Construction method of full-prestress pier with externally-arranged replaceable dampers

Abstract

The invention discloses a construction method of a full-prestress pier with external replaceable dampers, which comprises the following steps of: firstly, presetting a tenon-and-mortise butt joint structure of a prefabricated pier body section and a cover beam, a shear key, a longitudinal prestress hole channel, a damper clamping groove and a detection channel; and then field leveling, cushion layer laying, bearing platform pouring, pier body section hoisting and butt joint, prestressed steel beam penetrating and tensioning, hole channel grouting and in-vitro energy dissipation damper installation are conducted, and finally data collection is completed through a detection channel and the channel is blocked. The comprehensive effects of efficient and convenient construction, stable and anti-seismic structure and convenient later-stage detection and maintenance are achieved by presetting an adaptive structure in the prefabricated part, standardizing bearing platform construction, performing accurate butt joint installation and prestress application, matching a damper and a protection device and reserving a detection channel.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of bridge pier construction, in particular to an external replaceable damper full-prestressed bridge pier construction method. BACKGROUND

[0002] The external replaceable damper full-prestressed bridge pier construction technology is a key technical direction of bridge engineering prefabricated assembly construction. Through the modular assembly of the prefabricated pier body segment and the cap beam, the prestress system application and the external damper configuration, the high bearing capacity, strong earthquake resistance and construction convenience of the bridge pier structure are realized, and the external replaceable damper full-prestressed bridge pier construction technology is widely used in various bridge engineering such as highway and railway.

[0003] The construction quality and use performance of the full-prestressed bridge pier are the core factors affecting the overall safety of the bridge. However, in the traditional full-prestressed bridge pier construction, there are many problems to be solved. The prefabricated segment butt joint depends on the conventional splicing mode, the fitting precision of the mortise and tenon structure and the shear key is insufficient, which limits the overall integrity and stability of the structure; the prestress application process lacks a precise feedback mechanism, the steel strand tensioning state is difficult to control in real time, and uneven stress problems are prone to occur; the damper is mostly designed in an internal type, which is inconvenient to install and disassemble, has high replacement and maintenance cost in the later period, lacks effective protection measures, and is easily affected by environmental erosion to affect the service life; at the same time, the detection channel in the traditional construction scheme is not reasonably designed, and it is difficult to monitor the stress state of the prestressed steel strand and the working condition of the damper in real time, so that the structure hidden danger cannot be found in time.

[0004] Therefore, it is necessary to design an external replaceable damper full-prestressed bridge pier construction method to solve the problems of low precision of prefabricated segment butt joint, inconvenience of damper replacement and maintenance, and insufficient protection performance in the traditional construction. SUMMARY

[0005] In view of this, the present application provides an external replaceable damper full-prestressed bridge pier construction method, which aims to solve the problems of low precision of prefabricated segment butt joint, inconvenience of damper replacement and maintenance, and insufficient protection performance in the traditional construction.

[0006] In one aspect, the present application provides an external replaceable damper full-prestressed bridge pier construction method, comprising: The prefabricated pier body segment and the cap beam, a fixed seat installation position is pre-set on the top of the cap beam, a mortise and tenon type butt joint structure is arranged on the end face of the pier body segment, and a shear key is pre-set at the butt joint of adjacent pier body segments; a longitudinal prestress hole is arranged inside the pier body segment, a longitudinal prestress hole matched with the prestress hole of the pier body segment is arranged inside the cap beam, and the prestress hole is used for penetrating a continuous longitudinal prestress steel strand; and a damper clamping groove and a detection channel are arranged on the side face of the pier body segment; Level the construction site and lay a concrete foundation. On the concrete foundation, build a steel formwork according to the preset size of the foundation and lay a foundation steel mesh. Weld positioning parts with tapered guide structures at the preset positions of the foundation steel mesh. Lay prestressed anchor seats next to the positioning parts. After laying, pour foundation concrete and cure it to the preset strength to form the foundation. The pier segments are hoisted in the installation sequence, and adjacent pier segments are connected by mortise and tenon structures and shear keys. The longitudinal prestressed steel strands are passed through the prestressed ducts of the abutment, pier segments and cap beam. The tension of the steel strands is adjusted and prestress is applied by anchoring seats and fixing seats. The prestressed ducts are grouted and the segment joints are sealed. The external energy dissipation damper is detachably installed into the damper slot on the side of the segment, and a segmented protective cover is installed on the outside of the external energy dissipation damper. The probe is inserted through the detection channel set in the pier segment. The probe is used to collect data on the stress state of the steel strand and the data on the cooperation between the external energy dissipation damper and the slot. After the detection is completed, a sealing component is installed at the opening of the detection channel.

[0007] Furthermore, when prefabricating pier segments and cap beams, this includes: Positioning fixtures are used to fix the prestressed duct pipes and damper slot forming parts so that the relative positions of each component meet the preset parameters; Concrete is poured in layers, and each layer is vibrated and compacted after pouring. After the concrete has been cured for a preset time, the mold and positioning fixtures are removed, and high-pressure air is used to blow away any remaining debris inside the prestressed ducts and damper slots.

[0008] Furthermore, during on-site construction of the foundation, the following are included: Erect steel formwork according to the preset dimensions of the foundation, and apply release agent to the inner wall of the steel formwork. The steel bars of the foundation steel mesh are fixed at their intersections by binding. The bottom of the prestressed anchorage is provided with a pre-embedded steel plate, which is welded and fixed to the reinforcing mesh of the foundation. The top of the prestressed anchorage is provided with a through hole adapted to the longitudinal prestressed steel strand. Concrete is poured continuously in layers according to thickness. After each layer is poured, it is vibrated to compact it. After the concrete has cured to the preset strength, the steel formwork is removed. The residual concrete on the top of the positioning component and inside the perforation of the anchor seat is cleaned with a wire brush. A protective ring is welded around the positioning component.

[0009] Furthermore, during the hoisting of the pier segments and the application of prestress, the following steps are taken: The pier segments were lifted using hoisting equipment, and the verticality of the segments was monitored and adjusted in real time using a level during the lowering process. After adjacent segments are connected to shear keys through mortise and tenon joints, temporary fasteners are welded at the segment joints; the pre-treated longitudinal prestressed steel strands are sequentially passed through the prestressed ducts of the pier cap, pier segments and cap beam. Anchoring clamps are installed on the prestressed anchorage of the pier cap. The anchoring clamps are in contact with the upset heads of the longitudinal prestressed steel strands. Fixing seats are installed on the top of the cap beam. The tension of the steel strands is adjusted and prestress is applied through the fixing seats. After tensioning is completed, an air vent valve is installed at the high end of the prestressed duct. Grouting material is then injected into the duct, and the air inside the duct is discharged through the air vent valve while maintaining pressure. Clean the surface of the segment joint, attach sealing tape to both sides of the joint, and use a grouting gun to inject grout along the length of the joint until the grouting material overflows from the top of the joint. Use a scraper to smooth out the excess grouting material on the surface of the joint.

[0010] Furthermore, when installing an external energy dissipation damper and providing protection, the following are included: The external energy dissipation damper is aligned with the damper slot on the side of the pier segment and pushed in. It is then fixed by the elastic claws on the inner wall of the slot and the snap-fit ​​protrusions on the outer wall of the damper. The number of segments of the segmented protective cover is matched with the number of external energy-dissipating dampers installed. The protective cover segments cover the dampers from the top of the segment downwards, and adjacent protective cover segments interlock through the splicing grooves on the edges. Buckles are installed at the joints of the segmented protective cover segments, and the buckles pass through the reserved holes in the joint groove to fix adjacent segments. The bottom of the protective cover is fastened to the surface of the pier segment by bolts.

[0011] Furthermore, when collecting and blocking data through the detection channel, this includes: The inspection channel is arranged parallel to the direction of the prestressed duct, with one end connected to the prestressed duct and the other end extending to the outer surface of the pier segment with a threaded opening. Select a testing tool whose probe size matches the testing channel, and insert the probe into the testing channel through the threaded opening; slowly advance the probe along the testing channel to the prestressed duct position, and collect the stress state data of the longitudinal prestressed steel strands; Pull out the probe and adjust its direction, then reinsert it into the detection channel to the position of the external energy dissipation damper, and collect the matching data between the damper and the slot; After the test is completed, remove the probe and install a threaded plug at the threaded opening of the test channel to seal the opening through the threaded connection.

[0012] Furthermore, when using positioning fixtures to fix the prestressed duct pipe and the damper slot forming part, the following are included: The fixing parameters of the positioning fixture are preset, including the fitting gap threshold between the positioning fixture and the inner wall of the mold, the bolt tightening torque threshold, and the positioning pin insertion depth threshold. The positioning fixture is fitted to the inner wall of the mold, and the position of the fixture is initially fixed by the positioning pin. A laser rangefinder is used to detect the deviation between the fixture and the mold baseline. Compare the deviation value with the preset deviation threshold: When the deviation value is less than or equal to the deviation threshold, the positioning fixture is tightened with bolts according to the preset torque threshold to complete the fixing. When the deviation value is greater than the deviation threshold, adjust the position of the positioning fixture, re-detect the deviation value, and tighten the bolts only after the deviation value is less than or equal to the deviation threshold. After fixing, a dial indicator is used to check the axial deviation between the prestressed duct pipe and the damper slot molding part, with a preset axial deviation threshold: When the axis deviation is less than or equal to the axis deviation threshold, the positioning is deemed qualified; When the axis deviation is greater than the axis deviation threshold, loosen the positioning fixture bolts, fine-tune the position of the pipe and the molded part, and re-inspect until the axis deviation is less than or equal to the axis deviation threshold.

[0013] Furthermore, when adjusting the tension of the steel strand and applying prestress through the fixing seat, the following steps are included: The design stress value, first stress difference threshold, second stress difference threshold, and theoretical elongation of the longitudinal prestressed steel strands are preset. Stress sensors are used to monitor the tension stress of the steel strands in real time, and the difference between the actual stress and the design stress is calculated. Adjust the tensioning operation based on the difference between the actual stress and the design stress: When the difference between the actual stress and the design stress is less than or equal to the first stress difference threshold, the current tensioning speed is maintained and prestress is continued to be applied. When the difference between the actual stress and the design stress is greater than the first stress difference threshold and less than or equal to the second stress difference threshold, the tensioning speed is reduced to the preset first tensioning speed, and stress changes are continuously monitored. When the difference between the actual stress and the design stress is greater than the second stress difference threshold, tensioning is paused, and the prestressing ducts are checked for unobstructed flow and the anchoring clamps are properly fitted. After troubleshooting, tensioning is restarted. Simultaneously, displacement sensors are used to collect the actual elongation of the steel strand, calculate the deviation rate between the actual elongation and the theoretical elongation, and preset a deviation rate threshold. When the deviation rate is less than or equal to the deviation rate threshold, the tensioning is deemed to have met the standard. When the deviation rate exceeds the deviation rate threshold, stop tensioning, check the pre-tensioning data of the steel strand, adjust the tensioning parameters, and then re-tension.

[0014] Furthermore, when the bottom of the protective cover is fastened to the surface of the pier segment by bolts, it includes: Pre-set bolt tightening torque value, torque difference threshold, and bolt exposed thread length threshold; Tighten the bolts at the bottom of the protective cover using a torque wrench, monitor the bolt tightening torque in real time, and calculate the difference between the actual tightening torque and the preset tightening torque value. The tightening condition is determined by the difference between the actual tightening torque and the preset tightening torque value: When the difference between the actual tightening torque and the preset tightening torque value is less than or equal to the torque difference threshold, the bolt is considered to be tightened successfully. When the difference between the actual tightening torque and the preset tightening torque value is greater than the torque difference threshold, tighten or loosen the bolts, and re-monitor the torque until the difference between the actual tightening torque and the preset tightening torque value is less than or equal to the torque difference threshold. After tightening, check the length of the bolt threads exposed: When the exposed thread length of the bolt meets the thread length threshold, the installation is deemed qualified; When the exposed thread length of the bolt is less than the minimum number of threads required by the thread length threshold, or when the exposed thread length of the bolt is greater than the maximum number of threads required by the thread length threshold, replace the bolt with the corresponding length and re-tighten and test. At the same time, a rubber sealing gasket is laid at the bottom of the protective cover where it fits against the surface of the segment.

[0015] Furthermore, after collecting the stress state data of the longitudinal prestressed steel strands and the matching data of the damper and the slot, the following is also included: A pre-defined acceptable data range is established, which includes the stress fluctuation range of the steel strands and the damper fitting clearance range. The collected stress data of the steel strands were compared with the acceptable stress range, and the damper fit clearance data were compared with the acceptable clearance range. When the steel strand stress data is within the range of steel strand stress fluctuation and the damper fitting clearance data is within the range of damper fitting clearance, the test is deemed qualified, and the test data is stored in association with the component number and test time. If the stress data of the steel strand is less than the minimum value of the stress fluctuation range of the steel strand but greater than the maximum value of the stress fluctuation range of the steel strand, or if the damper fitting clearance data is less than the minimum value of the damper fitting clearance range but greater than the maximum value of the damper fitting clearance range, the test is deemed unqualified. If the stress data of the steel strands is not up to standard, re-check the grouting density of the prestressed ducts and add grouting if necessary. If the damper clearance data is not up to standard, fine-tune the position of the damper or replace the elastic jaw, and re-collect the data until it is up to standard. After all the test data are qualified, a test report is generated, which includes the component number, test parameters, qualified status and processing records, and serves as the basis for construction acceptance.

[0016] Compared with the prior art, the beneficial effects of the present invention are as follows: By arranging matching longitudinal prestressed ducts inside the precast pier segments and the cap beam, and threading continuous longitudinal prestressed steel strands, with the precise control of the anchorage seat and the fixed seat, not only the uniformity and stability of the prestress application are ensured, but also when the pier undergoes displacement under the action of an earthquake, the elastic restoring force of the steel strands can be used to achieve the self-resetting of the pier, greatly improving the seismic resetting ability of the structure; The mortise and tenon type docking structure set at the end face of the pier segment and the shear keys preset at the docking place effectively improve the docking accuracy and integrity of adjacent segments, significantly enhance the shear resistance between segments, and avoid the problem of insufficient structural stability caused by the traditional splicing method; The external energy dissipation damper made of zinc-aluminum alloy, relying on the excellent corrosion resistance of the material itself, can adapt to the harsh outdoor environment without additional complex anti-corrosion treatment. At the same time, its detachable installation design in the damper slot on the side of the pier segment solves the problems of inconvenient installation and disassembly of the traditional built-in damper and high later replacement and maintenance costs. Moreover, when a strong earthquake occurs, the external energy dissipation damper can dissipate a large amount of seismic energy through its own deformation, avoiding damage to the main structure of the pier due to violent vibration, and achieving the effect of "damping to reduce vibration and protecting the main body"; The detection channels preset in the pier segment can be conveniently inserted with probes to collect the stress state of the prestressed steel strands and the data of the cooperation with the damper slot, solving the problem that it is difficult to monitor the state of the key parts of the structure in real time in the later stage of traditional construction, providing reliable data support for the structural safety operation and maintenance, and further ensuring the stability and safety of the long-term use of the pier. Brief Description of the Drawings

[0017] By reading the following detailed description of the preferred embodiments, various other advantages and benefits will become clear to those of ordinary skill in the art. The drawings are only for the purpose of showing the preferred embodiments and are not considered to be a limitation of the present invention. Moreover, throughout the drawings, the same reference numerals are used to represent the same components. In the drawings: Figure 1 It is a flow chart of the construction method of an external replaceable damper full prestressed pier provided by an embodiment of the present invention. Detailed Embodiments

[0018] Exemplary embodiments of the present disclosure will now be described in more detail with reference to the accompanying drawings. While exemplary embodiments of the present disclosure are shown in the drawings, it should be understood that the present disclosure may be implemented in various forms and should not be limited to the embodiments set forth herein. Rather, these embodiments are provided to enable a more thorough understanding of the present disclosure and to fully convey the scope of the disclosure to those skilled in the art. It should be noted that, unless otherwise specified, embodiments and features in the embodiments of the present invention can be combined with each other. The present invention will now be described in detail with reference to the accompanying drawings and embodiments.

[0019] Reference Figure 1 In some embodiments of this application, a construction method for a fully prestressed bridge pier with an externally replaceable damper includes the following steps: Step S100: Precast pier segments and cap beams; pre-set fixed seat installation positions on the top of the cap beams; set mortise and tenon joint structures on the end faces of the pier segments; pre-set shear keys at the joints of adjacent pier segments; arrange longitudinally continuous prestressed ducts inside the pier segments; arrange longitudinal prestressed ducts matching the prestressed ducts in the cap beams; the prestressed ducts are used to thread continuous longitudinal prestressed steel strands; at the same time, set damper slots and inspection channels on the sides of the pier segments. Step S200: Level the construction site and lay a concrete foundation. On the concrete foundation, build a steel formwork according to the preset dimensions of the foundation and lay a foundation steel mesh. Weld positioning parts with tapered guide structures at the preset positions of the foundation steel mesh. Lay prestressed anchor seats next to the positioning parts. After laying, pour foundation concrete and cure it to the preset strength to form the foundation. Step S300: Hoist the pier segments according to the installation sequence, connect adjacent pier segments with the shear key through the tenon and mortise structure, pass the longitudinal prestressed steel strands through the prestressed ducts of the abutment, pier segments and cap beam, adjust the tension of the steel strands and apply prestress through the anchor and fixed seats, and grout the prestressed ducts and seal the segment joints. Step S400: The external energy dissipation damper is detachably installed into the damper slot on the side of the segment, and a segmented protective cover is installed on the outside of the external energy dissipation damper. Step S500: Insert the probe through the detection channel set in the pier segment. The probe is used to collect data on the stress state of the steel strands and the data on the fit between the external energy dissipation damper and the slot. After the detection is completed, install the sealing part at the opening of the detection channel.

[0020] Specifically, step S100 involves using precast concrete pier segments and cap beams that meet the design strength grade, precisely reserving installation positions for the top fixing seats of the cap beams, forming mortise and tenon joint structures on the end faces of the pier segments, and pre-setting shear keys at the joints of adjacent segments. Simultaneously, longitudinally continuous prestressed ducts are laid inside the pier segments, and matching longitudinal prestressed ducts (for threading continuous longitudinal prestressed steel strands) are laid inside the cap beams. Damper slots and inspection channels are integrally formed on the sides of the pier segments to ensure the forming accuracy of each structure. Step S200 involves first leveling the construction site and laying a concrete foundation. Steel formwork is then erected above the foundation according to the dimensions of the pier cap, and a steel reinforcement mesh is laid. Positioning components with tapered guide structures are welded at the pre-set positions of the steel reinforcement mesh, and prestressed anchor seats are installed on the sides. After pouring the concrete, it is cured with appropriate humidity until the pre-set strength is achieved, ensuring the accurate positioning of the positioning components and anchor seats. Step S300 involves using hoisting equipment to lift the piers sequentially. Before lowering the pier segments, the joint surfaces of the segments are cleaned. Adjacent segments are joined using mortise and tenon joints and shear keys. The longitudinal prestressed steel strands are passed through the prestressing ducts of the abutment, pier segments, and cap beam without bending or damage. The tension of the steel strands is adjusted and prestress is applied using anchorages and fixing seats. Then, high-strength non-shrink grout is used to grout the prestressing ducts (ensuring the ducts are dense). The segment joints are sealed with waterproof sealant. In step S400, the external energy dissipation damper made of zinc-aluminum alloy is precisely aligned and detachably installed on the side of the pier segment through the slot. Then, a segmented protective cover made of corrosion-resistant metal is covered on the outside of the damper to achieve comprehensive protection. In step S500, a stress sensor and gap detection probe adapted to the detection channel are selected. After insertion through the detection channel, data on the stress state of the steel strands and the cooperation data between the damper and the slot are collected. After the detection is completed, the opening of the detection channel is sealed with a waterproof threaded plug to prevent rainwater from seeping in and affecting the durability of the structure.

[0021] The above embodiments, by arranging matching longitudinal prestressed ducts inside the precast pier segments and cap beams, and threading continuous longitudinal prestressed steel strands, combined with precise control of anchorages and fixing seats, not only ensure the uniformity and stability of prestress application, but also enable the pier to self-reset using the elastic restoring force of the steel strands when the pier shifts under seismic loads, significantly improving the structure's seismic recovery capability. The mortise and tenon joint structure and the pre-set shear keys at the joints of the pier segments effectively improve the connection accuracy and integrity of adjacent segments, significantly enhancing the shear resistance between segments and avoiding the structural instability problems caused by traditional splicing methods. The external energy-dissipating dampers made of zinc-aluminum alloy, thanks to the material's excellent corrosion resistance, require no additional... The complex external anti-corrosion treatment allows it to adapt to harsh outdoor environments. Meanwhile, its detachable damper slot design, installed on the side of the pier segment, solves the problems of inconvenient installation and disassembly, and high maintenance costs associated with traditional built-in dampers. Furthermore, in the event of a strong earthquake, this external energy-dissipating damper can dissipate a large amount of seismic energy through its own deformation, preventing damage to the main pier structure from severe vibrations, achieving the effect of "reducing vibration through energy dissipation and protecting the main structure." The pre-set detection channels in the pier segment allow for convenient insertion of probes to collect data on the stress state of the prestressed steel strands and the interaction with the damper slots. This solves the problem of difficulty in real-time monitoring of key structural components in the later stages of traditional construction, providing reliable data support for structural safety operation and maintenance, and further ensuring the long-term stability and safety of the pier.

[0022] Specifically, when prefabricating pier segments and cap beams, this includes: Positioning fixtures are used to fix the prestressed duct pipes and damper slot forming parts so that the relative positions of each component meet the preset parameters; Concrete is poured in layers, and each layer is vibrated and compacted after pouring. After the concrete has been cured for a preset time, the mold and positioning fixtures are removed, and high-pressure air is used to blow away any remaining debris inside the prestressed ducts and damper slots.

[0023] Specifically, when precasting pier segments and cap beams, the inner wall of the mold is first cleaned, polished, and coated with a release agent. Then, the positioning fixture is adjusted according to the preset positions and axial deviations in the design drawings. After the prestressed duct pipes and damper slot forming parts are accurately placed into the mold, the positioning fixture is used with positioning pins for auxiliary fixation to ensure that the pipe axis is straight, the slot forming parts are in contact with the mold reference surface, and the relative positions of each component strictly conform to the preset parameters. The concrete is selected according to the mix proportion that meets the design strength grade and is continuously poured in layers with a thickness of 30-50cm. After each layer is poured, an immersion vibrator is immediately used for compaction, following the principle of quick insertion and slow withdrawal during vibration. Therefore, the vibration spacing should not exceed the effective radius of the vibrator to avoid defects such as honeycomb and pitting caused by under-vibration or over-vibration. After the concrete is poured, cover it with a moisturizing film before initial setting. Adjust the curing measures according to the ambient temperature. When the temperature is below 5℃, take heat preservation protection measures. The curing time should not be less than the preset number of days (usually not less than 7 days). After the concrete strength reaches more than 75% of the design strength, remove the mold and positioning fixtures. Finally, use high-pressure air with a pressure of 0.5-0.8MPa to repeatedly blow along both ends of the prestressed duct and inside the damper slot to thoroughly remove residual concrete debris, dust and other impurities, ensuring that the duct is unobstructed and the inner wall of the slot is clean.

[0024] The above embodiments, through precise fixing of the prestressed duct pipes and damper slot molding components using positioning fixtures, effectively ensure that the relative positions of each component strictly match the preset parameters, laying the foundation for the smooth insertion of prestressed steel strands and the precise installation of external energy-dissipating dampers. The use of layered pouring and vibration compaction treatment can avoid quality defects such as honeycomb, pitting, and voids in the concrete, improving the structural density and load-bearing capacity of the precast components. After the concrete is cured according to specifications, the molds and positioning fixtures are removed, and residual debris is blown away with high-pressure air. This ensures that the prestressed ducts are unobstructed and the inner walls of the damper slots are clean, while also reducing the interference of debris on subsequent construction, further guaranteeing the forming quality, dimensional accuracy, and long-term durability of the precast pier segments and cap beams.

[0025] Specifically, the on-site construction of the foundation includes: Erect steel formwork according to the preset dimensions of the foundation, and apply release agent to the inner wall of the steel formwork; The steel bars of the foundation concrete mesh are fixed at their intersections by binding. The bottom of the prestressed anchorage is provided with a pre-embedded steel plate, which is welded and fixed to the steel mesh of the foundation. The top of the prestressed anchorage is provided with a through hole adapted to the longitudinal prestressed steel strand. Concrete is poured continuously in layers according to thickness. After each layer is poured, it is vibrated to compact it. After the concrete has cured to the preset strength, the steel formwork is removed. The residual concrete on the top of the positioning component and inside the perforation of the anchor seat is cleaned with a wire brush. A protective ring is welded around the positioning component.

[0026] Specifically, during on-site construction of the foundation, firstly, select steel formwork of sufficient strength according to the pre-set dimensions of the foundation. Erect the formwork according to the marked lines and fix it to the supports with tie bolts, ensuring tight joints and that the verticality and planar dimensions meet design requirements. Then, evenly apply a thin, continuous layer of release agent to the inner wall of the steel formwork, avoiding excessive application that could lead to lumps or missed areas causing adhesion. The foundation reinforcement mesh is laid out according to the designed spacing, with double-stranded wire tied in a figure-eight pattern at the intersections of the reinforcement bars, ensuring a firm and secure binding. The spacing between binding points should not exceed 20cm. The embedded steel plate at the bottom of the prestressed anchorage needs to be rust-removed before being fully welded to the foundation reinforcement mesh. During welding, control the current to avoid burning the reinforcement bars. The top of the anchorage should be open... The perforation size is designed to match the diameter of the longitudinal prestressed steel strands, with a 2-3mm gap reserved for easy installation of the steel strands. Concrete is poured continuously in layers of 30-50cm thickness. After each layer is poured, an immersion vibrator is used to compact it. The vibrator is inserted 5-10cm into the lower layer of concrete and vibrated until the surface is covered with slurry and no air bubbles escape. Avoid under-vibration or over-vibration. After the concrete is poured, it is covered with a moisture-retaining material for curing. When the ambient temperature is below 5℃, heat preservation measures are taken. After curing to more than 75% of the design strength, the steel formwork is removed. Then, the top of the positioning component and the residual concrete debris and laitance in the perforation of the anchor seat are carefully cleaned with a wire brush. Finally, a ring-shaped protective ring is welded around the positioning component to prevent the positioning component from being damaged or obstructed by debris during subsequent construction.

[0027] In the above embodiments, by constructing steel formwork according to preset dimensions and applying release agent, the formwork joints are ensured to be tight and demolding is smooth, avoiding defects such as sticking to the foundation surface and ensuring a smooth appearance. The intersections of the foundation's steel reinforcement mesh are fixed by binding, enhancing the overall stability of the steel reinforcement mesh and ensuring uniform force transmission to the foundation. The prestressed anchorage is fixed to the foundation's steel reinforcement mesh by welding with the bottom embedded steel plate, ensuring accurate installation of the anchorage. The perforated design at the top to accommodate the steel strands provides a reliable guarantee for the subsequent longitudinal prestressed steel strand insertion and tensioning. Concrete is poured in layers of thickness and vibrated to ensure compaction, effectively avoiding quality problems such as honeycomb and pitting in the concrete, and improving the density and load-bearing capacity of the foundation structure. After the concrete has cured to the preset strength, the formwork is removed, and residual concrete on the top of the positioning components and in the perforations of the anchorage is cleaned with a wire brush. At the same time, a protective ring is welded around the positioning components to ensure that the positioning components and anchorages are clean and unobstructed, and to prevent damage during subsequent construction, thus comprehensively ensuring the construction quality of the foundation and the accuracy and stability of its connection with subsequent pier segments.

[0028] Specifically, the hoisting and prestressing of the pier segments includes: The pier segments were lifted using hoisting equipment, and the verticality of the segments was monitored and adjusted in real time using a level during the lowering process. After adjacent segments are connected to shear keys through mortise and tenon joints, temporary fasteners are welded at the segment joints; the pre-treated longitudinal prestressed steel strands are sequentially passed through the prestressed ducts of the pier cap, pier segments and cap beam. Anchoring clamps are installed on the prestressed anchorage of the pier cap. The anchoring clamps are in contact with the upset heads of the longitudinal prestressed steel strands. Fixing seats are installed on the top of the cap beam. The tension of the steel strands is adjusted and prestress is applied through the fixing seats. After tensioning is completed, an air vent valve is installed at the high end of the prestressed duct. Grouting material is then injected into the duct, and the air inside the duct is discharged through the air vent valve while maintaining pressure. Clean the surface of the segment joint, attach sealing tape to both sides of the joint, and use a grouting gun to inject grout along the length of the joint until the grouting material overflows from the top of the joint. Use a scraper to smooth out the excess grouting material on the surface of the joint.

[0029] Specifically, when hoisting and applying prestress to the pier segments, lifting lugs are first pre-set on the pier segments according to the designed lifting point positions. A crane with a rated lifting capacity matching the design is selected for hoisting. Before hoisting, loose rust and debris are cleaned from the segment joint surfaces. During lowering, a laser level is used to monitor the segment's verticality in real time. If the deviation exceeds the specification limit (usually no more than 0.3%), the sling length is immediately fine-tuned using the hoisting equipment to ensure precise segment placement. After adjacent segments are joined with shear keys using mortise and tenon joints, temporary steel plate fasteners are welded at 50-80cm intervals on the outside of the segment joints to prevent segment displacement during subsequent construction. Then, the pre-treated longitudinal prestressed steel strands (rust removal, anti-corrosion grease application) are smoothly passed through the prestressing ducts of the pier cap, pier segments, and cap beam using traction equipment, avoiding bending or scratching of the steel strands. Anchor clamps are precisely installed on the prestressed anchor seats of the pier cap to ensure that the clamps are aligned with the longitudinal prestressed steel strands. The upset heads of the stress steel strands are tightly fitted without gaps. Tensioning fixing seats are installed at the corresponding positions on the top of the cap beam. The tension of the steel strands is adjusted in stages and prestress is applied by cooperating with the fixing seats using jacks. After each stage of tensioning, the pressure is stabilized for 3-5 minutes until the design stress value is reached. After tensioning, an air vent valve is installed at the high point of the prestressing duct. High-strength, non-shrink grout is selected and injected from the low point of the duct using a grouting pump. The pressure is controlled at 0.5-1.0 MPa. The air in the duct is completely vented with the help of the air vent valve. After grouting, the pressure is maintained for 10-15 minutes to ensure the duct is dense. Then, the surface of the segment joint is ground and cleaned to remove dust and loose impurities. Waterproof sealing tape is pasted on both sides of the joint to form a closed cavity. High-pressure grouting gun is used to inject grout at a uniform speed along the length of the joint until the grout material continuously overflows from the top of the joint. Immediately, a scraper is used to scrape the excess grout material along the joint surface to ensure that the joint is sealed and smooth without leakage.

[0030] The above embodiments utilize a level to monitor and adjust the verticality of the pier segments in real time during hoisting, ensuring precise segment placement. Temporary fixings are welded after adjacent segments are joined to prevent displacement during subsequent construction and ensure connection stability. Pre-treated longitudinal prestressed steel strands are used in the factory and smoothly pass through each prestressing duct, reducing steel strand damage and installation resistance. Prestressing is applied precisely and controllably through tight fit between anchoring clamps and steel strand upset heads, and graded tension adjustment of the fixing seats. The continuous steel strand design enables the pier to self-reset during earthquakes. Air vents are installed at high points in the prestressing ducts, and grouting is performed to ensure dense grouting and prevent steel strand corrosion. After cleaning the segment joints, sealing tape is applied, grout is injected until the material overflows, and then smoothed to achieve a tight seal, waterproofing, and seepage prevention. At the same time, the mortise and tenon structure and shear keys enhance the segment's shear resistance. Overall, this approach ensures hoisting and docking accuracy, prestressing effect, and structural integrity, while also enhancing the pier's load-bearing capacity, seismic performance, and long-term durability.

[0031] Specifically, when installing and protecting against external energy dissipation dampers, the following are included: The external energy dissipation damper is aligned with the damper slot on the side of the pier segment and pushed in. It is then fixed by the elastic claws on the inner wall of the slot and the snap-fit ​​protrusions on the outer wall of the damper. The number of segments of the segmented protective cover is matched with the number of external energy dissipation dampers installed. The protective cover segments cover the dampers from the top of the segment downwards, and adjacent protective cover segments interlock through the splicing grooves on the edges. Install clips at the joints of the segmented protective cover segments, and fix adjacent segments by passing the clips through the reserved holes in the splicing groove; The bottom of the protective cover is fastened to the surface of the pier segment by bolts.

[0032] Specifically, when installing and protecting the external energy dissipation dampers, first clean the dust and debris from the inner wall of the damper slot on the side of the pier segment. Check the integrity of the outer wall locking protrusions and the elastic claws on the inner wall of the slot of the zinc-aluminum alloy external energy dissipation damper. Align the damper with the slot and push it in smoothly until the elastic claws and locking protrusions are fully engaged and tightened, ensuring that the damper is firmly installed without loosening. Select corrosion-resistant metal segmented protective covers that match the number of dampers to be installed, and install each protective cover segment from the pier segment. The top layer slowly covers downwards along the outer side of the damper, ensuring precise interlocking of the splicing grooves on the edges of adjacent segments and guaranteeing no obvious gaps at the joints. Then, stainless steel clips are used to secure each adjacent protective cover segment through the pre-drilled holes in the splicing grooves, preventing segment displacement. A rubber sealing gasket is pre-laid at the point where the bottom of the protective cover meets the surface of the pier segment. Then, anti-corrosion bolts with appropriate hole diameters are selected and tightened to the bottom of the protective cover and the surface of the segment according to the preset torque, ensuring that the protective cover fully encloses the damper and effectively resists external environmental erosion.

[0033] The above embodiments achieve rapid positioning and secure installation of the external energy-dissipating damper through the precise engagement of the elastic claws on the inner wall of the slot and the engaging protrusions on the outer wall of the damper. The detachable design, combined with convenient disassembly and assembly, significantly reduces subsequent replacement and maintenance costs. The segmented protective cover is matched to the number of dampers installed, forming a tight protective structure through edge splicing grooves, snap-fit ​​fixing, and bottom bolt tightening. This effectively resists external wind, rain, and debris, and, combined with the corrosion-resistant properties of the zinc-aluminum alloy damper itself, further extends the damper's service life. The overall installation method balances stability and convenience, ensuring that the damper can stably perform its energy-dissipating function during strong earthquakes, dissipating seismic energy to protect the main structure of the bridge pier. Simultaneously, comprehensive protective measures guarantee the long-term performance of the damper, improving the overall seismic reliability and durability of the bridge pier.

[0034] Specifically, when collecting data and blocking through the detection channel, this includes: The inspection channel is arranged parallel to the direction of the prestressed duct, with one end connected to the prestressed duct and the other end extending to the outer surface of the pier segment with a threaded opening. Select a testing tool whose probe size matches the testing channel, and insert the probe into the testing channel through the threaded opening; slowly advance the probe along the testing channel to the prestressed duct position, and collect the stress state data of the longitudinal prestressed steel strands; Pull out the probe and adjust its direction, then reinsert it into the detection channel to the position of the external energy dissipation damper, and collect the matching data between the damper and the slot; After the test is completed, remove the probe and install a threaded plug at the threaded opening of the test channel to seal the opening through the threaded connection.

[0035] Specifically, when collecting data and sealing the detection channels, the detection channels are arranged parallel to the direction of the prestressed ducts, with a spacing controlled at 2-3m and a diameter of φ30-40mm. One end is smoothly connected to the prestressed duct without burrs, and the other end extends to the outer surface of the pier segment and is machined with a standard threaded opening. First, select stress sensor probes and gap detection probes with sizes compatible with the detection channels (gap controlled at 0.5-1mm) according to the detection requirements. Before insertion, clean the threaded openings and the surface of the probes of oil and impurities. Smoothly insert the probes into the detection channels through the threaded openings and slowly advance them at a uniform speed along the inner wall of the channels to the corresponding position of the prestressed duct. After pausing for 3-5 seconds to allow the data to stabilize, collect stress values, strain states, and other force data of the longitudinal prestressed steel strands. After collection, slowly withdraw the probe and adjust its detection direction. Reinsert it into the detection channel until it reaches the mating point between the external energy dissipation damper and the slot. Accurately collect mating data such as the gap size and tightness of the fit between the two. After the test is completed, remove the probe, clean any remaining impurities from the threaded opening of the detection channel, wrap waterproof PTFE tape around the threaded sealing part, screw it into the threaded opening of the detection channel and tighten it. The threaded connection achieves a tight seal of the opening, preventing rainwater and moisture from seeping into the channel and corroding the prestressed steel strands or affecting the performance of the damper.

[0036] The above embodiments, through the design of the detection channel being arranged parallel to the prestressed duct with one end connected to the duct and the other end having a pre-reserved threaded opening, combined with a detection probe of appropriate size, can accurately penetrate into key parts of the structure and efficiently collect data on the stress state of the longitudinal prestressed steel strands and the coordination data of the external energy-dissipating damper and the slot. This solves the problem of traditional construction methods that make it difficult to monitor the working status of core components in real time and accurately, providing reliable data support for timely investigation of structural hazards and ensuring the safe operation and maintenance of bridge piers. After the inspection is completed, the opening of the detection channel is tightly sealed by the threaded sealing component, which can effectively prevent rainwater, moisture and debris from seeping in, avoid corrosion of the prestressed steel strands or affecting the performance of the damper, further enhance the structural protection effect, and improve the overall long-term durability and service stability of the bridge pier.

[0037] In a specific embodiment of this application, the above steps are implemented in the following ways: This technology is suitable for bridge pier construction in areas with seismic fortification intensity of 7-9 degrees, including highways, railways, and municipal bridges. It is particularly well-suited for medium-high pier structures (pier height 5-30m, span 10-40m) using a prefabricated assembly construction model. It covers a wide range of construction sites, including plains, hills, and valleys, and is also adaptable to complex environments such as mild corrosion and alternating wet and dry conditions (e.g., coastal suburbs, rainy mountainous areas). Specifically, it is implemented through an integrated approach of "standardized factory prefabrication + on-site modular assembly + precise control throughout the entire process." During the prefabrication stage, high-precision prefabrication of pier segments and cap beams is achieved in a specialized component factory using CNC cutting and positioning equipment. Steam curing is used to accelerate the strength development of the concrete. Before leaving the factory, the components undergo multiple acceptance processes, including dimensional verification and duct unobstructedness testing, to ensure they meet on-site assembly requirements. Flatbed trailers with dedicated fixed supports are used for component transportation to prevent duct deformation and damage to mating surfaces during transport. Before on-site construction, the site is hardened (soft foundations require additional backfill or pile reinforcement), then a concrete cushion layer is laid, and the steel formwork and reinforcing mesh for the pier cap are erected according to the established process. Prestressed anchorages are fixed by welding pre-embedded steel plates, and after pouring, water curing or curing agents are used to ensure the pier cap's strength. Tracked cranes or tower cranes are used for hoisting pier segments, with laser levels and total stations enabling precise three-dimensional positioning. Adjacent segments are quickly joined and welded together using mortise and tenon joints and shear keys. Temporary fasteners are attached, followed by continuous longitudinal prestressed steel strands that have undergone factory rust removal and grease pretreatment. A graded tensioning process is used (tensioning control force is gradually increased by 10%, 30%, 70%, and 100% of the design stress) to ensure uniform prestressing application. After tensioning, permanent protection is formed by grouting through the ducts. Before installation, impurities in the slots of the external energy-dissipating dampers are cleaned. The zinc-aluminum alloy dampers are quickly fixed using elastic claws. The matching segmented protective cover is made of stainless steel and forms a sealed protective system through splicing, interlocking, snap-fit ​​fixing, and bottom bolt tightening. In highly corrosive environments such as coastal areas, an additional anti-corrosion coating can be applied to the inside of the protective cover. High-precision stress sensors and gap detectors are used in the inspection process. The instrument, through preset detection channels spaced 2-3 meters apart, accurately collects data such as steel strand stress and strain, damper fit clearance, etc. After the detection is completed, the channels are sealed with threaded plugs wrapped with waterproof PTFE tape to prevent rainwater and moisture from seeping in. The entire process achieves "precise prefabrication, efficient assembly, comprehensive protection, and convenient monitoring", which not only significantly shortens the on-site construction cycle (by 30% to 50% compared to traditional cast-in-place construction), but also ensures the long-term stability and safety of bridge piers under complex conditions such as strong earthquakes and corrosion through the self-resetting function of continuous prestressed steel strands, the energy dissipation and vibration reduction effect of dampers, and multiple protective measures, fully meeting the comprehensive needs of modern bridge engineering for construction quality, seismic performance, and ease of operation and maintenance.

[0038] The above scenarios are merely preferred embodiments of the present invention and are not intended to limit the present invention. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

[0039] Specifically, when using positioning fixtures to fix the prestressed duct pipe and the damper slot forming part, the following are included: The fixing parameters of the positioning fixture are preset, including the contact gap threshold between the positioning fixture and the inner wall of the mold, the bolt tightening torque threshold, and the positioning pin insertion depth threshold. The positioning fixture is fitted to the inner wall of the mold, and the position of the fixture is initially fixed by the positioning pin. A laser rangefinder is used to detect the deviation between the fixture and the mold baseline. Compare the deviation value with the preset deviation threshold: When the deviation value is less than or equal to the deviation threshold, the positioning fixture is tightened with bolts according to the preset torque threshold to complete the fixing. When the deviation value is greater than the deviation threshold, adjust the position of the positioning fixture, re-detect the deviation value, and tighten the bolts only after the deviation value is less than or equal to the deviation threshold. After fixing, a dial indicator is used to check the axial deviation between the prestressed duct pipe and the damper slot molding part, with a preset axial deviation threshold: When the axis deviation is less than or equal to the axis deviation threshold, the positioning is deemed qualified; When the axis deviation is greater than the axis deviation threshold, loosen the positioning fixture bolts, fine-tune the position of the pipe and the molded part, and re-inspect until the axis deviation is less than or equal to the axis deviation threshold.

[0040] Specifically, when adjusting the tension of the steel strand and applying prestress through the fixing seat, the following steps are included: The design stress value, first stress difference threshold, second stress difference threshold, and theoretical elongation of the longitudinal prestressed steel strands are preset. Stress sensors are used to monitor the tension stress of the steel strands in real time, and the difference between the actual stress and the design stress is calculated. Adjust the tensioning operation based on the difference between the actual stress and the design stress: When the difference between the actual stress and the design stress is less than or equal to the first stress difference threshold, the current tensioning speed is maintained and prestress is continued to be applied. When the difference between the actual stress and the design stress is greater than the first stress difference threshold and less than or equal to the second stress difference threshold, the tensioning speed is reduced to the preset first tensioning speed, and stress changes are continuously monitored. When the difference between the actual stress and the design stress is greater than the second stress difference threshold, tensioning is paused, and the prestressing ducts are checked for unobstructed flow and the anchoring clamps are properly fitted. After troubleshooting, tensioning is restarted. Simultaneously, displacement sensors are used to collect the actual elongation of the steel strand, calculate the deviation rate between the actual elongation and the theoretical elongation, and preset a deviation rate threshold. When the deviation rate is less than or equal to the deviation rate threshold, the tensioning is deemed to have met the standard. When the deviation rate exceeds the deviation rate threshold, stop tensioning, check the pre-tensioning data of the steel strand, adjust the tensioning parameters, and then re-tension.

[0041] Specifically, when the bottom of the protective cover is fastened to the surface of the pier segment using bolts, it includes: Pre-set bolt tightening torque value, torque difference threshold, and bolt exposed thread length threshold; Tighten the bolts at the bottom of the protective cover using a torque wrench, monitor the bolt tightening torque in real time, and calculate the difference between the actual tightening torque and the preset tightening torque value. The tightening condition is determined by the difference between the actual tightening torque and the preset tightening torque value: When the difference between the actual tightening torque and the preset tightening torque value is less than or equal to the torque difference threshold, the bolt is considered to be tightened successfully. When the difference between the actual tightening torque and the preset tightening torque value is greater than the torque difference threshold, tighten or loosen the bolts, and re-monitor the torque until the difference between the actual tightening torque and the preset tightening torque value is less than or equal to the torque difference threshold. After tightening, check the length of the bolt threads exposed: When the exposed thread length of the bolt meets the thread length threshold, the installation is deemed qualified; When the exposed thread length of the bolt is less than the minimum number of threads required by the thread length threshold, or when the exposed thread length of the bolt is greater than the maximum number of threads required by the thread length threshold, replace the bolt with the corresponding length and re-tighten and test. At the same time, a rubber sealing gasket is laid at the bottom of the protective cover where it fits against the surface of the segment.

[0042] Specifically, after collecting the stress state data of the longitudinal prestressed steel strands and the matching data of the damper and the slot, the process also includes: Pre-set the acceptable data range, which includes the stress fluctuation range of steel strands and the damper fitting clearance range; The collected stress data of the steel strands were compared with the acceptable stress range, and the damper fit clearance data were compared with the acceptable clearance range. When the steel strand stress data is within the range of steel strand stress fluctuation and the damper fitting clearance data is within the range of damper fitting clearance, the test is deemed qualified, and the test data is stored in association with the component number and test time. If the stress data of the steel strand is less than the minimum value of the stress fluctuation range of the steel strand but greater than the maximum value of the stress fluctuation range of the steel strand, or if the damper fitting clearance data is less than the minimum value of the damper fitting clearance range but greater than the maximum value of the damper fitting clearance range, the test is deemed unqualified. If the stress data of the steel tendon is unqualified, recheck the grouting density of the prestressed duct and supplement the grouting if necessary; If the data of the damping device clearance is unqualified, finely adjust the position of the damping device or replace the elastic clamping jaw, and re-collect the data until it is qualified; After all the test data are qualified, a test report shall be generated, which includes the component number, test parameters, qualified status and treatment records, and shall be used as the basis for construction acceptance.

[0043] In the above embodiments, by presetting the fixing parameters of the positioning tooling and performing deviation detection and axis calibration, the precise positioning of the prestressed duct pipe and the damping device slot forming part is realized, laying a solid foundation for the smooth threading of the steel tendon and the precise installation of the damping device in the subsequent process, and greatly improving the forming accuracy of the precast component; by presetting the designed stress of the steel tendon, the stress difference threshold and the theoretical elongation, combined with the dual control monitoring of stress and displacement and the hierarchical tensioning adjustment, it is ensured that the prestress application is precise and controllable, and the steel tendon is evenly stressed, fully guaranteeing the overall stress stability of the bridge pier and the self-resetting function during an earthquake; by presetting the bolt tightening torque and the thread length threshold, and combining with the real-time torque monitoring, length verification and the laying of rubber gaskets, the firm and sealed installation of the split protective cover is realized, strengthening the protection effect of the damping device, and further extending the service life in combination with its own corrosion resistance; by presetting the qualified data range, comparing and verifying the stress data of the steel tendon and the damping device clearance data, and taking timely treatment measures such as grouting supplement and fine adjustment when unqualified, and generating a complete test report, the real-time control and closed-loop management of the construction quality are realized, the structural hidden dangers are timely detected, providing a reliable basis for acceptance and later operation and maintenance, and comprehensively improving the construction quality, structural safety and long-term durability of the bridge pier.

[0044] In the specific embodiments of the present application, the implementation scenarios of the above steps are as follows: This system is suitable for the construction of prefabricated bridge piers in areas with seismic fortification intensity of 7-9 degrees, including highways, railways, and municipal bridges. It is particularly well-suited for high-precision prefabrication and precise on-site control of medium-to-high piers (5-30m in height), achieving standardized production processes in professional component prefabrication plants and quality control during on-site assembly. It is also adaptable to conventional and mildly corrosive environments such as plains, hills, and coastal suburbs. The specific implementation is as follows: During the prefabrication stage, within the component plant, relying on standardized production workshops, based on the design drawings of the pier segments and cap beams, and combined with the component dimensional accuracy requirements (axial deviation ≤2mm, fitting gap ≤0.5mm), the fixing parameters of the positioning fixture are pre-set (fitting gap threshold 0.3-0.5mm, bolt tightening torque threshold 30-50mm). With a positioning pin insertion depth threshold of 20-30mm and a torque of 50 N·m, the positioning fixture is initially fixed to the inner wall of the mold using positioning pins after being fitted together. A laser rangefinder with an accuracy of ±0.1mm is used to detect the deviation between the fixture and the mold baseline. After comparison and adjustment until the deviation is ≤1mm, the fixture is tightened to the position with a preset torque. Then, a dial indicator is used to detect the axial deviation between the prestressed duct pipe and the damper slot forming part, ensuring that the axial deviation is ≤2mm. The positioning accuracy of the precast components is guaranteed throughout the process by relying on CNC equipment and precision measuring instruments. When applying prestress on site, for longitudinal prestressed steel strands of different diameters (Φ15.2mm, Φ17.8mm, etc.), the design stress value (usually 1860MPa), the first stress difference threshold of 5%, and the second stress difference are preset. The threshold of 10% and the theoretical elongation (calculated according to the standard formula) are used to monitor the tension stress in real time using a stress sensor with an accuracy of 0.1MPa. A displacement sensor is used to synchronously collect the elongation of the steel strand. Tensioning is performed in stages: "10%→30%→70%→100%". The tensioning speed is dynamically adjusted based on the difference between the actual stress and the design stress (the normal tensioning speed is 0.5-1.0MPa / s, reduced to 0.3MPa / s when the difference exceeds 5%). If the difference exceeds 10%, the process is paused to check the duct patency and the fit of the anchoring clamps. Simultaneously, the deviation rate between the actual elongation and the theoretical elongation is ensured to be ≤±6%. If this is not met, the pre-tensioning data is reviewed, parameters are adjusted, and tensioning is restarted. The bolt tightening at the bottom of the protective cover is considered in conjunction with the damper installation environment (normal environment, ...). For mildly corrosive environments, the bolt tightening torque value (40-60 N·m), torque difference threshold ±5 N·m, and bolt exposed thread length threshold of 2-3 threads are pre-set. A digital torque wrench is used to monitor the tightening torque in real time. Bolts with excessive torque deviation are tightened or loosened and adjusted in time. After tightening, the exposed thread length is checked. If it does not meet the requirements, the corresponding length of bolt is replaced. At the same time, a 3-5 mm thick aging-resistant rubber sealing gasket is laid at the bottom of the protective cover and the contact area with the section surface. In corrosive environments such as coastal areas, an additional anti-corrosion coating is applied to the bolt surface. In the data acquisition and processing stage, the stress fluctuation range of the steel strand (design stress ±5%) and the damper fit clearance range (0.3-0.8 mm) are pre-set according to design requirements and specifications, using an accuracy of 0.A 0.01MPa stress sensor probe and a 0.01mm resolution gap detection probe collect data through a preset detection channel, which is then uploaded to the construction quality digital management platform. The data is automatically compared with the acceptable range. Acceptable data is associated with the component number and detection time and stored in the database. The system automatically issues warnings for non-acceptable data. For abnormal steel strand stress data, ultrasonic testing is used to check the grout density of the prestressed ducts. If necessary, secondary grouting reinforcement is performed. For abnormal damper clearance, the damper position is fine-tuned on-site or the elastic clamp is replaced before data collection is repeated. Once all data is acceptable, a digital inspection report is generated, including the component number, detection parameters, acceptance status, and processing records. This report is simultaneously pushed to the construction acceptance system as the core basis for acceptance. The entire process, through a "preset parameters → real-time monitoring → comparison and adjustment → closed-loop management" model, combined with precision instruments and a digital management platform, achieves precise control of the entire construction process, ensuring the accuracy of pier prefabrication, the effectiveness of prestressing application, the reliability of protection, and quality traceability. This fully meets the high-precision, high-quality, and high-safety construction requirements of modern bridge engineering.

[0045] The above scenarios are merely preferred embodiments of the present invention and are not intended to limit the present invention. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

[0046] Those skilled in the art will understand that embodiments of this application can be provided as methods, systems, or computer program goods. Therefore, this application can take the form of a completely hardware embodiment, a completely software embodiment, or an embodiment combining software and hardware aspects. Furthermore, this application can take the form of a computer program goods embodied on one or more computer-usable storage media (including, but not limited to, disk storage, CD-ROM, optical storage, etc.) containing computer-usable program code.

[0047] This application is described with reference to flowchart illustrations and / or block diagrams of methods, apparatus (systems), and computer program goods according to embodiments of this application. It will be understood that each block of the flowchart illustrations and / or block diagrams, and combinations of blocks in the flowchart illustrations and / or block diagrams, can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, special-purpose computer, embedded processor, or other programmable data processing apparatus to produce a machine, such that the instructions, which execute via the processor of the computer or other programmable data processing apparatus, generate instructions for implementing the flowchart... Figure 1 One or more processes and / or boxes Figure 1 A device that provides the functions specified in one or more boxes.

[0048] These computer program instructions may also be stored in a computer-readable storage medium that can direct a computer or other programmable data processing device to function in a particular manner, such that the instructions stored in the computer-readable storage medium produce an article of manufacture including instruction means, which are implemented in a process Figure 1 One or more processes and / or boxes Figure 1 The function specified in one or more boxes.

[0049] These computer program instructions may also be loaded onto a computer or other programmable data processing equipment to cause a series of operational steps to be performed on the computer or other programmable equipment to produce a computer-implemented process, thereby providing instructions that execute on the computer or other programmable equipment for implementing the process. Figure 1 One or more processes and / or boxes Figure 1 The steps of the function specified in one or more boxes.

[0050] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and not to limit it. Although the present invention has been described in detail with reference to the above embodiments, those skilled in the art should understand that modifications or equivalent substitutions can still be made to the specific implementation of the present invention. Any modifications or equivalent substitutions that do not depart from the spirit and scope of the present invention should be covered within the scope of protection of the claims of the present invention.

Claims

1. A construction method for a fully prestressed bridge pier with an externally replaceable damper, characterized in that, Includes the following steps: The precast pier segments and cap beams include a fixed mounting position on the top of the cap beam, a tenon-and-mortise joint structure on the end face of the pier segments, and shear keys at the joints of adjacent pier segments. Longitudinal prestressed ducts are arranged inside the pier segments, and longitudinal prestressed ducts matching the prestressed ducts in the cap beams are arranged inside the cap beams. These prestressed ducts are used to thread continuous longitudinal prestressed steel strands. Damper slots and inspection channels are also provided on the sides of the pier segments. Level the construction site and lay a concrete foundation. On the concrete foundation, build a steel formwork according to the preset size of the foundation and lay a foundation steel mesh. Weld positioning parts with tapered guide structures at the preset positions of the foundation steel mesh. Lay prestressed anchor seats next to the positioning parts. After laying, pour foundation concrete and cure it to the preset strength to form the foundation. The pier segments are hoisted in the installation sequence, and adjacent pier segments are connected by mortise and tenon structures and shear keys. The longitudinal prestressed steel strands are passed through the prestressed ducts of the abutment, pier segments and cap beam. The tension of the steel strands is adjusted and prestress is applied by anchoring seats and fixing seats. The prestressed ducts are grouted and the segment joints are sealed. The external energy dissipation damper is detachably installed into the damper slot on the side of the segment, and a segmented protective cover is installed on the outside of the external energy dissipation damper. The probe is inserted through the detection channel set in the pier segment. The probe is used to collect data on the stress state of the steel strand and the data on the cooperation between the external energy dissipation damper and the slot. After the detection is completed, a sealing component is installed at the opening of the detection channel.

2. The construction method for fully prestressed bridge piers with externally replaceable dampers according to claim 1, characterized in that, When precasting pier segments and cap beams, the following are included: Positioning fixtures are used to fix the prestressed duct pipes and damper slot forming parts so that the relative positions of each component meet the preset parameters; Concrete is poured in layers, and each layer is vibrated and compacted after pouring. After the concrete has been cured for a preset time, the mold and positioning fixtures are removed, and high-pressure air is used to blow away any remaining debris inside the prestressed ducts and damper slots.

3. The construction method for fully prestressed bridge piers with externally replaceable dampers according to claim 1, characterized in that, During on-site construction of the foundation, the following are included: Erect steel formwork according to the preset dimensions of the foundation, and apply release agent to the inner wall of the steel formwork. The steel bars of the foundation steel mesh are fixed at their intersections by binding. The bottom of the prestressed anchorage is provided with a pre-embedded steel plate, which is welded and fixed to the reinforcing mesh of the foundation. The top of the prestressed anchorage is provided with a through hole adapted to the longitudinal prestressed steel strand. Concrete is poured continuously in layers according to thickness. After each layer is poured, it is vibrated to compact it. After the concrete has cured to the preset strength, the steel formwork is removed. The residual concrete on the top of the positioning component and inside the perforation of the anchor seat is cleaned with a wire brush. A protective ring is welded around the positioning component.

4. The construction method for fully prestressed bridge piers with externally replaceable dampers according to claim 1, characterized in that, When hoisting and prestressing the pier segments, the following steps are included: The pier segments were lifted using hoisting equipment, and the verticality of the segments was monitored and adjusted in real time using a level during the lowering process. After adjacent segments are connected to shear keys through mortise and tenon joints, temporary fasteners are welded at the segment joints; the pre-treated longitudinal prestressed steel strands are sequentially passed through the prestressed ducts of the pier cap, pier segments and cap beam. Anchoring clamps are installed on the prestressed anchorage of the pier cap. The anchoring clamps are in contact with the upset heads of the longitudinal prestressed steel strands. Fixing seats are installed on the top of the cap beam. The tension of the steel strands is adjusted and prestress is applied through the fixing seats. After tensioning is completed, an air vent valve is installed at the high end of the prestressed duct. Grouting material is then injected into the duct, and the air inside the duct is discharged through the air vent valve while maintaining pressure. Clean the surface of the segment joint, attach sealing tape to both sides of the joint, and use a grouting gun to inject grout along the length of the joint until the grouting material overflows from the top of the joint. Use a scraper to smooth out the excess grouting material on the surface of the joint.

5. The construction method for fully prestressed bridge piers with externally replaceable dampers according to claim 1, characterized in that, When installing an external energy dissipation damper and providing protection, the following should be included: The external energy dissipation damper is aligned with the damper slot on the side of the pier segment and pushed in. It is then fixed by the elastic claws on the inner wall of the slot and the snap-fit ​​protrusions on the outer wall of the damper. The number of segments of the segmented protective cover is matched with the number of external energy-dissipating dampers installed. The protective cover segments cover the dampers from the top of the segment downwards, and adjacent protective cover segments interlock through the splicing grooves on the edges. Buckles are installed at the joints of the segmented protective cover segments, and the buckles pass through the reserved holes in the joint groove to fix adjacent segments. The bottom of the protective cover is fastened to the surface of the pier segment by bolts.

6. The construction method for fully prestressed bridge piers with externally replaceable dampers according to claim 1, characterized in that, When data is collected and blocked through the detection channel, this includes: The inspection channel is arranged parallel to the direction of the prestressed duct, with one end connected to the prestressed duct and the other end extending to the outer surface of the pier segment with a threaded opening. Select a testing tool whose probe size matches the testing channel, and insert the probe into the testing channel through the threaded opening; slowly advance the probe along the testing channel to the prestressed duct position, and collect the stress state data of the longitudinal prestressed steel strands; Pull out the probe and adjust its direction, then reinsert it into the detection channel to the position of the external energy dissipation damper, and collect the matching data between the damper and the slot; After the test is completed, remove the probe and install a threaded plug at the threaded opening of the test channel to seal the opening through the threaded connection.

7. The construction method for fully prestressed bridge piers with externally replaceable dampers according to claim 2, characterized in that, When using positioning fixtures to fix the prestressed duct pipe to the damper slot forming part, the following are included: The fixing parameters of the positioning fixture are preset, including the fitting gap threshold between the positioning fixture and the inner wall of the mold, the bolt tightening torque threshold, and the positioning pin insertion depth threshold. The positioning fixture is fitted to the inner wall of the mold, and the position of the fixture is initially fixed by the positioning pin. A laser rangefinder is used to detect the deviation between the fixture and the mold baseline. Compare the deviation value with the preset deviation threshold: When the deviation value is less than or equal to the deviation threshold, the positioning fixture is tightened with bolts according to the preset torque threshold to complete the fixing. When the deviation value is greater than the deviation threshold, adjust the position of the positioning fixture, re-detect the deviation value, and tighten the bolts only after the deviation value is less than or equal to the deviation threshold. After fixing, a dial indicator is used to check the axial deviation between the prestressed duct pipe and the damper slot molding part, with a preset axial deviation threshold: When the axis deviation is less than or equal to the axis deviation threshold, the positioning is deemed qualified; When the axis deviation is greater than the axis deviation threshold, loosen the positioning fixture bolts, fine-tune the position of the pipe and the molded part, and re-inspect until the axis deviation is less than or equal to the axis deviation threshold.

8. The construction method for fully prestressed bridge piers with externally replaceable dampers according to claim 4, characterized in that, When adjusting the tension of the steel strand and applying prestress through the fixing seat, the following are included: The design stress value, first stress difference threshold, second stress difference threshold, and theoretical elongation of the longitudinal prestressed steel strands are preset. Stress sensors are used to monitor the tension stress of the steel strands in real time, and the difference between the actual stress and the design stress is calculated. Adjust the tensioning operation based on the difference between the actual stress and the design stress: When the difference between the actual stress and the design stress is less than or equal to the first stress difference threshold, the current tensioning speed is maintained and prestress is continued to be applied. When the difference between the actual stress and the design stress is greater than the first stress difference threshold and less than or equal to the second stress difference threshold, the tensioning speed is reduced to the preset first tensioning speed, and stress changes are continuously monitored. When the difference between the actual stress and the design stress is greater than the second stress difference threshold, tensioning is paused, and the prestressing ducts are checked for unobstructed flow and the anchoring clamps are properly fitted. After troubleshooting, tensioning is restarted. Simultaneously, displacement sensors are used to collect the actual elongation of the steel strand, calculate the deviation rate between the actual elongation and the theoretical elongation, and preset a deviation rate threshold. When the deviation rate is less than or equal to the deviation rate threshold, the tensioning is deemed to have met the standard. When the deviation rate exceeds the deviation rate threshold, stop tensioning, check the pre-tensioning data of the steel strand, adjust the tensioning parameters, and then re-tension.

9. The construction method for a fully prestressed bridge pier with an externally replaceable damper according to claim 5, characterized in that, When the bottom of the protective cover is fastened to the surface of the pier segment by bolts, it includes: Pre-set bolt tightening torque value, torque difference threshold, and bolt exposed thread length threshold; Tighten the bolts at the bottom of the protective cover using a torque wrench, monitor the bolt tightening torque in real time, and calculate the difference between the actual tightening torque and the preset tightening torque value. The tightening condition is determined by the difference between the actual tightening torque and the preset tightening torque value: When the difference between the actual tightening torque and the preset tightening torque value is less than or equal to the torque difference threshold, the bolt is considered to be tightened successfully. When the difference between the actual tightening torque and the preset tightening torque value is greater than the torque difference threshold, tighten or loosen the bolts, and re-monitor the torque until the difference between the actual tightening torque and the preset tightening torque value is less than or equal to the torque difference threshold. After tightening, check the length of the bolt threads exposed: When the exposed thread length of the bolt meets the thread length threshold, the installation is deemed qualified; When the exposed thread length of the bolt is less than the minimum number of threads required by the thread length threshold, or when the exposed thread length of the bolt is greater than the maximum number of threads required by the thread length threshold, replace the bolt with the corresponding length and re-tighten and test. At the same time, a rubber sealing gasket is laid at the bottom of the protective cover where it fits against the surface of the segment.

10. The construction method for a fully prestressed bridge pier with an externally replaceable damper according to claim 6, characterized in that, After collecting the stress state data of the longitudinal prestressed steel strands and the matching data of the damper and the slot, the following is also included: A pre-defined acceptable data range is established, which includes the stress fluctuation range of the steel strands and the damper fitting clearance range. The collected stress data of the steel strands were compared with the acceptable stress range, and the damper fit clearance data were compared with the acceptable clearance range. When the steel strand stress data is within the range of steel strand stress fluctuation and the damper fitting clearance data is within the range of damper fitting clearance, the test is deemed qualified, and the test data is stored in association with the component number and test time. When the steel strand stress data is less than the minimum value or greater than the maximum value of the steel strand stress fluctuation range, or the damper clearance data is less than the minimum value or greater than the maximum value of the damper clearance range, the inspection is judged as unqualified: If the steel strand stress data is unqualified, recheck the grouting density of the prestressed duct and supplement grouting if necessary; If the damper clearance data is unqualified, finely adjust the damper position or replace the elastic claw, and re-collect the data until it is qualified; After all the inspection data are qualified, generate an inspection report, which includes the component number, inspection parameters, qualified status and treatment records, and serves as the basis for construction acceptance.

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