steel and the anchoring member of the T-shaped main body are connected through high-strength bolts and nuts to form an integral part; two sets of whole pieces are arranged with the web of T type main part symmetry relatively, insert respectively between the vertical arm of the web both sides of two T type main parts and both sides angle steel behind the vertical power consumption board through high strength's bolt, nut connection formation shock attenuation unit.
Description
Technical Field
The invention belongs to the field of bridge shock absorption, and particularly relates to an assembled shock absorption device for a high-speed railway bridge and an application method and a replacement method thereof.
Background
The direct damage of the earthquake to the bridge is the structural damage and collapse of the bridge, wherein the connecting node between the bottom surface of the bridge body and the top of the pier column is a weak link of the bridge structure and is also a key link of earthquake-proof design.
With the continuous development of the anti-seismic support technology in recent years, the anti-seismic support technologies such as lead core rubber anti-seismic supports, pendulum type sliding friction supports and the like are continuously developed in the anti-seismic engineering practice of bridges, and the supports bear vertical gravity and horizontal seismic load at the same time. In order to ensure the safety of the anti-seismic support, a damping tenon is often arranged in engineering to dissipate seismic energy of a part and reduce the horizontal displacement of the support. However, the existing damping tenon is usually made of cantilever type bars, and has the following defects:
the lateral stiffness provided for the structure is limited, and the seismic contribution is correspondingly limited;
most of the bridge structures are complex in structure, are often integrally connected with the bridge structures, are relatively high in construction cost, are difficult to remove and replace, are long in consumed time, and are not beneficial to quick recovery of the seismic performance of the bridge structures after the earthquake;
the energy is consumed through bending deformation, the deformation is not easy to monitor, and the health monitoring and damage identification of the bridge structure are not facilitated.
Disclosure of Invention
The invention aims to provide a damping device which is simple in structure, quick to replace, easy to monitor deformation and strong in shock resistance.
The invention provides a damping device for an assembled steel plate shear wall of a high-speed railway bridge, wherein an anti-seismic support is arranged at the center of the top of a prefabricated pier stud, the damping device comprises a plurality of groups of damping units which are uniformly distributed around the anti-seismic support, and each group of damping units comprises a T-shaped main body, a horizontal energy dissipation plate, angle steel, a vertical energy dissipation plate and an anchoring member; the inner sides of wing plates of the T-shaped main body are symmetrically provided with horizontal energy dissipation plates, two sides of a web plate are symmetrically provided with angle steels, the corner parts of the angle steels are positioned in an included angle between the wing plates and the web plate of the T-shaped main body, and the outer sides of the wing plates are provided with two rows of anchoring components which are symmetrical about the central plane of the wing plates in the length direction; the wing plate, the horizontal energy dissipation plate, the horizontal arm of the angle steel and the anchoring member of the T-shaped main body are connected through high-strength bolts and nuts to form an integral part; two sets of whole pieces are arranged with the web of T type main part symmetry relatively, insert respectively between the vertical arm of the web both sides of two T type main parts and both sides angle steel behind the vertical power consumption board through high strength's bolt, nut connection formation shock attenuation unit.
In an embodiment of the above technical scheme, the anchor member includes location box body and four anchor reinforcing bars, and the location box body is the hollow cuboid that is formed by four curb plates and an end plate welding, and the shape of anchor reinforcing bar is the L type, and the horizontal arm of each anchor reinforcing bar is outwards, the terminal of vertical arm welds with the bight of location box body.
In an embodiment of the above technical solution, a circular hole is formed at a center position of the end plate, and the nut is welded at the circular hole.
In an embodiment of the above technical solution, the height of the positioning box is greater than twice the thickness of the nut.
In an embodiment of the above technical solution, the horizontal energy dissipation plate is made of mild steel or memory alloy.
In an embodiment of the above technical solution, the vertical energy dissipation plate is a flat steel plate or a corrugated steel plate.
The application method of the damping device provided by the invention comprises the following steps:
(1) when the beam body is prefabricated, the anchoring components of the damping units are embedded at the bottom of the beam body according to the design position, and the anchoring components are fixed upwards by anchoring steel bars;
when the pier stud is prefabricated, the anchoring components of all the damping units are embedded in the top of the pier stud according to the designed position, and the anchoring components are fixed upwards by the positioning box body;
(2) assembling a T-shaped main body, a horizontal energy consumption plate, angle steel and bolts of the damping unit into a T-shaped integral piece, so that inserting grooves for installing steel plates are formed between two sides of a web plate of the T-shaped main body and vertical arms of the angle steel on the corresponding side respectively, and the vertical arms of the angle steel are not connected with the bolts between the web plate of the T-shaped main body;
the T-shaped integral part is respectively connected and fixed with nuts on anchoring components pre-embedded on the pier column and the beam body through bolts on site;
(3) inserting two energy dissipation plates into the insertion groove on the T-shaped integral part at the top of the pier stud, and adjusting the positions of the two energy dissipation plates and then fixing the energy dissipation plates through bolts and nuts;
(4) when the pier stud is hoisted and the rear beam body is hoisted, the insertion grooves on the T-shaped integral piece at the bottom of the beam body are respectively aligned and inserted with the vertical energy dissipation plates installed at the top of the pier stud, and then the vertical energy dissipation plates are connected and locked through bolts and nuts.
The invention provides a method for replacing a vertical energy dissipation plate of a damping device, which comprises the following steps:
(1) dismounting bolts and nuts between the upper side of the vertical energy dissipation plate and the T-shaped main body and the angle steel vertical arm, and then dismounting bolts and nuts between the lower side of the vertical energy dissipation plate and the T-shaped main body and the angle steel vertical arm to enable the vertical energy dissipation plate to be in a free state;
(2) drawing out the vertical energy dissipation plate along the insertion groove;
(3) and the replacement plate is inserted along the insertion groove and then is connected and locked through the bolt and the nut.
The invention adopts a mode of surrounding an anti-seismic support, a plurality of groups of damping units are uniformly distributed around the anti-seismic support, all structural members of the damping units are detachably connected by adopting high-strength bolts and nuts, anchoring members are pre-embedded and fixed when a beam body and a pier stud are prefabricated in a factory, a T-shaped main body, a horizontal energy dissipation plate and angle steel of the damping units can be assembled into two T-shaped integral members through the bolts and the nuts, and the two T-shaped integral members are connected and locked through a vertical energy dissipation plate and the bolts and the nuts. The invention has the following advantages:
the damping unit is provided with a horizontal energy dissipation plate and a vertical energy dissipation plate, a steel plate is used as a main element with a shear resistant function, particularly the vertical energy dissipation plate is used as a steel plate shear wall, the steel plate shear wall is high in rigidity and beneficial to shear resistance, the material utilization rate is high, the mechanical property of the material is met, and a large shear resistant capacity can be provided by using less steel; the vertical energy dissipation plate is used as a first anti-seismic defense line and is used for daily detection and replacement after common damage; the horizontal energy dissipation plate is used as a second defense line and is used for increasing the damping of the structure during a larger earthquake to consume earthquake energy, so that the earthquake resistance of the bridge is greatly improved;
all structural components of the damping unit are prefabricated in a factory, and all the structural components are connected by high-strength bolts, so that the structural strength and rigidity are ensured, and meanwhile, the adverse factors such as unstable quality and the like caused by field welding work can be reduced;
the vertical energy dissipation plates form a steel plate shear wall, the upper side and the lower side of the steel plate shear wall are detachably connected with the T-shaped main body respectively, and the vertical energy dissipation plates can be quickly replaced when the bridge structure has large earthquake damage deformation; in addition, when the bridge structure needs to be redesigned and reinforced, the damping device can be reconstructed by adjusting the model and the material characteristics of the vertical energy dissipation plate, so that the anti-seismic performance of the bridge structure can be improved by reconstructing the damping device;
the out-of-plane buckling deformation of the vertical energy dissipation plate is obvious, the actual working condition of the vertical energy dissipation plate can be observed through an unmanned aerial vehicle camera, digital monitoring can be carried out in the mode that strain gauges and the like are arranged in the length direction of the vertical energy dissipation plate, and structural health monitoring and damage identification of the bridge are carried out through a big data method.
Drawings
Fig. 1 is a schematic view of a usage state of the present invention.
Fig. 2 is a schematic view of fig. 1 with the beam body hidden.
Fig. 3 is a schematic structural view of a group of shock-absorbing units in fig. 2.
Fig. 4 is an enlarged cross-sectional view of the transverse center plane of the anchoring member of fig. 3.
Fig. 5 is an enlarged structural view of the anchor member of fig. 3.
Fig. 6 is a schematic diagram of a process of replacing the vertical dissipative plate of the damping unit.
Detailed Description
As can be seen from fig. 1 and 2, the damping device for the fabricated steel plate shear wall of the high-speed railway bridge disclosed by the embodiment comprises a plurality of groups of damping units arranged around a support at the central position of the top of a pier.
As can be seen from fig. 1 to 3, each group of damping units includes two groups of T-shaped main bodies 1, and horizontal energy dissipation plates 2, angle steels 3, anchoring members 4 and fasteners connected to the two groups of T-shaped main bodies, wherein the two groups of assembly components are arranged in opposition to each other through webs of the T-shaped main bodies, and are connected to form an integral assembly with an i-shaped cross section of the assembly main body structure through vertical energy dissipation plates 5, angle steels 3 and fasteners.
As can be seen from fig. 3 and 4, two rows of anchoring members 4 are symmetrically connected to the top surface of the wing plate of the T-shaped main body 1 about the central plane in the length direction, and a horizontal energy dissipation plate 2 and angle steel 3 are symmetrically connected to the lower side of the wing plate.
In order to enhance the deformation capability and energy consumption effect of the horizontal energy consumption plate 2, the horizontal energy consumption plate should be made of high-damping materials such as mild steel with a low yield point or shape memory alloy.
In order to enhance the deformability and energy consumption effect of the vertical energy consumption plate, the vertical energy consumption plate is made of a metal material with a low yield point, and a flat steel plate or a corrugated plate can be selected according to actual needs.
As can be seen from fig. 2 to 5, the anchoring member 4 includes L-shaped steel bars 41, connecting plates 42, and end plates 43, the four L-shaped steel bars 41 are arranged outward with the four corners of a rectangle corresponding to the vertical arms, and the connecting plates 42 are welded between the tops of the vertical arms of the adjacent L-shaped steel bars, and then the end plates 43 are welded to form an integral member having a positioning box and anchoring bars at the four corners.
The fasteners among the structural components adopt high-strength bolts and nuts, so corresponding bolt mounting holes are required to be formed in the T-shaped main body, the horizontal energy dissipation plate, the angle steel and the vertical energy dissipation plate.
Bolt mounting holes in the T-shaped main body 1, the horizontal energy dissipation plate 2 and the vertical energy dissipation plate 5 are all set to be round holes with diameters slightly larger than the diameters of the bolts, and when the round holes are machined, accurate correspondence of hole positions on different structural parts can be guaranteed by adopting a matched mode. If the round holes on the horizontal energy dissipation plate 2 can be fixed at the corresponding positions on the T-shaped main body 1 through the tooling after being processed, then the round holes on the T-shaped main body 1 are processed according to the hole positions on the horizontal energy dissipation plate 2, and thus the round holes on the two structural members can be ensured to be corresponding in position.
And the two side arms of the angle steel 3 are required to be processed with bolt mounting holes, so that accumulated errors during mounting are eliminated for the convenience of connection operation in a construction site, the bolt mounting holes of the side arms of the angle steel are arranged into waist round holes along the length direction of the angle steel, and the width of each waist round hole is slightly larger than the diameter of each bolt.
In addition, in order to further facilitate the connection operation, the positions of the openings on the arms at two sides of the angle steel can be arranged in a staggered mode.
Since the anchoring member 4 of the damping unit needs to be pre-embedded when the beam body and the pier stud are prefabricated in a factory, a nut of the fastening member needs to be welded to a round hole at the center of the sealing plate when the anchoring member is manufactured in the factory, so that the installation operation of bolts on site is facilitated.
After the other structural members of the damping unit except the anchoring member 4 are manufactured in a factory, the damping unit can be assembled into a T-shaped integral member by assembling a T-shaped main body 1, a horizontal energy dissipation plate 2 and angle steel 3 through high-strength bolts and nuts, the vertical energy dissipation plate 5 is not assembled and transported to a construction site, but the T-shaped integral member needs to pay attention to the fact that the gap between the vertical arm of the angle steel and the web plate of the T-shaped main body meets the installation size of the vertical energy dissipation plate, so that the vertical energy dissipation plate can be smoothly installed on the site.
The installation steps of the bridge construction site are as follows: firstly, connecting each T-shaped integral piece with a beam body and an anchoring component 4 pre-embedded on a pier stud through bolts, and connecting two vertical energy dissipation plates 5 on the T-shaped integral piece at the top of the pier stud through bolts and nuts; and (3) hoisting the beam body after the pier stud is installed, inserting the inserting groove reserved on the T-shaped integral piece at the bottom of the beam body and the vertical energy dissipation plate connected on the T-shaped integral piece at the top of the pier stud into a good way, and finally connecting and locking the vertical energy dissipation plate 5 with the T-shaped main body 1 and the angle steel 3 through bolts and nuts. Therefore, the space operation is simple and quick when the pier column and the beam body are in butt joint installation.
When the earthquake intensity is small, when the deformation of the vertical 5 is monitored to reach the replacement degree, the bolts and the nuts for mounting the vertical energy dissipation plate are only needed to be disassembled, the vertical energy dissipation plate is taken out from the inserting groove between the vertical arm of the angle steel on the two T-shaped integral parts and the web plate of the T-shaped main body, and the bolts and the nuts are mounted again after a new vertical energy dissipation plate is replaced, so that the earthquake alarm device is convenient and fast to use, and is shown in figure 6.
When the earthquake intensity is large and the horizontal energy dissipation plate needs to be replaced, the vertical energy dissipation plate and the angle steel are also replaced simultaneously, and the replacement operation is mainly the disassembly of the bolt and the nut.
According to the structure and the replacement operation of the damping unit, the high-strength bolt has the advantages of being prefabricated in a factory, assembled on site, convenient to disassemble and connect the high-strength bolt and the like, and through the design that the vertical energy consumption can be replaced, the damage identification and the health monitoring of the bridge structure are facilitated, meanwhile, the replacement of the damaged structural part is facilitated, the structure is restarted, and the double damping design of the vertical energy consumption plate and the horizontal energy consumption plate enables the high-strength bolt to have the multiple anti-seismic function, so that the anti-seismic capacity is greatly improved.
Specifically, the present invention has the following advantages over prior art damping tongue structures:
the damping unit is provided with a horizontal energy dissipation plate and a vertical energy dissipation plate, a steel plate is used as a main element with a shear resistant function, particularly the vertical energy dissipation plate is used as a steel plate shear wall, the steel plate shear wall is high in rigidity and beneficial to shear resistance, the material utilization rate is high, the mechanical property of the material is met, and a large shear resistant capacity can be provided by using less steel; the vertical energy dissipation plate is used as a first anti-seismic defense line and is used for daily detection and replacement after common damage; the horizontal energy dissipation plate is used as a second defense line and is used for increasing the damping of the structure during a larger earthquake to consume earthquake energy, so that the earthquake resistance of the bridge is greatly improved;
all structural components of the damping unit are prefabricated in a factory, and all the structural components are connected by high-strength bolts, so that the structural strength and rigidity are ensured, and meanwhile, the adverse factors such as unstable quality and the like caused by field welding work can be reduced;
the vertical energy dissipation plates form a steel plate shear wall, the upper side and the lower side of the steel plate shear wall are detachably connected with the T-shaped main body respectively, and the vertical energy dissipation plates can be quickly replaced when the bridge structure has large earthquake damage deformation; in addition, when the bridge structure needs to be redesigned and reinforced, the damping device can be reconstructed by adjusting the model and the material characteristics of the vertical energy dissipation plate, so that the anti-seismic performance of the bridge structure can be improved by reconstructing the damping device;
the out-of-plane buckling deformation of the vertical energy dissipation plate is obvious, the actual working condition of the vertical energy dissipation plate can be observed through an unmanned aerial vehicle camera, digital monitoring can be carried out in the mode that strain gauges and the like are arranged in the length direction of the vertical energy dissipation plate, and structural health monitoring and damage identification of the bridge are carried out through a big data method.
Claims (8)
1. The utility model provides a high-speed railway bridge assembled steel sheet shear force wall damping device, the top central point department of putting of prefabricated pier stud is provided with shock-resistant support, its characterized in that: the device comprises a plurality of groups of damping units which are uniformly distributed around the anti-seismic support, wherein each group of damping units comprises a T-shaped main body, a horizontal energy dissipation plate, angle steel, a vertical energy dissipation plate and an anchoring member;
the inner sides of wing plates of the T-shaped main body are symmetrically provided with horizontal energy dissipation plates, two sides of a web plate are symmetrically provided with angle steels, the corner parts of the angle steels are positioned in an included angle between the wing plates and the web plate of the T-shaped main body, and the outer sides of the wing plates are provided with two rows of anchoring components which are symmetrical about the central plane of the wing plates in the length direction;
the wing plate, the horizontal energy dissipation plate, the horizontal arm of the angle steel and the anchoring member of the T-shaped main body are connected through high-strength bolts and nuts to form an integral part;
two sets of whole pieces are arranged with the web of T type main part symmetry relatively, insert respectively between the vertical arm of the web both sides of two T type main parts and both sides angle steel behind the vertical power consumption board through high strength's bolt, nut connection formation shock attenuation unit.
2. The damping device for the assembled steel plate shear wall of the high-speed railway bridge, according to claim 1, is characterized in that: the anchor component includes location box body and four anchor reinforcing bars, and the location box body is the hollow cuboid that forms by four blocks of curb plates and an end plate welding, and the shape of anchor reinforcing bar is the L type, and the horizontal arm of each anchor reinforcing bar is outside, the terminal of vertical arm welds with the bight of location box body.
3. The damping device for the assembled steel plate shear wall of the high-speed railway bridge, according to claim 2, is characterized in that: and a round hole is formed in the center of the end plate, and the nut is welded at the round hole.
4. The damping device for the assembled steel plate shear wall of the high-speed railway bridge, according to claim 3, is characterized in that: the height of the positioning box body is larger than twice of the thickness of the nut.
5. The damping device for the assembled steel plate shear wall of the high-speed railway bridge, according to claim 1, is characterized in that: the horizontal energy dissipation plate is made of mild steel or memory alloy.
6. The damping device for the assembled steel plate shear wall of the high-speed railway bridge, according to claim 1, is characterized in that: the vertical energy dissipation plate is a flat steel plate or a corrugated steel plate.
7. A method of using the shock absorbing device of claim 1, comprising the steps of:
(1) when the beam body is prefabricated, the anchoring components of the damping units are embedded at the bottom of the beam body according to the design position, and the anchoring components are fixed upwards by anchoring steel bars;
when the pier stud is prefabricated, the anchoring components of all the damping units are embedded in the top of the pier stud according to the designed position, and the anchoring components are fixed upwards by the positioning box body;
(2) assembling a T-shaped main body, a horizontal energy consumption plate, angle steel and bolts of the damping unit into a T-shaped integral piece, so that inserting grooves for installing steel plates are formed between two sides of a web plate of the T-shaped main body and vertical arms of the angle steel on the corresponding side respectively, and the vertical arms of the angle steel are not connected with the bolts between the web plate of the T-shaped main body;
the T-shaped integral part is respectively connected and fixed with nuts on anchoring components pre-embedded on the pier column and the beam body through bolts on site;
(3) inserting two energy dissipation plates into the insertion groove on the T-shaped integral part at the top of the pier stud, and adjusting the positions of the two energy dissipation plates and then fixing the energy dissipation plates through bolts and nuts;
(4) when the pier stud is hoisted and the rear beam body is hoisted, the insertion grooves on the T-shaped integral piece at the bottom of the beam body are respectively aligned and inserted with the vertical energy dissipation plates installed at the top of the pier stud, and then the vertical energy dissipation plates are connected and locked through bolts and nuts.
8. A method for replacing the vertical dissipative plate of the damping device according to claim 7, comprising the steps of:
(1) dismounting bolts and nuts between the upper side of the vertical energy dissipation plate and the T-shaped main body and the angle steel vertical arm, and then dismounting bolts and nuts between the lower side of the vertical energy dissipation plate and the T-shaped main body and the angle steel vertical arm to enable the vertical energy dissipation plate to be in a free state;
(2) drawing out the vertical energy dissipation plate along the insertion groove;
(3) and the replacement plate is inserted along the insertion groove and then is connected and locked through the bolt and the nut.
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| CN202011024874.2A CN112095448B (en) | 2020-09-25 | 2020-09-25 | Assembled damping device of high-speed railway bridge and application method and replacement method thereof |
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| CN114000414A (en) * | 2021-11-25 | 2022-02-01 | 中南大学 | Staged energy-consumption high-speed rail bridge steel bar damping device capable of being replaced quickly and application method |
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| CN114000414A (en) * | 2021-11-25 | 2022-02-01 | 中南大学 | Staged energy-consumption high-speed rail bridge steel bar damping device capable of being replaced quickly and application method |
| CN114000414B (en) * | 2021-11-25 | 2022-08-02 | 中南大学 | Staged energy-consumption high-speed rail bridge steel bar damping device capable of being replaced quickly and application method |
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| CN112095448B (en) | 2021-10-26 |
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