CN205421008U - Energy dissipation is from restoring to throne pier node structure - Google Patents

Abstract

The utility model provides an energy-dissipating self-resetting bridge pier node structure, which includes a bridge pier column and an abutment. The bottom of the bridge pier column and the top surface of the abutment are split structures; The lower frictional concave surface of the joint lower joint contacts and cooperates to form a bridge pier node, and the bridge pier column and abutment are matched and installed together to realize energy dissipation and self-resetting. The maximum bending moment when the structure is loaded can reach the yield bending moment of the end section of the pier column designed for integral connection, thus effectively ensuring that the overall bending stiffness of the structure does not decrease. The embedded joint design is helpful for the positioning and jointing of pier columns, and limits the lateral position to enhance the stability of the system; it provides a more reliable lateral shear force transmission mechanism and protects the prestressed steel tendons under high tensile stress state from Destroyed in the transverse dislocation between the end face of the pier column and the top face of the foundation.

Description

A self-resetting pier node structure for energy dissipation

technical field

The utility model belongs to the field of bridge engineering and relates to a bridge pier node structure, in particular to an energy-dissipating self-resetting bridge pier node structure.

Background technique

In the earthquake disaster prevention system, the bridge system is an important lifeline, connecting many important buildings required to maintain the safety of life and property, such as hospitals, fire stations, schools and public shelters, etc., and plays the role of a transportation hub. Therefore, under the earthquake, the bridge system needs to maintain its proper transportation function. If the bridge is damaged in the earthquake and loses its transportation function, it will not only cause casualties and property losses, but also affect disaster relief and reconstruction work. Therefore, it is necessary to propose a new bridge design concept, which is convenient for construction, economical and safe, and the bridge will not be damaged under strong earthquakes, so as to meet the transportation needs after the earthquake. At present, the traditional seismic design of bridges is ductile design and seismic isolation design. In the ductility design theory, the bridge structure system is designed according to the principle of strong beam and weak column, and the ductility of the plastic hinge of the bridge pier is used to dissipate the seismic energy. The required ductility is achieved by means of steel yielding in the plastic hinge zone and hysteretic deformation of the concrete. However, these inelastic deformations will also cause permanent residual deformations after the earthquake. Minor damage from residual deformation may be repairable but the bearing capacity of the repaired piers is difficult to predict. Severely damaged bridges need to be rebuilt, which is time-consuming and labor-intensive and paralyzes traffic. The main principle of seismic isolation design is to extend the natural vibration period of the structural system to isolate the seismic energy, and then absorb the input seismic energy with energy dissipation devices to reduce the seismic demand of the main structure and protect the bridge from earthquake damage. Most of these shock-absorbing components are placed on the top of the bridge pier, that is, at the junction of the upper and lower structures, but the cost of the shock-isolation elements is relatively expensive, and the construction and installation are not convenient. In a major earthquake, although the current design method ensures that the pier will not collapse, its residual deformation is large, the bearing capacity performance is difficult to guarantee, and it cannot meet the function of continuous use. And because the role of bridge piers in the earthquake resistance of bridge structures determines that the bridge piers cannot use the "head-to-head" method to resist earthquake action, so it is proposed to ensure that the bridge piers have acceptable residual deformation after earthquake action, so that the bridge structure is basically free of damage Therefore, there is an urgent need for a new type of self-resetting energy-dissipating structure that can maintain the original function after the earthquake, reduce or not use expensive shock-isolating components, and ensure the stability and safety of the structure.

Contents of the invention

Aiming at the deficiencies of the existing technology, the purpose of this utility model is to provide an energy-dissipating self-resetting bridge pier node structure, which solves the technical problems that after the bridge has undergone an earthquake, the residual deformation is large, the bearing capacity performance is difficult to guarantee, and the continued use cannot be satisfied. .

In order to solve the above-mentioned technical problems, the utility model adopts the following technical solutions to achieve:

An energy-dissipating self-resetting bridge pier node structure, including a bridge pier column and an abutment, wherein the bottom end of the bridge pier column and the top surface of the abutment are split structures;

The bottom end of the bridge pier column is pre-embedded with a fitted upper joint protruding from the bottom end of the bridge pier column. The said fitted upper joint includes an upper fixing part embedded in the bottom end of the bridge pier column, and an upper fixing part is fixed on the upper fixing part. The friction convex surface, the upper friction convex surface protrudes from the bottom of the bridge pier column;

A fitted lower joint recessed into the top surface of the abutment is pre-embedded in the abutment, and the fitted lower joint includes a lower steel plate embedded in the abutment, and the lower steel plate is fixedly connected to the lower frictional concave surface through a vertical angle steel , the lower friction concave surface is concave into the top surface of the abutment;

The upper friction convex surface of the fitted upper joint is in contact with the lower friction concave surface of the fitted lower joint to form a bridge pier node, and the bridge pier column and abutment are fitted together to realize energy dissipation and self-resetting.

The utility model also includes the following distinguishing technical features:

The chiseled upper joint adopts a ball-in type upper joint, and the chiseled lower joint adopts a ball-in type lower joint.

The outer wall of the bridge pier column is prefabricated with connecting lugs, the top surface of the abutment is prefabricated with a connecting plate, the connecting plate is fixed with a connecting base, one end of the viscous damper is connected with the connecting lug, and the viscous damping The other end of the device is connected to the connection base.

Longitudinal bars and stirrups are prefabricated in the bridge pier column.

The connecting lugs are consolidated together with the longitudinal bars and stirrups, and the connecting plates are integrally consolidated with the friction concave surface.

The bridge piers and abutments are also perforated and prefabricated with unbonded prestressed reinforcement, and the unbonded prestressed reinforcement runs through the embedded upper joint and the embedded lower joint.

One end of the unbonded prestressed steel bar is anchored on the top of the bridge pier column, and the other end of the unbonded prestressed steel bar is anchored on the bottom surface of the bridge abutment.

One end of the unbonded prestressed reinforcement is anchored on the top of the bridge pier column, and the other end of the unbonded prestressed reinforcement is welded to the lower steel plate in the bridge abutment.

Compared with the prior art, the utility model has the following technical effects:

(I) The design and application of the utility model is flexible. When the height of the pier column is small, the penetrating prestressing method is adopted; when the height of the pier body is large, the partial prestressed reinforcement at the column end is applied to limit the pier column. The joint prestressed steel tendons are only distributed in the local pier body. The local application of prestress reduces the requirements for the stability of the pier column, is insensitive to the change of the height of the pier column, and has stronger applicability.

(II) The end joints of pier-column joints can be made of high-performance steel to meet the local pressure-bearing requirements of uneven contact at the end joints, avoid the failure of the preset deformation mechanism caused by local crushing of concrete joints, and enhance the convenience of construction .

(Ⅲ) After reasonable design, the maximum bending moment when the structure is loaded can reach the yield bending moment of the end section of the pier column designed as a whole, thus effectively ensuring that the overall bending stiffness of the structure does not decrease.

(Ⅳ) The embedded joint design is helpful for the positioning and jointing of pier columns, and limits the lateral position to enhance the stability of the system; it provides a more reliable lateral shear force transmission mechanism and protects the prestressed steel under high tensile stress state The beam will not be damaged during the lateral displacement between the end face of the pier column and the top face of the foundation.

(Ⅴ) The contact surface of the fitted joint adopts frictional energy dissipation and additional viscous dampers distributed around or at both ends of the pier column for hysteretic energy dissipation to ensure that the section has sufficient ductility and energy dissipation capacity.

(Ⅵ) The self-resetting energy-dissipating pier of the utility model has clear force, reasonable structure, small residual deformation after earthquake, and basically no decrease in elastic bearing capacity after earthquake, which can well meet the higher requirements for the seismic performance of bridge structures.

Description of drawings

Fig. 1 is a schematic diagram of the overall structure of the utility model.

Fig. 2 is a schematic diagram of the A-A section structure in Fig. 1 .

Figure 3 is a structural schematic diagram of the abutment.

The meaning of each label in the figure is: 1-bridge pier column, 2-abutment, 3-fitting upper joint, (3-1)-upper fixing piece, (3-2)-upper friction convex surface, 4-fitting type Lower joint, (4-1)-lower steel plate, (4-2) vertical angle steel, (4-3)-lower friction concave surface, 5-connection lug seat, 6-connection plate, 7-connection base, 8-glue Hysteresis damper, 9-longitudinal bars and stirrups, 10-unbonded prestressed steel bars.

Below in conjunction with accompanying drawing, the specific content of the present utility model is described in further detail.

detailed description

The specific embodiments of the present utility model are provided below, and it should be noted that the present utility model is not limited to the following specific embodiments, and all equivalent transformations done on the basis of the technical solution of the application all fall into the protection scope of the present utility model.

Example:

According to the above technical scheme, as shown in Figure 1 to Figure 3, this embodiment provides an energy dissipation self-resetting bridge pier node structure, including bridge pier column 1 and abutment 2, the bottom end of bridge pier column 1 and abutment 2 The top surface is a split structure;

The bottom end of the bridge pier column 1 is pre-embedded with a fitted upper joint 3 protruding from the bottom end of the bridge pier column 1, and the described fitted upper joint 3 includes an upper fixing part 3-1 embedded in the bottom end of the bridge pier column 1, An upper friction convex surface 3-2 is consolidated on the upper fixing part 3-1, and the upper friction convex surface 3-2 protrudes from the bottom of the bridge pier column 1;

The abutment 2 is pre-embedded with a fitted lower joint 4 recessed into the top surface of the abutment 2, and the said fitted lower joint 4 includes a lower steel plate 4-1 embedded in the abutment 2, and the lower steel plate 4- 1. The vertical angle steel 4-2 is fixedly connected with the lower frictional concave surface 4-3, and the lower frictional concave surface 4-3 is recessed into the top surface of the abutment 2;

The upper friction convex surface 3-2 of the fitted upper joint 3 contacts and cooperates with the lower friction concave surface 4-3 of the fitted lower joint 4 to form a pier node, and the bridge pier column 1 and abutment 2 are fitted together to realize energy dissipation and self-resetting.

The fitted upper joint 3 adopts a ball-in type upper joint, and the said fitted lower joint 4 adopts a ball-in type lower joint.

The outer wall of the bridge pier column 1 is prefabricated with a connecting lug 5, the top surface of the abutment 2 is prefabricated with a connecting plate 6, the connecting plate 6 is fixed with a connecting base 7, and one end of the viscous damper 8 is connected to the connecting lug 5. The other end of the viscous damper 8 is connected to the connection base 7 .

The bridge piers 1 are prefabricated with longitudinal bars and stirrups 9 .

The connecting lugs 5 are consolidated together with the longitudinal bars and stirrups 9, and the connecting plate 6 is integrally consolidated with the frictional concave surface 4-3.

The bridge pier column 1 and the abutment center 2 are perforated and prefabricated with unbonded prestressed steel bars 10 , and the unbonded prestressed steel bars 10 run through the fitted upper joint 3 and the fitted lower joint 4 .

One end of the unbonded prestressed steel bar 10 is anchored on the top of the bridge pier column 1 , and the other end of the unbonded prestressed steel bar 10 is anchored on the bottom surface of the abutment 2 .

One end of the unbonded prestressed steel bar 10 is anchored on the top of the bridge pier column 1, and the other end of the unbonded prestressed steel bar 10 is welded on the lower steel plate 4-1 in the abutment 2.

In order to prevent the failure of the preset deformation mechanism caused by the joint being crushed, the utility model often uses high-performance steel materials (such as HPS50W, HPS70W or even HPS90W) to make the mosaic joint, so that the preset deformation mechanism can be effectively guaranteed and realized, making the structure safer and more reliable .

The strength grade of unbonded prestressed steel bars is between 1320-1860N/mm2, and the diameter is between 8.6-15.2mm.

The steel plate of the utility model adopts conventional steel of Q235 or above grade, and all steel welds are double-sided welds; the additional viscous damper steel plate and the circular pipe wall are filled with epoxy resin or self-compacting mortar.

The tensioning method of the utility model adopts the post-tensioning method, and special grease is applied on the surface of the prestressed steel bar to make non-adhesive prestressed steel strands.

Through the theoretical and experimental research of the utility model, the self-resetting performance bridge pier structure system of the utility model can effectively combine self-resetting components (such as embedded joints and prestressed component unbonded prestressed steel bars) with energy dissipation components (such as additional Viscous damper and contact surface friction energy dissipation) are combined to realize the mechanism of elasticity-self-resetting-external energy dissipation-shock resistance-replacement repair, which has stable energy dissipation capacity and can effectively control residual deformation. Its force characteristics It is: (A) The chiseled joint restricts the position of the system, and the unbonded prestressed steel bars of the prestressed components connect the bridge pier column and abutment that were originally poured separately. After the earthquake load, the unbonded prestressed steel bars will generate restoring force Makes it easier for structures to return to their original positions at snap-in joints without residual deformation. (B) The rotating friction of the contact surface of the fitted joint and the additional viscous dampers distributed around or at both ends of the pier column ensure that the section has sufficient ductility and energy dissipation capacity under seismic load.

During the construction of the abutment 2, holes for non-adhesive prestressed steel bars 10 are reserved, and the embedded lower joint 4 is pre-embedded at the same time. The prestressed steel bars 10, the holes should be strictly aligned in the vertical direction, and the unbonded prestressed steel bars 10 pass through the lower friction concave surface 4-3 of the fitted lower joint 4 and the lower steel plate 4-1, and then cut off, and connect with the lower steel plate 4 -1 Weld, or directly penetrate the abutment 2, and anchor on the bottom surface of the abutment 2.

The upper friction convex surface 3-2 of the fitted upper joint 3 contacts and cooperates with the lower friction concave surface 4-3 of the fitted lower joint 4 to form a bridge pier node, and the bridge pier column 1 and the abutment 2 are fitted together, when the bridge pier column 1 When the abutment 2 swings due to the earthquake load, the upper frictional convex surface 3-2 moves relative to the lower frictional concave surface 4-3 to dissipate frictional energy, which provides sufficient ductility for the bridge pier column 1 and ensures that there is no pre-adhesive bonding. Elastic reset of the stressed steel bar 10. The lower steel plate 4-1 and the vertical angle steel 4-2 together produce the effect of supporting partial pressure, so as to prevent the post-tensioned prestressed steel bar from causing excessive local pressure at the anchorage end and crushing the concrete. The fitted upper joint 3 and the fitted lower joint 4 realize the transmission of shear force, protect the unbonded prestressed steel bar 10, and ensure the position and limit of the bridge pier column 1. If the effective length of the unbonded prestressed steel bar 10 is too long, such as a through-type arrangement, it may not be possible to reset, so the length between the anchor ends of the unbonded prestressed steel bar 10 must be limited, such as using a local method at the end of the column to ensure sufficient stiffness.

The upper frictional convex surface 3-2 and the lower frictional concave surface 4-3, in addition to frictional energy dissipation, also play a protective role for the column foot of the bridge pier column 1, preventing the concrete from being crushed and broken due to excessive local pressure, and improving the Lateral force resistance performance of column foot.

After the bridge abutment 2 and the bridge pier column 1 are butt-connected, the two are connected by bolts with an additional viscous damper 8, and after the bolts are tightened, the unbonded prestressed steel bar 10 is stretched from the reserved prestressed hole, And anchor the unbonded prestressed steel bar 10 well with the anchor, the initial tension of the unbonded prestressed steel bar 10 should be moderate, so that the unbonded prestressed steel bar 10 can not only have good self-resetting performance but also be in the elastic stage all the time, Do not enter the plastic stage to prevent stiffness reduction or residual deformation, or even strand breakage.

The design and application of the utility model is flexible. The chiseled joint design is helpful for the positioning and jointing of pier columns, which limits the lateral position and enhances the stability of the system; it provides a more reliable lateral shear force transmission mechanism and protects the pier under high tensile stress. The prestressed steel tendons will not be damaged during the lateral displacement between the end face of the pier column and the top face of the foundation. The frictional energy dissipation of the contact surface of the fitted joint and the hysteretic energy dissipation of additional viscous dampers distributed around or at both ends of the pier column ensure that the section has sufficient ductility and energy dissipation capacity.

Claims (8)

1. an energy dissipating Self-resetting bridge pier node structure, including bridge pier column (1) and abutment (2), it is characterised in that: the bottom of bridge pier column (1) and the end face of abutment (2) they are Split type structure；

Described bridge pier column (1) bottom is embedded with the inserted type top connection (3) protruding bridge pier column (1) bottom, described inserted type top connection (3) includes the upper fixing element (3-1) imbedding bridge pier column (1) bottom, being consolidated with friction convex surface (3-2) on upper fixing element (3-1), upper friction convex surface (3-2) protrudes bridge pier column (1) bottom；

The inserted type lower contact (4) of recessed abutment (2) end face it is embedded with in described abutment (2), described inserted type lower contact (4) includes imbedding the lower steel plate (4-1) in abutment (2), lower steel plate (4-1) is connected by vertical angle steel (4-2) and lower friction concave surface (4-3) are fixing, lower friction concave surface (4-3) recessed abutment (2) end face；

The upper friction convex surface (3-2) of inserted type top connection (3) contacts with the lower friction concave surface (4-3) of inserted type lower contact (4) and cooperatively forms bridge pier node, bridge pier column (1) and abutment (2) is installed togather and realizes energy dissipating Self-resetting.

2. energy dissipating Self-resetting bridge pier node structure as claimed in claim 1, it is characterised in that: described inserted type top connection (3) uses ball to enter formula top connection, and described inserted type lower contact (4) uses ball to enter formula lower contact.

3. energy dissipating Self-resetting bridge pier node structure as claimed in claim 1, it is characterized in that: on the outer wall of described bridge pier column (1), be prefabricated with connection ear mount (5), connecting plate (6) it is prefabricated with on the end face of abutment (2), connection base (7) it is consolidated with on connecting plate (6), one end of viscous damper (8) is connected with being connected ear mount (5), and the other end of viscous damper (8) is connected with being connected base (7).

4. energy dissipating Self-resetting bridge pier node structure as claimed in claim 3, it is characterised in that: it is prefabricated with vertical muscle and stirrup (9) in described bridge pier column (1).

5. energy dissipating Self-resetting bridge pier node structure as claimed in claim 4, it is characterized in that: described connection ear mount (5) is consolidated with vertical muscle and stirrup (9), described connecting plate (6) is integrated with friction concave surface (4-3) to be consolidated.

6. energy dissipating Self-resetting bridge pier node structure as claimed in claim 1, it is characterized in that: in described bridge pier column (1) and abutment, (2) are also punched and are prefabricated with no-cohesive prestressed reinforcement (10), and described no-cohesive prestressed reinforcement (10) runs through inserted type top connection (3) and inserted type lower contact (4).

7. energy dissipating Self-resetting bridge pier node structure as claimed in claim 6, it is characterized in that: one end of described no-cohesive prestressed reinforcement (10) is anchored on the top of bridge pier column (1), and the other end of no-cohesive prestressed reinforcement (10) is anchored on the bottom surface of abutment (2).

8. energy dissipating Self-resetting bridge pier node structure as claimed in claim 6, it is characterized in that: one end of described no-cohesive prestressed reinforcement (10) is anchored on the top of bridge pier column (1), the other end of no-cohesive prestressed reinforcement (10) is welded on the lower steel plate (4-1) in abutment (2).