A hollow bridge pier structure that enables modular prefabricated segmental assembly and self-resetting.

Abstract

This application discloses a hollow bridge pier structure capable of modular prefabricated segmental assembly and self-resetting, relating to the field of bridge engineering technology. It includes a pier cap, pier segments, and a superstructure stacked sequentially from bottom to top. Both the pier segments and the superstructure are hollow columns with a square ring-shaped cross-section. Each pier segment comprises three types of prefabricated modules, which are assembled to form multiple layers of segments with consistent specifications. Prefabricated modules within the same segment layer interlock with each other using mortise and tenon joints. Adjacent segments are stacked after rotating 90° along the central axis of the hollow column. Adjacent segments, segments and pier caps, and superstructures and segments are longitudinally connected by main reinforcing bars, prestressed reinforcing bars, and separate prefabricated shear keys. Based on the concept of block stacking, this application offers advantages such as convenient transportation, minimal environmental impact, fast construction speed, and reduced engineering costs.

Description

Technical Field

[0001] This application relates to the field of bridge engineering technology, and in particular to a hollow bridge pier structure that can achieve modular prefabricated segmental assembly and self-resetting. Background Technology

[0002] In recent years, with the increasing global awareness of environmental protection, the environmental impact of bridge construction has attracted growing attention. Consequently, prefabrication technology has rapidly developed to reduce the environmental impact of bridge construction. Furthermore, the introduction of prefabricated segment technology avoids traffic disruptions caused by on-site construction, ensures construction quality, provides high safety, accelerates construction, and minimizes environmental pollution. Over the past few decades, prefabricated segment technology has been widely used in bridge construction around the world.

[0003] Early precast segmental structures were mostly used in areas with low seismic potential. However, with improvements in the connection methods between segmental modules, precast concrete pier systems for high-seismic-risk areas were proposed and developed. These systems can be broadly categorized into two types. One is a hybrid connection system, using post-tensioning reinforcement and soft reinforcement (or energy dissipation reinforcement) to achieve the necessary connections. The other is a system that simulates the performance of traditional monolithic columns, using only low-carbon steel to connect precast concrete components. Both types of precast column systems use single segments as single-layer components, with multiple segments stacked to form the entire pier. While this construction method is highly efficient, transporting large segments is difficult and requires large hoisting equipment. To address these issues, temporary outdoor precast yards are typically built near the construction site, but this negates the environmental impact benefits of using precast segments.

[0004] Therefore, in order to achieve the advantages of convenient transportation, minimal environmental impact, fast construction speed, and strong versatility of precast segment bridge piers, the size of the precast segments has become a bottleneck restricting the further development of current precast technology. Summary of the Invention

[0005] To overcome the shortcomings of existing technologies, this application provides a hollow bridge pier structure that enables modular prefabricated segmental assembly and self-resetting. Based on the concept of block stacking, this hollow bridge pier structure can be stacked vertically or horizontally from multiple interconnectable modular RC segments. The proposed hollow bridge pier structure is divided into multiple segment layers, each composed of multiple prefabricated segment modules. The size of each prefabricated segment module is controllable, facilitating transportation and installation. When prefabricated segment modules in adjacent segment layers are stacked longitudinally, the joint positions between modules are ensured to be non-overlapping. Each prefabricated segment module has double connecting holes on two opposite surfaces. A steel shear key is screwed into the double connecting holes on one surface, and the connecting holes on the opposite surfaces are used to connect the steel shear keys of adjacent segments, establishing an interlocking connection between the segments in the horizontal direction. This provides shear resistance and energy dissipation for the column segment, solving the problem of excessively large prefabricated bridge pier segments that are difficult to transport and hoist.

[0006] The hollow bridge pier structure provided in this application, which enables modular prefabricated segmental assembly and self-resetting, adopts the following technical solution:

[0007] A hollow bridge pier structure capable of modular prefabricated segmental assembly and self-resetting is disclosed. The hollow bridge pier structure is a hollow column with a square ring cross-section. The hollow bridge pier structure includes a foundation, pier segments, and an upper segment stacked sequentially from bottom to top. The pier segments include three types of prefabricated modules, and the pier segments are assembled from the three types of prefabricated modules to form multiple segments of the same specification. The surface of any one of the three types of prefabricated modules is flat. The prefabricated modules located in the same segment layer are interlocked by mortise and tenon joints. Any two adjacent segments in the multiple segments are stacked after being rotated 90° along the central axis of the hollow column. Separate prefabricated steel shear keys are provided between adjacent segments, between segments and foundations, and between upper segments and segments. The prefabricated steel shear keys are used to longitudinally connect adjacent segments / segment layers and foundations / upper segments and segments.

[0008] By adopting the above technical solution, the hollow pier structure in this application uses a single-layer segmental layer as a single-layer component, with three types of prefabricated modules in the single-layer component as the smallest component unit. The three types of prefabricated modules (three smallest component units) located in the same segmental layer are connected and interlocked in pairs via mortise and tenon joints, achieving connection and self-locking between the smallest component units in the single-layer component, thus playing a role in shear resistance and energy dissipation of the column segment. Simultaneously, multiple segmental layers are stacked in conjunction with the abutment and upper segment to form the entire pier. Prefabricated steel shear keys are used to connect adjacent segmental layers, segmental layers and abutments, and upper segments and segmental layers. The longitudinal connection, and the stacking of adjacent segmental layers after rotating 90° along the central axis of the hollow column, allows the upper segmental layer to effectively press down on the lower segmental layer, making it difficult for adjacent prefabricated modules to separate. This effectively improves the integrity and stability of the hollow pier structure. At the same time, the size of each prefabricated module is controllable, and the steel shear keys are separated from the prefabricated modules and manufactured by prefabrication, which helps to reduce the size of each pier module. It also ensures that the surfaces of the three types of prefabricated modules remain flat, facilitating the storage, transportation, and installation of the prefabricated modules. This effectively solves the problem of prefabricated pier segments being too large to transport and hoist.

[0009] Optionally, the three types of prefabricated modules are a first pier module, a second pier module, and a third pier module, all of which are cuboid in shape. The upper and lower opposite sides / left and right opposite sides of the segment layer are formed by the first pier module and the second pier module being mortised and tenoned together along the bridge direction. The two sides corresponding to the wide side of the third pier module are respectively mortised and tenoned together with the first pier module and the second pier module along the bridge direction.

[0010] By adopting the above technical solution, the first pier module, the second pier module, and the third pier module are connected in pairs by mortise and tenon joints and interlock to form a self-locking mechanism, which helps to improve the integrity and stability of the single-layer segment layer.

[0011] Optionally, the upper and lower surfaces of the first pier module, the second pier module, and the third pier module are provided with multiple threaded connection holes facing each other; the multiple connection holes on the same surface of the first pier module, the second pier module, and the third pier module are used for screwing in the shear keys of the reinforcing bars, and the multiple connection holes on the opposite surfaces of the first pier module, the second pier module, and the third pier module are used for inserting and embedding the shear keys of the reinforcing bars during the segmented stacking process.

[0012] By adopting the above technical solution, multiple connection holes on the same surface of the first pier module, the second pier module, and the third pier module allow multiple steel shear key threads to act as tenons, while multiple connection holes on the opposite surface act as insertion holes. This allows the precast steel shear keys between adjacent segment layers to be embedded during the stacking of segment layers. After the connection modules are connected, the steel shear keys play a role in shear resistance and energy dissipation, which is conducive to ensuring the longitudinal stable connection between two adjacent segment layers.

[0013] Optionally, the hollow pier structure further includes main steel bars and prestressed steel bars anchored at the bottom of the pier cap. Multiple corrugated steel pipes are also prefabricated and installed through the first pier module, the second pier module, and the third pier module. The corrugated steel pipes are used for embedding the main steel bars and prestressed steel bars. The two adjacent segments / segment layers / pier cap / upper segment and segment layer are longitudinally connected by main steel bars and prestressed steel bars.

[0014] By adopting the above technical solution, the main steel bars and prestressed steel bars are connected into a whole by corrugated steel pipes on the first pier module, the second pier module and the third pier module, which further enhances the overall strength and stability of the hollow pier structure.

[0015] Optionally, epoxy resin is applied to the contact surfaces between two adjacent segmental layers and to the tenon and mortise joints of the first, second, and third pier modules located within the same segmental layer.

[0016] By adopting the above technical solution, epoxy resin has excellent adhesive properties. The epoxy resin applied between the contact surfaces of two adjacent segment layers and at the tenon and mortise joints of the first, second, and third pier modules located in the same segment layer can effectively achieve interlocking bonding between segments and bonding between each pier module, effectively reducing the gaps between each independent component, making the connection between each independent component in the hollow pier structure more firm and less prone to separation, thus achieving effective reinforcement of the hollow pier structure.

[0017] Optionally, high-strength grout is injected into the gap between the corrugated steel pipe and the prestressed steel bar, and ultra-high performance concrete is injected into the gap between the corrugated steel pipe and the main steel bar. The pier segment is integrated with the main steel bar and the prestressed steel bar through the high-strength grout and ultra-high performance concrete.

[0018] By adopting the above technical solutions, it is beneficial to reduce the gaps between the corrugated steel pipe and the prestressed steel bar, and between the corrugated steel pipe and the main steel bar, and to effectively bond the corrugated steel pipe and the prestressed steel bar, and the corrugated steel pipe and the main steel bar, thus connecting the precast bridge pier segments and the steel bars into one, effectively enhancing the strength, integrity and stability of the hollow bridge pier structure.

[0019] Optionally, the first pier module and the second pier module are further provided with a strip and a pre-locking component at the tenon and mortise joint. The strip is rotatably installed on the first pier module / second pier module, and the pre-locking component is used to drive the strip to be horizontally and arc-shapedly embedded into the second pier module / first pier module when the first pier module and the second pier module are connected.

[0020] By adopting the above technical solution, the insert strip can be embedded in the first pier module / second pier module in an arc direction in the horizontal plane under the action of the pre-locking component, which improves the pull-out resistance between the first pier module and the second pier module. This facilitates further locking of the connection between the first pier module and the second pier module when they are connected, making the connection between the first pier module and the second pier module more firm and stable.

[0021] Optionally, the maximum sum of the number of threaded connection holes and corrugated steel pipes allowed to be opened on the surfaces of the first pier module, the second pier module, and the third pier module all satisfy the following calculation formula:

[0022] Maximum value = L×W×d×n / [(l-2a)×(h-2a)+(w-2a)×(d-2a)];

[0023] Where L, W, h, w, and d are the length, width, upper surface thickness, lower surface thickness, and height of the first pier module, the second pier module, and the third pier module, respectively; n is the maximum number of connection holes supported by a single pier module; and a is the radius of the threaded connection hole.

[0024] By adopting the above technical solution, based on the size of each pier module (including the first pier module, the second pier module, and the third pier module) and the requirements of adjacent segment layers, the maximum number of connection holes allowed on the surface of a pier module can be calculated, thereby effectively avoiding the negative impact of excessive connection holes on the strength and stability of the pier module.

[0025] Optionally, the optimal spacing between two threaded connection holes on the same surface satisfies the following calculation formula:

[0026] Optimal spacing = min(L / 2, W / 2, h / 2, d / 2);

[0027] Where L, W, h, w, and d represent the length, width, upper surface thickness, lower surface thickness, and height of the pier module, respectively.

[0028] By adopting the above technical solutions, it is beneficial to ensure the uniform distribution of the connecting holes and the shear and pull-out resistance of the corrugated steel sleeves placed in the connecting holes, and to provide effective technical support for the prefabrication and assembly of bridge pier segments.

[0029] Optionally, any pier module in the upper segment layer of two adjacent segment layers is stacked on two pier modules in the lower segment layer, and the joint positions between the pier modules in the two adjacent segment layers do not overlap.

[0030] By adopting the above technical solution, adjacent pier modules can be closely connected in the horizontal direction to form an integral structure, and share the load when subjected to external forces, effectively improving the load-bearing capacity of the hollow pier structure.

[0031] In summary, this application includes at least one of the following beneficial technical effects:

[0032] 1. The hollow pier structure of this application is based on the concept of block stacking. It can be stacked vertically or horizontally by multiple interconnected prefabricated pier modules (the smallest component unit, i.e., modular RC segments). Multiple prefabricated pier modules can maintain the smallest volume for transportation, and the surface of the pier modules is flat, which is convenient for construction, transportation and installation.

[0033] 2. The precast pier modules are connected by mortise and tenon joints. Each segment layer formed by the precast pier module has double connection holes on two opposite surfaces. The double connection holes on one surface are screwed into the steel shear keys, and the connection holes on the opposite surface are used to connect the steel shear keys of adjacent segments. This makes the pier modules in the segment layer interlocked in the horizontal direction and interlocked between two adjacent segments, effectively improving the integrity and stability of the hollow pier structure.

[0034] 3. Modular prefabricated bridge pier modules are characterized by large-scale and standardized production, which makes them convenient and quick to prefabricate in the factory, effectively improving construction efficiency and reducing project costs. Attached Figure Description

[0035] Figure 1 This is a schematic diagram of the overall structure of the hollow bridge pier in Embodiment 1 of this application;

[0036] Figure 2 This is a schematic diagram of the assembly of each pier module when the number of segment layers in the prefabricated pier segment in Embodiment 1 of this application is odd;

[0037] Figure 3 This is a schematic diagram of the assembly of each pier module when the number of segment layers in the prefabricated pier segment in Embodiment 1 of this application is even;

[0038] Figure 4 This is a schematic diagram showing the separation of each pier module when the number of segment layers in the precast pier segment in Embodiment 1 of this application is even;

[0039] Figure 5 This is a partial connection diagram of the pier modules assembled in Embodiment 1 of this application from a top-down perspective;

[0040] Figure 6 This is a partial connection diagram of the pier modules assembled in Embodiment 1 of this application from a frontal view.

[0041] Figure 7 This is a partial structural diagram of the junction between the first pier module and the second pier module in Embodiment 2 of this application;

[0042] Figure 8 for Figure 7 An enlarged schematic diagram of part A in the middle.

[0043] Attached reference numerals: 1. Foundation;

[0044] Pier segment; 21. Segment layer; 211. First pier module; 212. Second pier module; 213. Third pier module; 214. Threaded connection hole; 215. Corrugated steel pipe; 216. Insert strip; 217. Pre-locking component; 2171. Unlocking tenon; 2172. Tightening tenon; 2173. Transverse slide bar; 2174. Spring; 218. Groove; 219. Grouting hole;

[0045] 3. Upper segment;

[0046] 4. Precast steel shear keys;

[0047] 5. Main reinforcing bars;

[0048] 6. Prestressed steel bars. Detailed Implementation

[0049] Please see Figures 1-8 This application discloses a hollow bridge pier structure that can achieve modular prefabricated segment assembly and self-resetting.

[0050] Example 1

[0051] Reference Figure 1 A hollow bridge pier structure that enables modular prefabricated segment assembly and self-resetting is based on the concept of block stacking. It includes a pier cap 1, a bridge pier segment 2, and an upper segment 3 that are stacked sequentially from bottom to top and connected longitudinally. Both the bridge pier segment 2 and the upper segment 3 are prefabricated modules, and both the bridge pier segment 2 and the upper segment 3 are hollow columns with a square ring cross-section.

[0052] Specifically, refer to Figures 2-4The pier segment 2 includes three types of prefabricated modules: a first pier module 211, a second pier module 212, and a third pier module 213. All three modules are rectangular, and the surface of any one of them is planar. The three types of prefabricated modules are spliced ​​together to form a multi-layered segment layer 21 with consistent specifications. The segment layer 21 is also square and ring-shaped. In this embodiment, each segment layer 21 preferably includes two first pier modules 211, two second pier modules 212, and two third pier modules 213. Adjacent pier modules are tightly interlocked using mortise and tenon joints. The multi-layered segment layer 21 is stacked vertically to form the pier segment 2.

[0053] Reference Figures 2-4 The left and right opposite sides of the segment layer 21 are formed by the first pier module 211 and the second pier module 212 being mortised and tenoned together along the bridge direction. The two sides of the wide side of the third pier module 213 are respectively mortised and tenoned together with the first pier module 211 and the second pier module 212 along the bridge direction. The third pier module 213, the first pier module 211 and the second pier module 212 together constitute the upper and lower sides of the segment layer 21.

[0054] Specifically, the first pier module 211 and the second pier module 212 each have a first protruding strip 2111 and a second protruding strip 2121 protruding from one side of their respective wide side. The first protruding strip 2111 is located on the first pier module 211 and there are two of the first protruding strips 2111. The second protruding strip 2121 is located on the second pier module 212 and there are two of the second protruding strips 2121. The third pier module 213 has a third protruding strip 2131 protruding from both sides of its wide side. There are two third protruding strips 2131 on each side of the third pier module 213. The first protruding strip 2111, the second protruding strip 2121 and the third protruding strip 2131 are all used as tenons. The gap between the two first protruding strips 2111, the gap between the two second protruding strips 2121 and the gap between the third protruding strips 2131 are used as mortises to allow the corresponding tenons to be inserted and tightly engaged.

[0055] Furthermore, in order to ensure that the piers have a certain load-bearing capacity, when stacking the segment layers 21, the multiple segments 21 in the pier segment 2 are numbered sequentially from bottom to top. Odd-numbered layers and even-numbered layers are stacked after rotating 90° along the center of the plane (the central axis of the hollow column). The combination method of each pier module in all odd-numbered segment layers 21 is the same, and the combination method of each pier module in all even-numbered segment layers 21 is the same.

[0056] In two adjacent segmental layers 21, any pier module in the upper segmental layer 21 is stacked on two pier modules in the lower segmental layer 21, and the joint positions between the pier modules in the two adjacent segmental layers 21 do not overlap, so that the pier modules can be tightly connected in both the vertical and horizontal directions to form an integral structure. This allows the pier modules to share the load when subjected to external forces, effectively improving the load-bearing capacity of the hollow pier structure and enhancing its stability and integrity.

[0057] Furthermore, in the hollow pier structure of this application, the number of piers, the distance between adjacent piers, and the different heights, thicknesses, and widths of the piers all affect the bearing capacity of the piers, thus effectively enabling the column segments to resist shear and dissipate energy. Among these factors:

[0058] 1) Number of piers and distance between adjacent piers: The number of piers and the distance between adjacent piers will affect the load-bearing capacity of the piers and generally need to be determined according to the specific bridge design requirements;

[0059] 2) Pier height, thickness and width: The height, thickness and width of the piers will affect their load-bearing capacity and generally need to be determined according to the bridge design requirements and actual conditions;

[0060] 3) Formula for calculating the bearing capacity of bridge piers: The bearing capacity of bridge piers can be calculated using the following formula:

[0061] Q = A × f; where Q is the bearing capacity of the pier, A is the cross-sectional area of ​​the pier, and f is the compressive strength of the material.

[0062] 4) Formula for calculating the shear capacity of bridge piers: The shear capacity of bridge piers can be calculated using the following formula:

[0063] Q = A × τ; where Q is the shear capacity of the pier, A is the cross-sectional area of ​​the pier, and τ is the shear strength of the material;

[0064] 5) Formula for calculating the energy dissipation capacity of bridge piers: The energy dissipation capacity of bridge piers can be calculated using the following formula:

[0065] E = 0.5 × k × δ^2; where E is the energy dissipation capacity of the pier, k is the stiffness coefficient of the pier, and δ is the displacement of the pier.

[0066] 6) Formula for calculating the stiffness coefficient of bridge piers: The stiffness coefficient of bridge piers can be calculated using the following formula:

[0067] k = E × A / L; where k is the stiffness coefficient of the pier, E is the elastic modulus of the material, A is the cross-sectional area of ​​the pier, and L is the length of the pier.

[0068] Using the above formulas and algorithms, the bearing capacity, shear capacity, and energy dissipation capacity of the hollow bridge pier structure in this application can be calculated and evaluated, thereby determining its applicable scope and design requirements, and determining the length, width, and height of each prefabricated module.

[0069] Furthermore, refer to Figures 2-4 Separate precast steel shear keys 4 are provided between two adjacent segment layers 21, between segment layer 21 and foundation 1, and between upper segment 3 and segment layer 21. The precast steel shear keys 4 are used to longitudinally connect two adjacent segment layers 21, segment layer 21 and foundation 1, and upper segment 3 and segment layer 21. The precast steel shear keys 4 are made of steel bars with a diameter of 18mm and a length of 200mm. Since the precast steel shear keys 4 are separate from the modules and are manufactured by prefabrication, the size of each module can be reduced and the six surfaces of the module can be kept flat, which facilitates the storage and transportation of the module.

[0070] Correspondingly, the upper and lower surfaces of the first pier module 211, the second pier module 212 and the third pier module 213 in each segment layer 21 are provided with multiple threaded connection holes 214 facing each other. The threaded connection holes 214 are formed by prefabricated internally threaded steel pipes embedded in the corresponding pier modules.

[0071] Multiple internal threaded connection holes 214 on the same surface allow a corresponding number of precast steel shear keys 4 to be screwed in as tenons. Multiple threaded connection holes 214 on opposite surfaces serve as insertion holes, allowing the precast steel shear keys 4 of adjacent segments to be embedded during the stacking of segment layers 21, so as to provide a longitudinally stable connection between two adjacent segment layers 21 / segment layer 21 and foundation 1 / upper segment 3 and segment layer 21. Furthermore, ultra-high performance concrete (UHPC) is injected between the precast steel shear keys 4 and the threaded connection holes 214 to reduce the gap between the precast steel shear keys 4 and the threaded connection holes 214, so that the precast steel shear keys 4 can more tightly and firmly fix the adjacent segment layers 21 after the UHPC has solidified.

[0072] Furthermore, refer to Figure 5 and Figure 6 The hollow pier structure also includes main steel bars 5 and prestressed steel bars 6. The two adjacent segments 21 / segment 21 and the pier cap 1 / upper segment 3 and segment 21 are longitudinally connected by main steel bars 5 and prestressed steel bars 6.

[0073] Multiple corrugated steel pipes 215 are also prefabricated and installed through the first pier module 211, the second pier module 212, and the third pier module 213. The corrugated steel pipes 215 are used to reserve channels on each pier module for embedding the main steel bars 5 and prestressed steel bars 6.

[0074] The maximum sum of the number of threaded connection holes 214 and corrugated steel pipes 215 allowed to be opened on the surfaces of the first pier module 211, the second pier module 212, and the third pier module 213 all satisfy the following calculation formula:

[0075] Maximum value = L×W×d×n / [(l-2a)×(h-2a)+(w-2a)×(d-2a)];

[0076] Where L, W, h, w, and d are the length, width, upper surface thickness, lower surface thickness, and height of the first pier module 211, the second pier module 212, and the third pier module 213, respectively; n is the maximum number of connection holes supported by a single pier module; and a is the radius of the threaded connection hole 214.

[0077] Based on the dimensions of each pier module (including the first pier module 211, the second pier module 212, and the third pier module 213) and the requirements of adjacent segment layers 21, construction personnel can use the above formula to calculate the maximum number of connection holes allowed to be opened on the surface of a pier module (i.e., the maximum value of the sum of the number of threaded connection holes 214 and corrugated steel pipes 215), thereby effectively avoiding the negative impact of excessive connection holes on the strength and stability of the pier module.

[0078] Furthermore, the optimal spacing between two threaded connection holes 214 on the same surface, the optimal spacing between two corrugated steel pipes 215 on the same surface, and the optimal spacing between threaded connection holes 214 and corrugated steel pipes 215 on the same surface all satisfy the following calculation formula:

[0079] Optimal spacing = min(L / 2, W / 2, h / 2, d / 2);

[0080] Where L, W, h, w, and d represent the length, width, upper surface thickness, lower surface thickness, and height of the pier module, respectively.

[0081] The above formulas and algorithms determine the optimal spacing between two threaded connection holes 214 on the same surface, the optimal spacing between two corrugated steel pipes 215 on the same surface, and the optimal spacing between threaded connection holes 214 and corrugated steel pipes 215 on the same surface. This helps to ensure the uniform distribution of connection holes and the shear and pull-out resistance of the corrugated steel sleeves placed in the connection holes, and provides effective technical support for the prefabrication and assembly of pier segment 2.

[0082] Based on the above calculations and construction practices, in this embodiment of the application, the preferred size of each pier module is 60×30×50cm, the cross-sectional area of ​​the hollow column after module assembly is 120×120cm, and the height is 4.35m.

[0083] Refer to Figure 3- Figure 6 On each pier module, there are preferably 8 prefabricated corrugated steel pipes 215 and preferably 2 threaded connection holes 214. The 8 prefabricated corrugated steel pipes 215 are evenly divided into 2 rows × 4 columns (the row direction is parallel to the long side of the pier module). The 2 threaded connection holes 214 are located between the two rows of corrugated steel pipes 215. The distance between the 2 threaded connection holes 214 is greater than the minimum distance between two adjacent corrugated steel pipes 215, and each threaded connection hole 214 is evenly surrounded by 4 corrugated steel pipes 215.

[0084] Each pier module has grouting holes 219 on its side. The diameter of the corrugated steel pipe 215 is preferably 60mm. The grouting holes 219 are used for pressure grouting into the corrugated steel pipe 215 and the threaded connection hole 214 after the precast steel shear key 4 is embedded. The diameter of the corrugated steel pipe 215 is larger than the diameter of the main steel bar 5 and the prestressed steel bar 6. The corrugated steel pipe 215 is vertically connected from the pier cap 1 to the upper segment 3 to ensure that the pressure grouting of the corrugated steel pipe 215 can be carried out smoothly when the steel bar passes through, thereby ensuring the strength of the pier segment 2 and the integrity of the hollow pier structure.

[0085] The prestressed steel bars 6 are arranged in the corrugated steel pipes 215 at the four corners of the pier module. Each corrugated steel pipe 215 contains five bars, and there are a total of 20 prestressed steel bars in the four corner corrugated steel pipes 215. No pressure grouting is performed in the corrugated pipes at the four corners so that the 20 prestressed steel bars in the corrugated steel pipes 215 at the four corners of the pier module remain in an unbonded state.

[0086] Reference Figures 3-6 Except for the corrugated steel pipes 215 at the four corners of the pier module, the gap between the corrugated steel pipes 215 and the prestressed steel bars 6 in the pier module is filled with high-strength grout through grouting holes 219. The gap between the corrugated steel pipes 215 and the main steel bars 5 in the pier module is filled with ultra-high performance concrete (UHPC) through grouting holes 219.

[0087] The prestressed steel bar 6 is anchored at the bottom of the pier cap 1, and the prestressed steel bar 6 is tensioned at the top of the top segment. Then the prestressed steel bar 6 is anchored in the cap beam. Then the pressure grouting of the pre-embedded pipe where the prestressed steel bar 6 is located is carried out. The pier segment 2 can then be connected to the main steel bar 5 and the prestressed steel bar 6 through high-strength grout and ultra-high performance concrete UHPC.

[0088] Furthermore, the contact surfaces of each pier module (including the first pier module 211, the second pier module 212, and the third pier module 213), the connecting holes of the pier modules (including the connecting holes corresponding to the threaded connecting holes 214 and the corrugated steel pipes 215; when referring to connecting holes in this application, connecting holes refer to the combination of the connecting holes corresponding to the threaded connecting holes 214 and the corrugated steel pipes 215), and the surfaces of the precast steel shear keys 4 are all coated with epoxy resin.

[0089] Epoxy resin has excellent adhesive properties. When applied to the contact surfaces between two adjacent segment layers 21 and to the tenon and mortise joints of the first pier module 211, the second pier module 212, and the third pier module 213 within the same segment layer 21, epoxy resin can effectively achieve interlocking bonding between segments and bonding between pier modules. This effectively reduces the gaps between independent components, making the connection between independent components in the hollow pier structure more secure and less prone to separation, thus effectively reinforcing the hollow pier structure.

[0090] The implementation principle of a hollow bridge pier structure capable of modular prefabricated segmental assembly and self-resetting according to an embodiment of this application is as follows: 1) The prefabrication of the bridge pier modules is completed in the prefabrication plant. Eight threaded steel pipes, each with a diameter of 60mm, are reserved on the bridge pier modules to provide channels for the main reinforcement and prestressing tendons. The embedded pipes are vertically connected from the pier cap 1 to the upper segment 3. Two internally threaded connection holes 214 are prefabricated on the upper and lower surfaces of the module. After the prefabrication work is completed, all prefabricated components are transported to the site.

[0091] 2) Clean the connection holes, tenon joints, and contact surfaces on the module. Apply epoxy resin to the connection holes (including the connection holes corresponding to threaded connection holes 214 and corrugated steel pipes 215), tenon joints, and contact surfaces of the module. To prevent excessive pressure during pressure grouting and cement grout from seeping out from the segment gaps, apply silicone resin around the corrugated pipes between segments.

[0092] 3) Arrange the modules as follows Figure 2 The assembly method involves assembling the segments into odd-numbered layers and even-numbered layers.

[0093] 4) such as Figure 1 As described above, the precast bridge pier segments are stacked in the order of odd-numbered layers and even-numbered layers.

[0094] 5) The prestressed steel bars 6 are anchored at the bottom of the foundation 1 and pass through the pre-reserved duct in the module from the top surface of the foundation 1.

[0095] 6) The precast steel shear key 4 is made of steel bars with a diameter of 18mm and a length of 200mm. Two internally threaded connection holes 214 are precast on the upper and lower surfaces of each pier module in the precast pier segment 2. The two threaded connection holes 214 on the same surface allow the precast steel shear key 4 to be screwed in 100mm. The other two threaded connection holes 214 on opposite surfaces serve as insertion holes, allowing the precast steel shear key 4 to be embedded 100mm during segment stacking. During segment stacking, ultra-high performance concrete (UHPC) is first poured into the threaded connection holes 214, and then the precast steel shear key 4 is embedded.

[0096] 7) After stacking all segments according to the above steps, tension the prestressed steel bar 6 at the top of the top segment, then anchor the prestressed steel bar 6 in the cap beam, and perform pressure grouting on the corrugated pipe through which the prestressed steel bar 6 passes.

[0097] 8) High-strength grout 11 is poured from bottom to top into the corrugated steel pipe 215 containing prestressed steel bars 68. The high-strength grout flows from the bottom to the top of the pier segment 2, filling the gap between the corrugated steel pipe 215 and the steel bars, thereby connecting the precast pier segment 2 into a whole.

[0098] 9) After the 215 pressure grouting of the corrugated steel pipe is completed, the anchor should be sealed in time to obtain a stable hollow bridge pier structure.

[0099] Example 2

[0100] Based on Embodiment 1 of this application, in order to further strengthen the interlocking connection between two adjacent prefabricated segment modules, refer to Figure 7 and Figure 8 In Embodiment 2 of this application, the tenon and mortise joints of the first pier module 211 and the second pier module 212 are further provided with insert strips 216 and pre-locking components 217.

[0101] Taking a first pier module 211 and a second pier module 212 that are connected to each other as an example, the insert strips 216 and the pre-locking components 217 on the first pier module 211 and the second pier module 212 are arranged in multiple sets at equal intervals along the height direction of the pier module.

[0102] In each set of insert strips 216 and pre-locking components 217, there are two insert strips 216. The two insert strips 216 are located on the first pier module 211 and the second pier module 212 respectively, and the two insert strips 216 are centrally symmetrical with respect to the midpoint of the interface between the first pier module 211 and the second pier module 212.

[0103] In this embodiment, the insert 216 is semi-circular. One end of the semi-circular insert 216 is rotatably connected to the first pier module 211 / second pier module 212. The first pier module 211 and the second pier module 212 are both provided with arc-shaped grooves 218 that are adapted to the insert 216 on their respective sides. The pre-locking component 217 is used to drive the insert 216 to be horizontally and arc-shapedly embedded into the grooves 218 on the second pier module 212 / first pier module 211 when the first pier module 211 and the second pier module 212 are connected.

[0104] Specifically, the pre-locking component 217 includes an unlocking tenon 2171 protruding from the first pier module 211 / second pier module 212, a tightening tenon 2172 movably connected within the first pier module 211 / second pier module 212, and an elastic component for driving the tightening tenon 2172 into a groove 218 on the adjacent second pier module 212 / first pier module 211.

[0105] Both the unlocking tenon 2171 and the tightening tenon 2172 are parallel to the long side of the pier module.

[0106] The elastic components are preferably a transverse slide bar 2173 and a spring 2174 on one side of the transverse slide bar 2173, both of which are parallel to the wide side of the pier module. The two ends of the transverse slide bar 2173 are respectively wedge-shaped with the unlocking tenon 2171 on another pier module and the tightening tenon 2172 on the same pier module as the transverse slide bar 2173. One end of the spring 2174 is fixedly connected to the transverse slide bar 2173 and the other end is fixedly connected to the first pier module 211 / second pier module 212. The side of the tightening tenon 2172 away from the transverse slide bar 2173 and the spring 2174 is adapted to wedge-shaped with the rotating end of the insert 216 on another pier module and drive the insert 216 to rotate.

[0107] When the first pier module 211 and the second pier module 212 are in contact, the unlocking tenon 2171 drives the spring 2174 to move the transverse slide 2173 toward the tightening tenon 2172, and causes the tightening tenon 2172 to be inserted into another pier module. The tightening tenon 2172 drives the insert 216 to rotate and insert into the groove 218 on the pier module where the tightening tenon 2172 is located, thereby locking the adjacent first pier module 211 and second pier module 212.

[0108] The insert strip 216 can be embedded in the first pier module 211 / second pier module 212 in an arc direction in the horizontal plane under the action of the pre-locking component 217, which improves the pull-out resistance between the first pier module 211 and the second pier module 212. This facilitates further locking of the connection between the first pier module 211 and the second pier module 212 when they are connected, making the connection between the first pier module 211 and the second pier module 212 more firm and stable, thereby obtaining a more stable hollow pier structure.

[0109] Furthermore, it should be understood that although this specification describes embodiments, not every embodiment contains only one independent technical solution. This narrative style is merely for clarity. Those skilled in the art should consider the specification as a whole, and the technical solutions in each embodiment can also be appropriately combined to form other embodiments that can be understood by those skilled in the art.

Claims

1. A hollow bridge pier structure capable of modular prefabricated segmental assembly and self-resetting, characterized in that: It includes a pier (1), a bridge pier segment (2) and an upper segment (3) stacked from bottom to top. The bridge pier segment (2) is a hollow column with a square ring cross-section. Furthermore, the pier segment (2) includes three types of prefabricated modules. The pier segment (2) is formed by splicing the three types of prefabricated modules to form a multi-layer segment layer (21) with consistent specifications. The surface of any one of the three types of prefabricated modules is a plane. Each of the prefabricated modules located in the same segment layer (21) is interlocked with each other by mortise and tenon joints. Any two adjacent segment layers (21) in the multi-layer segment layer (21) are stacked after being rotated 90° along the central axis of the hollow column. Separate precast steel shear keys (4) are provided between two adjacent segment layers (21), between segment layer (21) and pile cap (1), and between upper segment (3) and segment layer (21). The precast steel shear keys (4) are used to longitudinally connect two adjacent segment layers (21) / segment layer (21) and pile cap (1) / upper segment (3) and segment layer (21). The three types of prefabricated modules are a first pier module (211), a second pier module (212), and a third pier module (213). The first pier module (211) and the second pier module (212) are also provided with a strip (216) and a pre-locking component (217) at the tenon and mortise joint. The strip (216) is rotatably installed on the first pier module (211) / second pier module (212). The pre-locking component (217) is used to drive the strip (216) to be horizontally and arc-shapedly embedded into the second pier module (212) / first pier module (211) when the first pier module (211) and the second pier module (212) are connected. The first pier module (211), the second pier module (212) and the third pier module (213) are provided with multiple threaded connection holes (214) on their upper and lower surfaces. Multiple corrugated steel pipes (215) are also prefabricated and installed through the first pier module (211), the second pier module (212), and the third pier module (213). The maximum sum of the number of threaded connection holes (214) and corrugated steel pipes (215) allowed to be opened on the surfaces of the first pier module (211), the second pier module (212), and the third pier module (213) all satisfy the following calculation formula: Maximum value = L×W×d×n / [(l-2a)×(h-2a)+(w-2a)×(d-2a)]; Where L, W, h, w, and d are the length, width, upper surface thickness, lower surface thickness, and height of the first pier module (211), the second pier module (212), and the third pier module (213), respectively; n is the maximum number of connection holes supported by a single pier module; and a is the radius of the threaded connection hole (214).

2. The hollow bridge pier structure according to claim 1, which enables modular prefabricated segmental assembly and self-resetting, is characterized in that: The first pier module (211), the second pier module (212), and the third pier module (213) are all rectangular parallelepipeds. The upper and lower opposite sides / left and right opposite sides of the segment layer (21) are formed by the first pier module (211) and the second pier module (212) being mortised and tenoned together along the bridge direction. The two sides corresponding to the wide side of the third pier module (213) are respectively mortised and tenoned together with the first pier module (211) and the second pier module (212) along the bridge direction.

3. A hollow bridge pier structure capable of modular prefabricated segmental assembly and self-resetting according to claim 2, characterized in that: Multiple connecting holes on the same surface of the first pier module (211), the second pier module (212), and the third pier module (213) are used for threaded assembly of the precast steel shear keys (4). Multiple connecting holes on opposite surfaces of the first pier module (211), the second pier module (212), and the third pier module (213) are used for insertion and embedding of the precast steel shear keys (4) during the segmented stacking process.

4. A hollow bridge pier structure capable of modular prefabricated segmental assembly and self-resetting according to claim 2, characterized in that: The hollow pier structure also includes a main steel bar (5) and a prestressed steel bar (6) anchored at the bottom of the pier cap (1). The corrugated steel pipe (215) is used for embedding the main steel bar (5) and the prestressed steel bar (6). The two adjacent segments (21) / segments (21) and pier cap (1) / upper segments (3) and segments (21) are longitudinally connected by the main steel bar (5) and the prestressed steel bar (6).

5. A hollow bridge pier structure capable of modular prefabricated segmental assembly and self-resetting according to claim 2, characterized in that: Epoxy resin is applied to the contact surfaces between two adjacent segment layers (21) and to the tenon and mortise joints of the first pier module (211), the second pier module (212), and the third pier module (213) located in the same segment layer (21).

6. A hollow bridge pier structure capable of modular prefabricated segmental assembly and self-resetting according to claim 4, characterized in that: The gap between the corrugated steel pipe (215) and the prestressed steel bar (6) is filled with high-strength grout, and the gap between the corrugated steel pipe (215) and the main steel bar (5) is filled with ultra-high performance concrete. The pier segment (2) is connected to the main steel bar (5) and the prestressed steel bar (6) by high-strength grout and ultra-high performance concrete.

7. A hollow bridge pier structure capable of modular prefabricated segmental assembly and self-resetting according to claim 6, characterized in that: The optimal spacing between two threaded connection holes (214) on the same surface satisfies the following calculation formula: Optimal spacing = min(L / 2, W / 2, h / 2, d / 2); Where L, W, h, w, and d represent the length, width, upper surface thickness, lower surface thickness, and height of the pier module, respectively.

8. A hollow bridge pier structure capable of modular prefabricated segmental assembly and self-resetting according to any one of claims 3-5, characterized in that: In the two adjacent segment layers (21), any pier module in the upper segment layer (21) is stacked on the two pier modules in the lower segment layer (21), and the joint positions between the pier modules in the two adjacent segment layers (21) do not overlap.

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