Shear pin embedded outer wrapped super high performance concrete- concrete filled steel tube rocking bridge pier

Abstract

The application discloses a shearing pin embedded outer package super high performance concrete-steel pipe concrete swing bridge pier, which is applied to a bridge and comprises a bearing platform and a composite pier column arranged on the bearing platform, a shearing resistance assembly is embedded in the lower part of the composite pier column and matched with the bearing platform, and a UHPC layer of the composite pier column and a steel pipe layer-concrete column (steel pipe concrete CFST) form a swing bridge pier (UHPC-CFST swing pier); this makes the scheme capable of utilizing UHPC and CFST to improve the toughness of the body, and capable of solving the swing rotation and shearing limiting contradiction of the bridge pier system through a connecting structure; the scheme improves the impact resistance and compression crushing resistance through the collaborative stress of the UHPC shell and the internal CFST, realizes the compatibility of high shearing bearing capacity and excellent self-resetting capacity through the 'limiting translation and releasing rotation' mechanism of the CFST shearing pin and the steel sleeve ring cooperation, and can solve the problems of insufficient interface shearing capacity of the existing swing bridge pier under strong earthquakes and impact loads and easy compression crushing of the pier bottom.

Description

Technical Field

[0001] This invention relates to the field of bridge structure and bridge support structure technology, and in particular to an externally encased ultra-high performance concrete-steel tube concrete swing pier with built-in shear pins. Background Technology

[0002] Bridge piers, as key components of the bridge substructure, bear the crucial function of transferring the load of the superstructure to the foundation. With the increasing construction of highways and bridges spanning canyons in mountainous areas, these regions often experience complex terrain, frequent seismic activity, and are frequently accompanied by high-energy impact geological disasters such as landslides and rockfalls. Some bridge damage incidents and mountain disasters demonstrate that under the influence of earthquakes and geological hazards, bridge piers suffer severe damage or even collapse, resulting in high costs for bridge repair, traffic disruption, and severely hindering post-disaster emergency rescue efforts.

[0003] In summary, the existing technology has the following main defects or technical limitations:

[0004] (1) Limitations of traditional reinforced concrete (RC) bridge piers: Traditional RC bridge piers are based on the design concept of "ductile seismic resistance", which dissipates energy through concrete crushing and steel yielding in the plastic hinge zone. Although this can prevent collapse, huge irreversible displacement (residual displacement) often remains after an earthquake, and the damage is severe and difficult to repair, resulting in long-term traffic interruption. At the same time, RC bridge piers have weak shear resistance and penetration resistance when facing lateral impacts such as falling rocks, and are prone to brittle shear failure.

[0005] (2) The challenges of existing swaying bridge piers: To address the difficulties of post-earthquake repair, self-resetting bridge piers based on swaying mechanisms have become a research hotspot. However, under the multi-hazard coupling scenario of "strong earthquake + impact," existing swaying systems face severe challenges, including the following:

[0006] a) Damage to the swaying interface: The contact surface between the pier bottom and the abutment is subjected to extremely high compressive stress during the swaying process, which can easily lead to concrete damage, resulting in prestress loss, a decrease in lateral bearing capacity, and an increase in residual displacement.

[0007] b) Failure of shear resistance mechanism (core pain point): The sway interface is usually a discontinuous dry joint with limited friction. Traditional designs often use ordinary steel tenons or shear keys to restrict slippage, but under high-energy rockfall impacts or near-fault earthquake pulses, the huge horizontal shear force can easily cause the rigid shear key to break, or the shear key to jam, thus hindering sway reset and causing a functional conflict between "shear resistance and sway".

[0008] In summary, existing reinforced concrete bridge piers suffer from insufficient seismic toughness under earthquake loading (severe damage and large residual displacement after earthquake). In addition, they also suffer from insufficient impact resistance under impacts such as rockfalls and landslides (prone to shear failure and penetration failure). Summary of the Invention

[0009] In view of this, the purpose of this invention is to propose an externally encased ultra-high performance concrete-steel tube concrete swaying pier with built-in shear pins, which aims to solve the problems of insufficient interfacial shear resistance and easy crushing of the pier bottom of existing swaying piers under strong earthquakes and impact loads.

[0010] To achieve the above-mentioned technical objectives, the technical solution adopted by this invention is as follows:

[0011] An externally packaged ultra-high performance concrete-steel tube concrete swing pier with built-in shear pins is used in bridges. It includes a pier cap and a composite pier column set on the pier cap. It also includes a prestressed tendon assembly, an energy dissipating steel reinforcement assembly and a shear-resistant assembly.

[0012] The composite pier column comprises, from the outside to the inside, a UHPC layer (UHPC stands for Ultra-High Performance Concrete), a steel pipe layer, and a concrete column.

[0013] The prestressed tendon assembly includes multiple prestressed tendons arranged in a ring array. The lower ends of the tendons pass through the pier and are anchored to the pier, while the upper ends pass through the concrete column and are anchored to the upper end of the concrete column or to the beam of the bridge.

[0014] The energy-dissipating steel reinforcement assembly includes multiple energy-dissipating steel bars arranged in a ring array. The lower ends of the steel bars pass through the foundation and are anchored to the foundation, while the upper ends pass through the concrete column.

[0015] The shear-resistant component is disposed between the pier cap and the composite pier column, with its upper end fixedly connected to the concrete column and its lower end penetrating into the pier cap.

[0016] As one possible implementation, the shear-resistant component of this solution further includes a shear pin and a collar. The collar has a trumpet-shaped structure, which is embedded in the bearing platform, forming a trumpet-shaped cavity on the bearing platform. The small end of the trumpet-shaped structure of the collar is exposed on the upper surface of the bearing platform. The upper end of the shear pin is fixedly connected to the concrete column, and its lower end passes through the small end of the collar into the bearing platform. In this solution, the collar can be a steel collar.

[0017] As a preferred implementation option, preferably, a single shear-resistant component of this solution is disposed in the bearing platform area directly opposite the radial center of the lower end of the concrete column, and the virtual axis of the shear pin coincides with the virtual axis of the concrete column.

[0018] As a preferred implementation option, the shear-resistant components of this solution are multiple and symmetrically arranged on the foundation area directly opposite the lower end of the concrete column.

[0019] As a preferred implementation option, the shear pin described in this solution is preferably a solid columnar structure or a hollow tubular structure. When it is a hollow tubular structure, it is filled with concrete.

[0020] As one possible implementation, the prestressing tendons in the prestressing tendon assembly of this solution are in pairs and arranged opposite each other; the energy-dissipating steel bars in the energy-dissipating steel bar assembly are in pairs and arranged opposite each other.

[0021] As one possible implementation, the composite pier and the foundation are further connected by a dry joint.

[0022] As one possible implementation, the UHPC layer described in this solution is a tubular structure layer formed from UHPC material.

[0023] As one possible implementation, the two ends of the prestressed tendon described in this solution are anchored together by prestressed anchorages.

[0024] As one possible implementation, the lower end of the energy-dissipating steel bar in this solution is further anchored to the foundation via a grouting corrugated pipe.

[0025] In this scheme, the composite pier has an internal shear-resistant component that works in conjunction with the pier cap. The UHPC layer (encased in ultra-high performance concrete) of the composite pier and the steel-concrete tube (CFST) structure formed by the steel tube layer and the concrete column create a swaying pier (UHPC-CFST swaying pier). This scheme can utilize UHPC and CFST to enhance the overall strength and toughness of the pier, and can also solve the contradiction between "swaying rotation" and "shear restraint" in the pier system through a novel connection structure. Specifically, this scheme enhances impact and crush resistance through the synergistic force distribution between the UHPC shell and the internal CFST. The shear pin and the CFST form a CFST shear pin. Through the "limited translation, released rotation" mechanism of the CFST shear pin and the steel collar, a high shear bearing capacity and excellent self-resetting ability are achieved. This can solve the problems of insufficient interface shear capacity and easy crushing of the pier bottom in existing swaying piers under strong earthquakes and impact loads.

[0026] By adopting the above technical solution, the beneficial effects of the present invention compared with the prior art can be summarized as follows:

[0027] 1. Multi-level protection and high durability: The UHPC outer shell of the composite pier provides the first line of defense, with triple functions of impact resistance, freeze-thaw corrosion resistance and toe crush resistance; while the steel pipe layer and concrete column inside the composite pier provide the second line of defense to ensure axial load safety. The two work together to significantly extend the service life of the bridge in harsh environments.

[0028] 2. Enhanced Shear Capacity: This innovative design employs CFST (concrete-tube steel structure) with steel tube layers and concrete columns, replacing traditional steel shear keys with shear-resistant components. By utilizing the restraining effect of the steel tube on the core concrete, buckling of the shear pins is delayed, resulting in a significant increase in shear capacity and shear ductility. This effectively solves the problem of interface shear failure in traditional swaying piers under near-fault earthquakes or impacts.

[0029] 3. Post-earthquake recoverability: This scheme also combines prestressed self-resetting technology with dry joint swaying mechanism to concentrate earthquake damage on energy-dissipating steel bars, while the main structure remains elastic. There is basically no residual displacement after the earthquake, and operations can be quickly restored without closing traffic, which has extremely high social and economic benefits.

[0030] 4. This scheme achieves functional decoupling (limited translation, free rotation) by using a steel collar and shear pin combination. This not only prevents slippage at the pier bottom, but also avoids the failure of the swaying mechanism due to shear key jamming. Attached Figure Description

[0031] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0032] Figure 1 This is a simplified three-dimensional schematic diagram of the implementation structure of this scheme;

[0033] Figure 2 This is a simplified implementation diagram of the structure from a three-dimensional perspective, showing a partial cross-section of the structure.

[0034] Figure 3 This is a simplified three-dimensional sectional view of the structure of this scheme; in it, the UHPC layer, steel pipe layer and concrete column of the composite pier are hidden;

[0035] Figure 4 This is a simplified two-dimensional schematic diagram of the structure of this scheme; it shows a cross-section of the structure along the AA direction from a top-down view.

[0036] Figure 5 This is a simplified three-dimensional exploded view of the implementation structure of this scheme;

[0037] Figure 6 This is a simplified implementation diagram of the structure from a three-dimensional perspective, showing a partial cross-section of the structure; the concrete columns of the composite piers are hidden.

[0038] Figure 7 This diagram illustrates the feedback state of the proposed structure and a conventional structure under earthquake and impact loads. Detailed Implementation

[0039] The present invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be particularly noted that the following embodiments are for illustrative purposes only and do not limit the scope of the invention. Similarly, the following embodiments are only some, not all, embodiments of the present invention, and all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0040] Combination Figures 1 to 6 As shown in one embodiment, this embodiment provides an externally encased ultra-high performance concrete-steel tube concrete swaying pier with built-in shear pins, which is applied to a bridge. It includes a pier cap 1 and a composite pier column 2 disposed on the pier cap 1. It also includes a prestressed tendon assembly 3, an energy-dissipating steel reinforcement assembly 4, and a shear-resistant assembly 5.

[0041] The composite pier 2 comprises, from the outside to the inside, a UHPC layer 21 (UHPC stands for Ultra-High Performance Concrete), a steel pipe layer 22, and a concrete column 23. In this embodiment, the composite pier 2 and the foundation 1 are connected by a dry joint, forming a detachable, swingable interface.

[0042] In this scheme, the UHPC layer 21 is a tubular structure layer formed of UHPC material, which is located on the periphery of the composite pier 2 and surrounds the steel pipe layer 22. By utilizing the ultra-high compressive strength and toughness of ultra-high performance concrete (UHPC), it resists the local penetration caused by falling rock impact and prevents the concrete in the pressure zone at the bottom of the pier from peeling off and collapsing during the swaying process.

[0043] In this scheme, the steel tube layer 22 acts as a constraint member to exert lateral constraint on the concrete column 23, forming a steel tube concrete CFST core column with the concrete column 23, providing the main vertical bearing capacity and ductility reserve.

[0044] In this scheme, the prestressed tendon assembly 3 includes multiple prestressed tendons 31 arranged in a ring array. The lower ends of the tendons 31 pass through the pier 1 and are anchored to the pier 1, while the upper ends pass through the concrete column 23 and are anchored to the upper end of the concrete column 23 or to the beam of the bridge. Specifically, in this embodiment, the two ends of the prestressed tendons 31 are anchored to each other by prestressed anchors 32. As one possible form, the two ends of the prestressed tendons 31 can be provided with threaded structures. The prestressed anchors 32 can be threaded sleeves. Different degrees of prestress can be applied by locking the threads of the threaded sleeves. However, this scheme is not limited to this and can also be other anchors that can adjust the prestress.

[0045] In this scheme, the prestressing tendons 31 of the prestressing tendon assembly 3 are in pairs and are arranged opposite each other.

[0046] In this design, the prestressing tendons 31 are arranged in multiple bundles and are tensioned and anchored through the anchorages (prestressing anchorages 32) of the prestressing tendons 31, so that the composite pier column 2 forms a downward axial pressure along the height direction. In order to facilitate installation, the bottom of the pier cap 1 can be provided with an installation groove 11 to facilitate the anchorage installation of the pier cap 1 with the prestressing tendons 31 and the prestressing anchorages 32. After an earthquake or impact, the prestressing tendons 31 drive the pier back to the initial upright position through elastic restoring force, reducing residual displacement and improving the structure's recoverability after earthquakes and impacts.

[0047] In this scheme, the energy-dissipating steel reinforcement assembly 4 includes multiple energy-dissipating steel bars 41, which are arranged in a ring array. Their lower ends pass through the foundation 1 and are anchored to the foundation 1, while their upper ends pass through the concrete column 23.

[0048] Regarding the anchorage connection between the energy-dissipating steel bar 41 and the foundation 1, in this scheme, the lower end of the energy-dissipating steel bar 41 is anchored to the foundation 1 through a grouting corrugated pipe 42.

[0049] In this scheme, the energy-consuming steel bar 41 of the energy-consuming steel bar assembly 4 consists of two pairs, which are arranged opposite to each other.

[0050] In this scheme, the energy-dissipating steel bar 41 is an ordinary threaded steel bar. One end of it is pre-embedded and anchored in the concrete column 23 of the composite pier column 2, and the other end is connected and anchored in the foundation 1 through the grouting corrugated pipe 42. After an earthquake or impact, the rocking joint opens, the energy-dissipating steel bar 41 elongates, and dissipates energy through the plastic deformation of the steel.

[0051] In this design, the length directions of the multiple prestressing tendons 31 in the prestressing tendon assembly 3 and the multiple energy-dissipating steel bars 41 in the energy-dissipating steel bar assembly 4 are arranged along the axial direction of the composite pier column 2. The prestressing tendons 31 are in an elastic working state, providing axial prestress to the pier, which not only improves the closing moment but also provides core self-resetting capability after an earthquake. The energy-dissipating steel bars 41 are arranged circumferentially along the pier body, spanning the joint area. Their bottoms are anchored to the pier cap 1 through grouted corrugated pipes 42, and their upper parts extend into the pier body. During the seismic swaying process, the energy-dissipating steel bars 41 undergo tensile-compressive yielding cycles, dissipating the seismic input energy through plastic deformation.

[0052] In this scheme, the shear-resistant component 5 is disposed between the pier cap 1 and the composite pier column 2, with its upper end fixedly connected to the concrete column 23 and its lower end penetrating into the pier cap 1.

[0053] In this design, the shear-resistant component 5 includes a shear pin 52 and a collar 51. The collar 51 has a trumpet-shaped structure and is embedded in the bearing platform 1, forming a trumpet-shaped cavity on the bearing platform 1. The small end of the trumpet-shaped structure of the collar 51 is exposed on the upper surface of the bearing platform 1. The upper end of the shear pin 52 is fixedly connected to the concrete column 23, and its lower end passes through the small end of the collar 51 into the bearing platform 1. In this design, the collar 51 can be a steel collar.

[0054] In this scheme, the number of shear-resistant components 5 can be single or multiple.

[0055] As an example of implementation, a single shear-resistant component 5 of this scheme is disposed in the area of ​​the foundation 1 directly opposite the radial center of the lower end of the concrete column 23, and the virtual axis of the shear pin 52 coincides with the virtual axis of the concrete column 23.

[0056] As another implementation example, the shear-resistant components 5 described in this scheme are multiple and are symmetrically arranged on the area of ​​the foundation 1 directly opposite the lower end of the concrete column 23.

[0057] Regarding the implementation of the shear pin 52, as a preferred implementation option, the shear pin 52 described in this solution is preferably a solid column structure or a hollow tubular structure. When it is a hollow tubular structure, it is filled with concrete.

[0058] exist Figures 1 to 6 Based on the example shown, and in conjunction with references Figure 7This scheme utilizes a UHPC-CFST swaying pier (UHPC-CFST swaying pier) formed by an internal shear-resistant component 5, an outer UHPC layer 21 encased in Ultra-High Performance Concrete (UHPC), and a steel tube layer-concrete column. The synergistic force distribution between the UHPC shell and the internal CFST enhances impact and crush resistance. Shear pins 52 and the steel tube-concrete CFST form CFST shear pins. Through a "limited translation, released rotation" mechanism involving the CFST shear pins and steel collars, high shear capacity and excellent self-resetting ability are achieved. Ordinary steel tube shear pins are prone to buckling deformation under shear force, exhibiting weak shear resistance. However, the steel tube layer 22 in the CFST shear pin, constrained by the internal concrete column 23, is less prone to buckling and buckling deformation, thus improving the shear capacity at the pier base and effectively suppressing slippage and shear failure at the pier base interface.

[0059] In this design, compared to the traditional method of directly using solid steel bars, the shear-resistant component 5 utilizes internal concrete filling to prevent local buckling of the steel pipe, significantly improving the shear stiffness and shear bearing capacity of the shear pin 52. A steel collar 51 is installed around the shear pin 52 on the pier cap 1. The inner contour of the collar 51 is designed with a flared or arc-shaped groove, and a specific rotational gap is reserved between it and the shear-resistant component 5, allowing the shear pin 52 to rotate within the collar 51 while restricting horizontal translation. In the horizontal direction, the collar 51 tightly constrains the translation of the shear pin 52, transmitting enormous inter-story shear force; in the rotational direction, the reserved gap allows the shear pin to tilt and rotate with the pier body, avoiding "jamming" or "locking."

[0060] In this design, the dry joint connection between the pier cap 1 and the composite pier column 2 allows them to be connected together via post-tensioned prestressed tendons 31, making it a precast and assembled pier that facilitates rapid construction. Under earthquakes and impacts, the joint between the pier cap 1 and the composite pier column 2 can open, forming a "swaying system," thus preventing the energy-dissipating reinforced concrete pier from cracking in the plastic hinge zone under earthquakes (due to the poor tensile strength of concrete).

[0061] In this design, the UHPC layer 21 of the composite pier 2 possesses ultra-high strength, effectively reducing concrete crushing damage and spalling at the pier's toe under strong earthquakes, ensuring the integrity of the sway interface, and minimizing losses in bearing capacity and self-correcting ability. The UHPC layer 21 also exhibits excellent impact toughness, effectively resisting the enormous contact pressure and localized penetration effects generated by falling rocks. Furthermore, UHPC possesses excellent durability, meeting the corrosion resistance requirements of harsh service environments (wet-dry cycling, chloride salt corrosion).

[0062] In this scheme, the steel pipe layer 22 of the composite pier 2 acts as a restraining member to apply lateral restraint to the concrete column 23 (formed from ordinary concrete), thereby improving the compressive strength of the concrete column 23. The steel pipe layer 22 and the concrete column 23 form a concrete-steel tube (CFST). The CFST core column serves as the axis, providing strong axial load stability and significant impact energy dissipation capacity.

[0063] The working principle of the above-mentioned scheme in practical applications includes the following:

[0064] Under normal service conditions, the composite pier column 2 of the bridge pier body maintains a vertical bearing state. The prestressing tendons 31 apply a continuous compressive force to the composite pier column 2, so that the bottom of the composite pier column 2 and the abutment 1 are in a state of compressive contact. The load of the superstructure is transferred through the composite pier column 2 of the bridge pier body to the abutment 1, which is connected to it by a dry joint at its lower end. Because the prestressing and the load of the superstructure form a stabilizing moment, under this condition, the bridge pier will not sway when a car driving on the bridge generates braking force or other loads.

[0065] When an earthquake, rockfall, or vehicle impact strikes the bridge structure, the bottom of the pier gradually lifts and enters a swaying state. At this time, the composite pier column 2 of the pier body rotates around the swaying interface formed with the abutment 1. Part of the earthquake energy input is converted into the kinetic energy of the structure through the swaying motion, and the energy-dissipating steel reinforcement 41 dissipates energy through the plastic deformation of the steel, thereby reducing the peak response of the pier. During the pier swaying process, the prestressed tendons 31 elastically elongate with the rotation of the pier, forming a restoring moment. When the external earthquake or impact weakens, the restoring force provided by the prestressed tendons 31 drives the pier to gradually return to its initial vertical position, effectively reducing the residual displacement of the pier and achieving post-earthquake self-resetting function. Simultaneously, the swaying compression area at the bottom of the pier bears a large local contact stress; the high strength and high toughness characteristics of the UHPC layer 21 effectively alleviate the concrete crushing and spalling damage at the pier toe during the swaying process.

[0066] Under impact, the energy-dissipating steel bars 41 and concrete columns 23 within the composite pier 2 of the bridge pier are prone to localized penetration damage, while the high toughness of the UHPC layer 21 can effectively mitigate impact damage. The CFST composite structure formed by the steel pipe layer 22 and the ordinary concrete columns 23 provides strong axial load-bearing stability and significant energy dissipation capacity. It works efficiently with the UHPC outer layer to form a composite stress system, effectively resisting shear deformation under impact loads and inhibiting crack propagation.

[0067] In terms of shear stress, the CFST composite structure, in conjunction with the shear pin 52 of the shear-resistant component 5, forms the CFST shear pin, which undertakes the shear force transmission between the pier and the abutment 1 during the pier's swaying. Since the shear pin 52 is inserted into a steel collar 51, the collar 51 constrains the horizontal displacement of the CFST shear pin, allowing it to rotate around its own axis. This ensures that the CFST shear pin restricts the horizontal slippage of the pier without affecting its swaying rotation, thus avoiding the disruption of the swaying mechanism caused by traditional rigid shear keys. Through this "limited translation, allowed rotation" constraint method, the shear resistance and overall stability of the pier system are significantly improved under strong earthquakes and impacts.

[0068] The above description is only a part of the embodiments of the present invention and does not limit the scope of protection of the present invention. Any equivalent device or equivalent process transformation made based on the content of the present invention specification and drawings, or direct or indirect application in other related technical fields, are similarly included within the patent protection scope of the present invention.

Claims

1. A type of high-performance concrete-steel-concrete composite swing pier with built-in shear pins, applied to bridges, comprising a pier cap and a composite pier column disposed on the pier cap, wherein the composite pier column and the pier cap are connected by a dry joint, characterized in that, It also includes prestressed tendon assemblies, energy-dissipating steel reinforcement assemblies, and shear-resisting assemblies; The composite pier column comprises, from the outside to the inside, a UHPC layer, a steel pipe layer, and a concrete column; The prestressed tendon assembly includes multiple prestressed tendons arranged in a ring array. The lower ends of the tendons pass through the pier and are anchored to the pier, while the upper ends pass through the concrete column and are anchored to the upper end of the concrete column or to the beam of the bridge. The energy-dissipating steel reinforcement assembly includes multiple energy-dissipating steel bars arranged in a ring array. The lower ends of the steel bars pass through the foundation and are anchored to the foundation, while the upper ends pass through the concrete column. The shear-resistant component is disposed between the pier cap and the composite pier column, with its upper end fixedly connected to the concrete column and its lower end penetrating into the pier cap. The shear-resistant component includes a shear pin and a collar. The collar has a trumpet-shaped structure and is embedded in the bearing platform, forming a trumpet-shaped cavity on the bearing platform. The small end of the trumpet-shaped structure of the collar is exposed on the upper surface of the bearing platform. The upper end of the shear pin is fixedly connected to the concrete column, and its lower end passes through the small end of the collar into the bearing platform. The shear pin can rotate within the collar to restrict horizontal translation.

2. The ultra-high performance concrete-steel tube concrete swing pier with built-in shear pin as described in claim 1, characterized in that, The shear-resistant component is a single unit located in the bearing platform area directly opposite the radial center of the lower end of the concrete column, and the virtual axis of the shear pin coincides with the virtual axis of the concrete column.

3. The ultra-high performance concrete-steel tube concrete swing pier with built-in shear pin as described in claim 1, characterized in that, The shear-resistant components are multiple and are symmetrically arranged on the foundation area directly opposite the lower end of the concrete column.

4. The ultra-high performance concrete-steel tube concrete swing pier with built-in shear pins as described in any one of claims 1 to 3, characterized in that, The shear pin is a solid columnar structure or a hollow tubular structure. When it is a hollow tubular structure, it is filled with concrete.

5. The ultra-high performance concrete-steel tube concrete swing pier with built-in shear pin as described in claim 1, characterized in that, The prestressing tendon assembly has two pairs of prestressing tendons, which are arranged opposite each other in pairs; the energy-dissipating steel bar assembly has two pairs of energy-dissipating steel bars, which are arranged opposite each other in pairs.

6. The ultra-high performance concrete-steel tube concrete swing pier with built-in shear pin as described in claim 1, characterized in that, The UHPC layer is a tubular structure layer formed from UHPC material.

7. The ultra-high performance concrete-steel tube concrete swing pier with built-in shear pin as described in claim 1, characterized in that, The two ends of the prestressed tendon are anchored together by prestressed anchors.

8. The ultra-high performance concrete-steel tube concrete swing pier with built-in shear pin as described in claim 1, characterized in that, The lower end of the energy-consuming steel bar is anchored to the foundation through a grouting corrugated pipe.

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