Prefabricated assembled pier with damping function
By adopting a combination design of post-tension prestressed connection, UHPC reinforcement layer and exposed energy-consuming steel rod in the bridge pier, the problems of crushing damage and lack of energy-consuming capacity of the column bottom seam of the existing bridge pier under the action of earthquake are solved, and the problem of crushing damage and lack of energy-consuming capacity of the existing bridge pier under the action of earthquake is achieved. Improved shock resistance and easy repair.
Patent Information
- Application Number
- CN202420408363.8
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2024-03-04
- Publication Date
- 2025-02-21
- Estimated Expiration
- 2034-03-04
AI Technical Summary
The existing prefabricated assembled bridge piers are prone to crushing damage to the bottom seam under the action of earthquakes, and lack effective energy consumption, resulting in serious structural damage and difficulty in repairing.
Using post-tension prestressed connection and ultra-high performance concrete (UHPC) reinforcement layer, combined with exposed replaceable energy-consuming steel rods, the detachable connection of energy-consuming steel rods is achieved through the design of embedded parts and sleeves, and the shock resistance of the bridge piers is enhanced. performance.
It effectively reduces seismic damage at the bottom of the bridge pier column, improves the ability to recover after the bridge's seismic function, reduces structural displacement and damage, and is easy to repair.
Smart Images
Figure CN222513106U_ABST
Abstract
Description
Technical Field
[0001] The utility model belongs to the technical field of bridge engineering and relates to a prefabricated assembled bridge pier with a shock-absorbing function. Background Art
[0002] In recent years, the prefabrication and assembly technology of bridge piers has developed rapidly in my country. The assembly connection positions include between pier segments, between piers and abutments, and between piers and cap beams. Common connection forms include wet joint connection, steel bar slot connection, component socket connection, grouting sleeve connection, grouting bellows connection, prestressed connection, etc. Among them, the first five connection methods are widely used in engineering projects and are "equivalent to cast-in-place" piers in terms of seismic performance. This means that reliable connection means are used to ensure that the prefabricated piers after on-site splicing are the same or similar to traditional cast-in-place piers in terms of seismic performance such as horizontal bearing capacity, deformation capacity, stiffness, and energy dissipation capacity.
[0003] Prestressed connection refers to the reservation of holes in the pier body, cap beam and abutment, and the insertion and tensioning of segments in place, and the connection of the pier, cap beam and abutment into a whole through post-tensioning. Under the action of earthquakes, the joints are easy to open and close, so that the deformation of the piers mainly depends on the rotation of the rigid body caused by the opening of the joints, thereby ensuring that the main body of the prefabricated components basically maintains elasticity, and can achieve self-reset after earthquakes under the action of prestress and self-weight, with small residual displacement, and belongs to the swing pier in terms of seismic performance. Compared with the "equivalent cast-in-place" piers, the swing piers are based on the design concept of toughness seismic resistance, and have the characteristics of low damage, self-reset and easy repair. At present, there are few engineering applications of swing piers, but in the context of the construction of "resilient cities", it has become a research hotspot in the field of bridges and seismic resistance.
[0004] At present, most prefabricated assembled bridge piers adopt "equivalent cast-in-place" piers, which are still based on the design concept of ductile earthquake resistance. Under the action of earthquake, the longitudinal tensile reinforcement in the potential plastic hinge area yields, and the plastic hinge is fully developed through the constraint of stirrups. It has strong plastic deformation capacity and is characterized by strong energy absorption capacity, but severe structural damage, large residual displacement, and difficult post-earthquake repair.
[0005] In addition, for a single-column pier, the bending moment at the bottom of the column is large, which is a potential plastic hinge area, while the bending moment at the top of the column is not large. The bending moment mainly comes from the unbalanced bending moment caused by the eccentric load during the construction stage or normal use stage, and no plastic hinge will be formed. The existing "equivalent cast-in-place" bridge piers usually use full-length reinforcement at the top and bottom of the column, and the connection between the top of the column and the cap beam also uses the same or equivalent grouting sleeve or grouting corrugated pipe as the bottom of the column. The project cost is high and causes unnecessary waste.
[0006] At the same time, the rocking pier has obvious advantages in terms of earthquake resistance, but the following problems still need to be solved in design and engineering application:
[0007] (1) Under the action of earthquake, the swaying bridge pier will cause huge stress concentration in the concrete at the toe due to the rotation of the column bottom joint. Bridge piers are generally made of ordinary concrete, and the column bottom joint area will be locally crushed due to insufficient concrete strength. If ultra-high performance materials (such as UHPC) are used, the strength and ductility of concrete can be significantly improved, but the project cost is too high and it is difficult to apply in actual projects.
[0008] (2) The prefabricated components of the swing pier are connected by post-tensioning. The prestressed steel bars are the key self-resetting components. Under the action of earthquakes, the prestressed steel bars remain within the elastic range. If no additional energy-absorbing components are added, the piers have almost no energy-absorbing capacity, which will lead to large earthquake displacements of the piers. According to the location of the energy-absorbing device, the energy-absorbing components are divided into internal energy-absorbing steel bars and external energy-absorbing devices. The internal energy-absorbing steel bars are simple in structure and low in cost, but they cannot be inspected, repaired or replaced; although the external energy-absorbing devices can be inspected and replaced, they are usually more complicated, expensive, and occupy additional space outside the pier. Utility Model Content
[0009] The utility model aims to provide a prefabricated assembled bridge pier with a shock-absorbing function, which is used to reduce earthquake damage to the bottom of the bridge pier column and accelerate the recovery of bridge function after an earthquake.
[0010] The purpose of the utility model can be achieved through the following technical solutions:
[0011] A prefabricated assembled bridge pier comprises a cap, a column, and a cap beam connected in sequence from bottom to top, a prestressed pipe inserted in the cap, the column, and the cap beam in sequence, and a prestressed steel strand arranged in the prestressed pipe and extending at both ends and anchored in the cap and the cap beam respectively; wherein:
[0012] A UHPC column reinforcement layer is provided at the bottom of the column, a UHPC platform reinforcement layer is provided at the top of the platform, and the UHPC column reinforcement layer and the UHPC platform reinforcement layer are butted against each other;
[0013] The UHPC column reinforcement layer is provided with a slot, and the slotted side walls and the UHPC base reinforcement layer are relatively provided with embedded parts, and replaceable energy-absorbing steel bars are connected between the embedded parts, and the middle cross-sectional area of the energy-absorbing steel bar is smaller than the cross-sectional area of the connecting parts at both ends.
[0014] Furthermore, the embedded part has an extended end extending out of the slotted side wall or the UHPC cap reinforcement layer, the extended end is provided with an external thread, and both ends of the energy-absorbing steel rod are provided with external threads;
[0015] The two ends of the energy-absorbing steel rod and the protruding end are detachably connected via a sleeve with internal threads.
[0016] Furthermore, the energy-absorbing steel rod and the embedded parts connected at both ends constitute an energy-absorbing component, and a plurality of energy-absorbing components are arranged on the outer edge of the connection between the column and the base.
[0017] Furthermore, the embedded parts are embedded steel bars.
[0018] Furthermore, a column bottom shear tooth block is provided at the bottom of the column, a cap reserved slot is opened on the top surface of the cap, the column bottom shear tooth block extends into the cap reserved slot, and a gap is provided between the column bottom shear tooth block and the side wall of the shear groove.
[0019] Furthermore, the prestressed pipes and prestressed steel strands are provided in multiple groups and arranged on both sides of the shear-resistant tooth blocks at the bottom of the column.
[0020] Furthermore, one end of the prestressed steel strand is provided with a prestressed fixed end anchor and buried in the pedestal; the other end is provided with a prestressed tensioning end anchor and buried in the bottom surface of the anchor groove on the cap beam.
[0021] Furthermore, a cap beam anti-shear tooth block is provided at the bottom of the cap beam, and a shear groove adapted to the cap beam anti-shear tooth block is provided at the bottom of the column.
[0022] Furthermore, an angle steel is provided between the outer side wall of the column and the bottom of the cap beam, and the angle steel is connected to the column and the cap beam through corresponding steel anchor bolts.
[0023] Furthermore, the bottom of the bearing platform is also connected to a pile foundation.
[0024] Compared with the prior art, the utility model has the following beneficial effects:
[0025] 1) In the utility model, post-tensioned prestressed connections are adopted between the pier cap, column and cap beam. The prestressed steel strand is a key self-resetting component. Under the action of earthquake, the prestressed steel strand remains within the elastic range and can self-reset under the action of prestress and deadweight after the earthquake, so it is easy to repair after the earthquake.
[0026] 2) In the utility model, the bridge pier is mainly made of ordinary concrete NC, and ultra-high performance concrete UHPC is only used locally in the area where stress concentration occurs at the bottom of the column and the top surface of the pedestal. The material cost is not increased much, but the material properties of the rocking joint are significantly improved, and the crushing damage of the rocking joint is avoided.
[0027] 3) The utility model adopts an exposed and replaceable energy-absorbing steel rod at the bottom of the middle column. The two ends of the energy-absorbing steel rod are straight threaded sections, and the middle is a cross-sectional weakening section (pre-set plastic yield energy-absorbing section). The energy-absorbing steel rod with a cross-sectional weakening section is used to consume earthquake energy and reduce the displacement of the bridge pier and structural damage.
[0028] 4) The utility model is connected with the embedded steel bars (with straight thread sections at the ends) in the column bottom and the pedestal through straight thread sleeves. The lengths of the straight thread sections of the embedded steel bars and the straight thread sections of the energy-absorbing steel bars are both half the length of the straight thread sleeves. When connecting, first screw all the sleeves at both ends of the energy-absorbing steel bars to one end of the energy-absorbing steel bars. After the steel bars are placed in place, screw half of the sleeves at the upper and lower ends to the straight thread sections of the embedded steel bars at the column bottom and the pedestal, and the connection is completed. It has the advantages of simple and convenient operation.
[0029] 5) The pier column of the utility model is subjected to horizontal loads such as temperature, braking force, wind load, earthquake, etc. The shear force at the top of the column is equivalent to that at the bottom of the column, and the horizontal shear force is borne by the shear-resistant tooth block; the bending moment at the top of the column is not large, and is borne by the internal prestress and a small amount of external angle steel, and the external angle steel can be inspected, repaired and replaced. Compared with the existing technology, the material consumption and cost of the pier top connection are greatly saved. BRIEF DESCRIPTION OF THE DRAWINGS
[0030] Figure 1 This is a schematic diagram of the main structure of a prefabricated assembled bridge pier with a shock-absorbing function in an embodiment;
[0031] Figure 2 It is a left-side structural schematic diagram of a prefabricated assembled bridge pier with a shock-absorbing function in an embodiment;
[0032] Figure 3 It is a schematic diagram of the main structure of a prefabricated assembled bridge pier with a shock-absorbing function at a swing interface in an embodiment;
[0033] Figure 4 It is a schematic diagram of a top view of the structure of a prefabricated assembled bridge pier with a shock-absorbing function at a rocking interface in an embodiment;
[0034] Figure 5 This is a structural diagram of the joint between the column and the cap beam;
[0035] Figure 6 It is a structural schematic diagram of the energy dissipation steel rod;
[0036] Description of the markings in the figure:
[0037] 1-cap, 2-column, 3-cap beam, 4-prestressed pipe, 5-prestressed steel strand, 6-UHPC column reinforcement layer, 7-UHPC cap reinforcement layer, 8-energy-absorbing steel rod, 9-column bottom shear tooth block, 10-prestressed fixed end anchor, 11-prestressed tensioning end anchor, 12-anchor groove, 13-cap beam shear tooth block, 14-angle steel, 15-pile foundation, 16-sleeve, 17-concrete protective shell, 18-sleeve reserved groove, 19-cap reserved slot, 20-embedded parts, 21-steel anchor bolts. DETAILED DESCRIPTION
[0038] The following embodiments are implemented based on the above technical solution of the utility model, and provide detailed implementation methods and specific operation processes, but the protection scope of the utility model is not limited to the following embodiments.
[0039] It should be noted that similar reference numerals and letters denote similar items in the following drawings, and therefore, once an item is defined in one drawing, further definition and explanation thereof is not required in subsequent drawings.
[0040] In conjunction with the accompanying drawings, some embodiments of the present invention are described in detail below. In the absence of conflict, the following embodiments and features in the embodiments can be combined with each other.
[0041] Example:
[0042] In view of the common single-column pier situation, the column bottom is a potential plastic hinge area. In order to reduce the earthquake damage at the column bottom and accelerate the post-earthquake function recovery of the bridge, a prefabricated assembled pier with shock-absorbing function is proposed, which consists of a prefabricated cap beam, a prefabricated column, unbonded prestressed steel strands, a rocking interface, replaceable energy-absorbing steel rods, replaceable angle steels, shear-resistant tooth blocks, a cap and a pile foundation, etc. Figure 1-4 As shown, it specifically includes a pedestal 1, a column 2, and a cap beam 3 which are connected in sequence from bottom to top, a prestressed pipe 4 which is successively passed through the pedestal 1, the column 2, and the cap beam 3, and a prestressed steel strand 5 which is arranged in the prestressed pipe 4 and has two ends extending out and anchored in the pedestal 1 and the cap beam 3 respectively; the pedestal 1, the column 2, and the cap beam 3 are connected by post-tensioning prestressing, and the prestressed steel strand 5 is a key self-resetting component. The prestressed steel strand 5 remains within the elastic range under the action of an earthquake, can self-reset under the action of prestress and deadweight after the earthquake, and is easy to repair after the earthquake.
[0043] Among them, a UHPC column reinforcement layer 6 is provided at the bottom of the column 2, a UHPC abutment reinforcement layer 7 is provided at the top of the abutment 1, and the UHPC column reinforcement layer 6 and the UHPC abutment reinforcement layer 7 are butt-jointed with each other; the main structure of the pier can mainly adopt ordinary concrete NC, and ultra-high performance concrete UHPC is only partially adopted in the area where stress concentration occurs at the bottom of the column 2 and the top of the abutment 1. The material cost does not increase much, but the material properties of the swing joint can be significantly improved to avoid crushing damage of the swing joint.
[0044] At the same time, the outer edge of the UHPC column reinforcement layer 6 is provided with a slot, and the upper side wall of the slot and the UHPC pedestal reinforcement layer 7 are provided with embedded parts 20, and replaceable energy-absorbing steel bars 8 are connected between the embedded parts 20. The middle cross-sectional area of the energy-absorbing steel bar 8 is smaller than the cross-sectional area of the connecting parts at both ends. The bottom of the column 2 is provided with an exposed replaceable energy-absorbing steel bar 8 through a slot, and the middle of the energy-absorbing steel bar 8 is a cross-sectional weakening section, that is, a pre-set plastic yield energy-absorbing section. The energy-absorbing steel bar 8 with a cross-sectional weakening section is used to consume earthquake energy and reduce the displacement of the bridge pier and structural damage.
[0045] In some specific embodiments, the embedded part 20 has an extended end extending out of the slotted side wall or the UHPC cap reinforcement layer 7, and the extended end is provided with an external thread, and the two ends of the energy-absorbing steel rod 8 are provided with external threads; the two ends of the energy-absorbing steel rod 8 and the extended end are detachably connected through a sleeve 16 with an internal thread. For example, the straight thread section on the extended end of the embedded part 20 and the straight thread section at the two ends of the energy-absorbing steel rod 8 are both half the length of the sleeve 16 with a straight thread. When connecting, first screw all the sleeves 16 at both ends of the energy-absorbing steel rod 8 to one end of the energy-absorbing steel rod 8, and after the energy-absorbing steel rod 8 is placed in place, screw half of the sleeves 16 at the upper and lower ends to the straight thread sections of the embedded part 20 at the bottom of the column 2 and the top of the cap 1, and the connection can be completed.
[0046] In some specific embodiments, a sleeve reserved groove 18 matched with the sleeve 16 is provided on the slotted side wall and the UHPC foundation reinforcement layer 7 , and the protruding end with an external thread on the embedded part 20 is arranged in the sleeve reserved groove 18 .
[0047] In some specific embodiments, the opening of the slot on the outer edge of the UHPC column reinforcement layer 6 is also provided with a concrete protective shell 17 for closing the slot.
[0048] In some specific embodiments, the energy-absorbing steel rod 8 and the embedded parts 20 connected at both ends constitute an energy-absorbing component, and multiple energy-absorbing components are arranged at the outer edge of the connection between the column 2 and the base 1. Preferably, multiple energy-absorbing components are evenly arranged at equal intervals along the circumference to improve the energy-absorbing effect in all directions.
[0049] In some specific embodiments, the embedded parts 20 are embedded steel bars. Preferably, the embedded steel bars in the column 2 can be selected from the main steel bars of the pier body.
[0050] In some specific embodiments, a column bottom shear tooth block 9 is provided at the bottom of the column 2, a reserved slot 19 for the cap 1 is provided on the top surface of the cap 1, and the column bottom shear tooth block 9 extends into the reserved slot 19 for the cap, and a gap is provided between the column bottom shear tooth block 9 and the side wall of the shear groove. Correspondingly, a cap beam shear tooth block 13 may also be provided at the bottom of the cap beam 3, and a shear groove adapted to the cap beam shear tooth block 13 may also be provided at the bottom of the column 2. Preferably, an angle steel 14 is provided between the outer wall of the column 2 and the bottom of the cap beam 3, and the angle steel is connected to the column 2 and the cap beam 3 through corresponding steel anchor bolts 21.
[0051] The pier column is subjected to horizontal loads such as temperature, braking force, wind load, and earthquake. The shear force at the top and bottom of the column is equivalent, and the horizontal shear force is borne by the corresponding shear tooth block; the bending moment at the top of the column is not large, and it is borne by internal prestressing and a small amount of external angle steel, and the external angle steel can be inspected, repaired, and replaced. Compared with the existing technology, it greatly saves the material consumption and cost of the pier top connection.
[0052] In some specific embodiments, multiple groups of prestressed pipes 4 and prestressed steel strands 5 are provided and arranged on both sides of the anti-shear tooth blocks 9 at the bottom of the column.
[0053] In some specific embodiments, one end of the prestressed steel strand 5 is provided with a prestressed fixed end anchor 10 and buried in the base 1; the other end is provided with a prestressed tensioning end anchor 11 and buried in the bottom surface of the anchor groove 12 on the cap beam 3.
[0054] In some specific embodiments, the prestressed steel strand 5 is an unbonded prestressed steel strand.
[0055] In some specific embodiments, a pile foundation 15 is further connected to the bottom of the cap 1 .
[0056] The above description of the embodiments is to facilitate the understanding and use of the utility model by those skilled in the art. It is obvious that those familiar with the art can easily make various modifications to these embodiments and apply the general principles described herein to other embodiments without creative work. Therefore, the utility model is not limited to the above embodiments, and improvements and modifications made by those skilled in the art based on the disclosure of the utility model without departing from the scope of the utility model should be within the scope of protection of the utility model.
Claims
1. A prefabricated assembled bridge pier with a shock-absorbing function, comprising a cap (1), a column (2), and a cap beam (3) connected in sequence from bottom to top, a prestressed pipe (4) sequentially inserted into the cap (1), the column (2), and the cap beam (3), and a prestressed steel strand (5) arranged in the prestressed pipe (4) and having two ends extending out and anchored in the cap (1) and the cap beam (3), respectively; characterized in that: A UHPC column reinforcement layer (6) is provided at the bottom of the column (2), a UHPC platform reinforcement layer (7) is provided at the top of the platform (1), and the UHPC column reinforcement layer (6) and the UHPC platform reinforcement layer (7) are butted against each other; The UHPC column reinforcement layer (6) is provided with a slot, and the slotted side walls and the UHPC cap reinforcement layer (7) are provided with embedded parts (20) relative to each other, and replaceable energy-absorbing steel bars (8) are connected between the embedded parts (20), and the cross-sectional area of the middle part of the energy-absorbing steel bar (8) is smaller than the cross-sectional area of the connecting parts at both ends.
2. The prefabricated assembled bridge pier with shock absorption function according to claim 1 is characterized in that: The embedded part (20) has an extended end extending out of the slotted side wall or the UHPC cap reinforcement layer (7), the extended end is provided with an external thread, and both ends of the energy dissipation steel rod (8) are provided with external threads; The two ends of the energy-absorbing steel rod (8) and the protruding end are detachably connected via a sleeve (16) having an internal thread.
3. The prefabricated assembled bridge pier with shock absorption function according to claim 1 is characterized in that: The energy-absorbing steel rod (8) and the embedded parts (20) connected at both ends form an energy-absorbing component, and a plurality of energy-absorbing components are arranged at the outer edge of the connection between the column (2) and the base (1).
4. The prefabricated assembled bridge pier with shock absorption function according to claim 1 is characterized in that: The embedded parts (20) are embedded steel bars.
5. The prefabricated assembled bridge pier with shock absorption function according to claim 1 is characterized in that: A column bottom anti-shear tooth block (9) is provided at the bottom of the column (2), a reserved slot for the pedestal (19) is provided on the top surface of the pedestal (1), and the column bottom anti-shear tooth block (9) extends into the reserved slot for the pedestal (19) and a gap is provided between the column bottom anti-shear tooth block (9) and the side wall of the anti-shear groove.
6. The prefabricated assembled bridge pier with shock absorption function according to claim 5 is characterized in that: The prestressed pipes (4) and prestressed steel strands (5) are provided in multiple groups and arranged on both sides of the anti-shear tooth blocks (9) at the bottom of the column.
7. The prefabricated assembled bridge pier with shock absorption function according to claim 1 is characterized in that: One end of the prestressed steel strand (5) is provided with a prestressed fixed end anchor (10) and is buried in the cap (1); the other end is provided with a prestressed tensioned end anchor (11) and is buried in the bottom surface of an anchor groove (12) on the cap beam (3).
8. The prefabricated assembled bridge pier with shock absorption function according to claim 1 is characterized in that: A cap beam anti-shear tooth block (13) is provided at the bottom of the cap beam (3), and an anti-shear groove matching the cap beam anti-shear tooth block (13) is provided at the bottom of the upright column (2).
9. The prefabricated assembled bridge pier with shock absorption function according to claim 1 is characterized in that: An angle steel (14) is provided between the outer side wall of the column (2) and the bottom of the cap beam (3), and the angle steel is connected to the column (2) and the cap beam (3) via corresponding steel anchor bolts (21).
10. The prefabricated assembled bridge pier with shock absorption function according to claim 1, characterized in that: The bottom of the cap (1) is also connected to a pile foundation (15).