500kV super-high strain tower crossing highway subsection cantilever erection construction method

Abstract

The present application relates to the technical field of tension tower suspension hoisting construction, and discloses a 500kV super-high tension tower segmented suspension hoisting construction method for crossing expressways, comprising the following steps: carrying out topographic and geological survey, constructing rock-embedded expanded foundation, precasting tower body in three sections and pre-installing dynamic monitoring system, and optimizing hoisting path; laying out protective facilities, establishing construction and traffic linkage mechanism and emergency plan; adopting large crawler crane to hoist tower body in sections, controlling precision and stress through dynamic monitoring; realizing non-contact conductor erection through unmanned aerial vehicle traction and double-wire tension control; and completing tower body and monitoring system detection debugging and load test operation. The present application optimizes path through A algorithm, hoists tower body in sections through 250-ton crawler crane, abandons road closure mode, innovatively adapts complex terrain through rock-embedded expanded bottom anchor pile composite foundation, constructs triple safety guarantee system, forms complete replicable technology, improves construction efficiency and safety, and promotes standardized development of the industry.

Description

Technical Field

[0001] This invention relates to the field of tension tower suspension and hoisting construction technology, and more specifically, to a method for the segmented suspension and hoisting construction of a 500kV ultra-high tension tower crossing a highway. Background Technology

[0002] 500kV transmission lines, as a core component of my country's main power grid, are critical infrastructure for ensuring cross-regional energy transmission and supporting socio-economic operations. Among them, three-span projects (crossing high-speed railways, highways, and important transmission channels) are directly related to energy security and social operation. With the rapid development of power grid and transportation infrastructure, the number of three-span projects has surged, exhibiting significant characteristics such as high voltage levels, complex crossing environments, and heavy safety responsibilities. The construction scenario of ultra-high tension towers crossing highways is particularly prominent.

[0003] In practical engineering applications, ultra-high tension towers crossing highways have the following shortcomings: Existing foundation design technologies fail to fully adapt to the soil and rock characteristics of terrain-constrained areas. For ultra-high tension towers exceeding 100 meters in height and heavy weight, there is a lack of targeted solutions for optimizing the foundation's pull-out bearing capacity, anti-sliding stability, and anti-overturning performance. This makes it difficult to meet the safety bearing requirements under extreme loads (such as wind loads and icing loads) and cannot effectively resolve the contradiction between complex terrain and the foundation's compatibility with ultra-large tonnage towers. For scenarios involving crossing wide, high-clearance, two-way multi-lane highway mainlines and ramps, existing construction technologies lack effective means to balance crossing accuracy with highway operational safety. Traditional road closure construction methods severely violate the high traffic efficiency requirements of modern transportation, and existing non-road closure construction technologies struggle to precisely control the spatial trajectory of tower hoisting and conductor erection, easily leading to the risk of encroaching on highway operating areas and failing to achieve dynamic coordination between the construction process and normal highway traffic. Therefore, there is an urgent need to provide a segmented suspension hoisting construction method for 500kV ultra-high tension towers crossing highways. Summary of the Invention

[0004] To solve the above-mentioned technical problems, this invention provides a method for the segmented suspension and hoisting construction of a 500kV ultra-high tension tower crossing a highway, through A Algorithm-optimized hoisting paths and segmented hoisting by a 250-ton crawler crane, combined with drone-guided contactless power line erection technology, eliminate the need for traditional road closures, ensuring highway traffic while improving construction efficiency. An innovative composite foundation with embedded rock and expanded base anchor piles is adopted, adaptable to complex terrain and mitigating foundation safety risks. A triple safety assurance system is constructed to reduce construction hazards. Key technologies throughout the entire process are integrated to form a complete and replicable solution, promoting standardized development in the industry and providing reliable support for the coordinated development of energy and transportation infrastructure.

[0005] To achieve the above objectives, the technical solution of the present invention is as follows:

[0006] A method for segmented suspension and hoisting construction of a 500kV ultra-high tension tower crossing a highway includes the following steps:

[0007] S1. Conduct topographic surveys and site investigations, collect topographic data across the region and clarify core geological parameters; construct the rock-embedded extended foundation according to the design plan and complete the special acceptance of the foundation bearing capacity; based on the results of the tower structure optimization, prefabricate the tower in three standardized sections, pre-install a dynamic monitoring system, optimize the hoisting path and deploy hoisting equipment;

[0008] S2. Construction protection and traffic coordination preparation: Install protective facilities above and on both sides of the highway in the construction area, set up traffic control signs, and establish a real-time linkage mechanism and emergency plan between the construction and traffic management departments.

[0009] S3. Using a large crawler crane, the tower body is lifted in sections along the optimized path. The verticality and docking error of the tower body are controlled by a dynamic monitoring system. The tower body stress data is monitored in real time. The docking, reinforcement and crossbeam installation of each section of the tower body are completed, and the stability of the tower structure is verified.

[0010] S4. Use drone traction and dual-line tension control technology to carry out contactless conductor erection, and use a dynamic monitoring system to precisely control conductor sag and crossing of clearance.

[0011] S5. Conduct comprehensive testing and debugging of the tower structure performance and dynamic monitoring system, start the tower load test run, complete the acceptance of all procedures and compile the construction data.

[0012] As a preferred embodiment of the present invention, S1 is specifically as follows:

[0013] S11. Use UAV 3D modeling technology to construct a 3D coordinate system, collect terrain-related data across regions to generate terrain point cloud data, obtain core geological parameters such as stratum lithology and burial depth of moderately weathered rock strata through special geological surveys, and verify that the foundation uplift bearing capacity meets the tower's bearing safety requirements.

[0014] S12. Construct the rock-embedded, enlarged-base anchor pile composite foundation according to the design plan to ensure that the foundation is embedded in the moderately weathered rock layer and that its anti-sliding and anti-overturning performance meets the safety specifications.

[0015] S13. The tower body is prefabricated in three standardized sections using Q420 steel to enhance the fatigue resistance of key nodes. A dynamic monitoring system with vibration sensors is pre-installed at key stress locations in the tower body, and the system is debugged, calibrated, and preset with stress warning thresholds under extreme loads.

[0016] S14. Combining the characteristics of the hoisting equipment, the tower segment parameters, and the requirements of the highway operation boundary, a safe hoisting path is formed by optimizing the algorithm to avoid the highway operation area, and the construction safety operation boundary is delineated.

[0017] As a preferred embodiment of the present invention, the specific steps of S11 are as follows:

[0018] Using UAV 3D modeling technology, a cross-regional 3D coordinate system was constructed to comprehensively collect coordinates of surface undulations. ), openness of the venue , coordinates of surrounding obstacle boundaries ( ) and the coordinates of the highway mainline and ramp boundaries ( High-precision terrain point cloud data is generated; simultaneously, specialized geological surveys are conducted to obtain stratigraphic lithology and rock saturated compressive strength. and the burial depth of moderately weathered rock strata Core geological parameters;

[0019] Through formula Calculate the ultimate pull-out bearing capacity of a single anchor pile ,in The diameter of the anchor pile. The length of the anchor pile embedded in moderately weathered rock. The characteristic value of the side friction resistance of the rock strata;

[0020] Through formula Calculate the total frictional resistance of the foundation sidewalls ,in Perimeter of the base sidewall For the thickness of each soil layer, These are the characteristic values ​​of the side friction resistance of each soil layer;

[0021] Substitute into the formula for checking the tensile bearing capacity Verify the basic fit, requirements , This refers to the total weight of the tower.

[0022] The specific steps of S12 are as follows:

[0023] Construction shall be carried out according to the design scheme of the rock-embedded expanded-base anchor pile composite foundation, and the embedment depth of the foundation bottom into the moderately weathered rock layer shall be controlled. The amount of concrete to be poured is determined based on the bearing capacity requirements of the foundation design, and the concrete is poured to form a complete foundation structure.

[0024] After construction is completed, the anti-slip safety factor formula is used. Verify the anti-slip stability of the foundation, among which This represents the coefficient of friction between the rock strata and the concrete. The total vertical load of the foundation includes the self-weight of the tower, the self-weight of the foundation, and additional loads. The cohesion of the rock strata; The area of ​​the base surface; The total horizontal load is mainly wind load, and the requirements are as follows: ;

[0025] Using the formula for the overturning safety factor Verify the overturning stability of the foundation, including The stabilizing moment to resist overturning moment consists of the self-weight of the foundation and the self-weight of the tower. The overturning moment is composed of the unstable moments generated by horizontal wind loads and construction loads, and requires... .

[0026] As a preferred embodiment of the present invention, the specific steps of S13 are as follows:

[0027] Using yield strength The Q420 steel was used to prefabricate the tower, which is over 100 meters tall, into three standardized sections, specifying the weight of each section. , , ), External dimensions ( ) and centroid coordinates ( );

[0028] Through the formula for verifying nodal stress Strengthening the fatigue resistance of key nodes in the tower body, including The bending moment borne by the node; The section modulus of the node; The axial force borne by the node; Given the cross-sectional area of ​​the node under stress, the requirements are... ;

[0029] A dynamic monitoring system containing vibration sensors is pre-installed at key stress locations on the tower body. A known gradient load is applied to the sensor installation locations using a simulated loading device. Synchronously acquire sensor output voltage signal A stress-voltage linear fitting equation was established based on the least squares method. Complete full-range commissioning and calibration, including This is the sensor sensitivity coefficient. The zero-point offset is used to determine the goodness of fit. ;

[0030] Based on the extreme weather conditions in the project area, a pre-set stress warning threshold is established: firstly, the standard value formula for wind load is used. Calculate wind load, where This is the gust coefficient. This is the tower body shape coefficient. This is the coefficient of wind pressure height variation. The local basic wind pressure is then calculated using the formula. Calculate the tower stress caused by wind load, where The windward area of ​​the tower; The total cross-sectional area of ​​the steel structure of the tower is calculated using the formula... Calculate the tower stress caused by icing load, where The density of ice, The total volume of ice covering the tower is calculated based on an ice thickness of 20mm, and finally obtained using the formula. Determine the warning threshold;

[0031] The specific steps of S14 are as follows:

[0032] Combining the core parameters of the 250-ton crawler crane with the tower segment parameters and the boundary coordinates of the core operation area of ​​the highway ( ), based on A Algorithm optimization forms a safe hoisting path; during the optimization process, A is established. Algorithm objective function ,in The length of each path segment, in meters (m). The hoisting speed for the corresponding path segment. Total hoisting time;

[0033] Three constraints are set: ① Spatial constraint: The hoisting path must not encroach on the highway operating area, that is, the Y coordinate of any point on the tower body at any hoisting time must satisfy... ② Load-bearing constraints: The rated lifting capacity of the crane at the current operating radius must be greater than the weight of the corresponding tower section, i.e. , The rated lifting capacity curves for different working radii of the crane; ③ Attitude constraints: the tower tilt angle during hoisting. Through A The algorithm iteratively calculates and outputs the optimal hoisting path coordinate sequence. ), and through the formula ( , Delineate the boundaries for safe construction operations.

[0034] As a preferred embodiment of the present invention, S2 includes the following steps:

[0035] S21. Install retractable protective nets along the entire length of the highway above and on both sides of the construction area to form a closed protective barrier. The coverage of the protective nets extends 10m beyond the construction impact area at both ends, completely covering the highway surface and the emergency lanes on both sides. Ensure that its tensile strength, mesh size and other parameters meet the safety requirements for intercepting falling objects, and verify the reliability of the protection.

[0036] S22. Set up warning signs, gradient speed limit signs and guide signs reasonably upstream and downstream of the highway construction area; arrange dedicated liaison personnel to establish a 24-hour real-time communication channel with the traffic management department, and clarify the information reporting rules for different construction stages; preset emergency response thresholds such as traffic flow and congestion length, and formulate corresponding measures such as adjusting hoisting speed, suspending construction and emergency diversion to ensure the coordinated safety of construction and highway traffic.

[0037] As a preferred embodiment of the present invention, S3 includes the following steps:

[0038] The 250-ton crawler crane was started to lift the first section of the tower along the optimized path. The lifting speed was adjusted through force feedback to ensure safety. A laser rangefinder was used to monitor and control the verticality deviation of the tower to not exceed 1‰ and the docking error to not exceed 3mm. After the fixing and reinforcement were completed, the dynamic monitoring system was activated to collect stress data and perform noise reduction processing to form the initial monitoring baseline.

[0039] A dual monitoring mode is adopted to ensure hoisting safety. After docking, the bolts are tightened according to the design preload and the verticality is checked. The stress distribution of the docking node is monitored to ensure that the fatigue resistance of the node meets the requirements, while ensuring the continuous and stable operation of the dynamic monitoring system.

[0040] After the third tower section was connected and secured, the crossbeam was hoisted and the cantilever angle was precisely controlled. The accuracy of the hanging point coordinates was verified to meet the requirements. The verticality of the entire tower and the firmness of the nodes were comprehensively verified. The stress of the entire tower was reviewed through the dynamic monitoring system to confirm that the tower structure was stable and met the load requirements for subsequent construction and operation.

[0041] As a preferred embodiment of the present invention, S4 includes the following steps:

[0042] S41a. Determine parameters such as conductor specific load, cross-sectional area, and elastic modulus; measure the horizontal span of the highway crossing section; and determine the design sag based on technical specifications and clearance requirements.

[0043] S41b. Establish the correlation between sag and conductor stress based on the catenary theory to guide conductor tension adjustment;

[0044] S41c After the UAV pulls and deploys the conductor, the sag at the midpoint of the conductor is monitored in real time. The conductor tension is dynamically adjusted according to the deviation between the measured value and the design value to ensure that the tension adjustment accuracy meets the requirements.

[0045] S41d: Real-time monitoring of the clearance height of highway crossings, controlling the clearance error to no more than 0.3m, meeting the technical specifications for high-span construction, and ensuring vehicle traffic safety.

[0046] As a preferred embodiment of the present invention, S4 further includes:

[0047] S42a, Adopting improved A The algorithm constructs a verification model for the conductor deployment path, introduces a conductor elastic deformation correction factor, and fully considers the influence of the conductor's tensile deformation on the path under tension.

[0048] S42b. Based on the boundary of the highway operating area, set spatial constraints for the laying of the conductor to ensure that the conductor does not encroach on the highway operating space.

[0049] S43c: The entire process of conductor deployment is simulated through 3D modeling to verify the safety of the path; if any intrusion risk is found in the path, the drone's traction trajectory and conductor tension are adjusted in a timely manner to ensure that the actual deployment path is consistent with the optimized path, so as to achieve contactless crossing of the highway and its ancillary facilities.

[0050] As a preferred embodiment of the present invention, the comprehensive testing and debugging of the tower structure performance and dynamic monitoring system in step S5 specifically includes:

[0051] A professional testing team was organized to apply equivalent extreme gust loads and icing loads to the tower. Stress data of key parts of the tower were collected through a dynamic monitoring system to verify the structural stability of the tower under extreme conditions.

[0052] Special testing was conducted on foundation settlement. Monitoring points were set up at the four corners and center of the foundation. The short-term and cumulative settlement of the foundation were measured and recorded daily for several consecutive days to verify the bearing stability of the foundation.

[0053] The dynamic monitoring system for the tower and conductors underwent full-function optimization and debugging, and monitoring parameters such as stress, tilt, and sag were calibrated. The data transmission delay performance and fault warning accuracy of the system were tested. At the same time, the stress data recorded by the dynamic monitoring system throughout the construction process were reviewed to confirm that there were no stress exceeding the standard.

[0054] As a preferred embodiment of the present invention, the load-bearing trial operation and acceptance in S5 specifically refers to:

[0055] A load test run was carried out on the tower body with an equivalent load ratio of the design load ratio to simulate the operating state after the conductor was installed. The tower body stress, tilt and conductor sag were continuously monitored for a specified period of time and recorded at fixed intervals to ensure that all operating indicators met the preset requirements.

[0056] The organization involves multiple parties, including construction, design, construction, and supervision units, to conduct a full-process completion acceptance inspection, focusing on verifying the completeness and standardization of construction data such as path optimization data, stress monitoring records, formula calculation reports, and test reports;

[0057] After the project passes final acceptance, the traffic control signs and retractable protective nets in the construction area will be removed to restore the normal traffic environment of the expressway. Complete and traceable construction technical data and acceptance records will be compiled.

[0058] The beneficial technical effects of this invention are:

[0059] This invention uses A Algorithm optimization of the hoisting path, setting triple constraints of space, load-bearing capacity, and attitude, combined with a 250-ton crawler crane segmented suspension hoisting process, controlled the tower's verticality deviation to ≤1‰ and the docking error to ≤3mm, achieving precise hoisting of a 106-meter-class ultra-high, large-tonnage tower. Simultaneously, drone traction and dual-line tension control technology were used for contactless conductor erection, combined with a liftable enclosed protective net and a 24-hour real-time construction-traffic linkage mechanism, completely abandoning the traditional road closure construction mode. While ensuring normal two-way multi-lane traffic on the highway, construction efficiency was significantly improved, avoiding socio-economic losses caused by traffic congestion, and achieving a dynamic balance between construction safety and traffic operation.

[0060] This invention innovatively adopts a rock-embedded, expanded-base anchor pile composite foundation, combined with UAV 3D modeling and surveying and precise mechanical calculations, to ensure that the foundation is embedded in moderately weathered rock layers to a depth of ≥1.5m. Through triple bearing capacity verification of pull-out resistance, sliding resistance, and overturning resistance, the foundation bearing capacity is significantly improved in restricted terrain. The pull-out performance is greatly optimized compared with conventional foundations of the same volume, effectively solving the problem of bearing capacity adaptation of ultra-high and ultra-heavy towers under complex geological conditions, and fundamentally avoiding safety risks such as foundation settlement and landslides.

[0061] This invention constructs a triple safety guarantee system encompassing physical protection, dynamic monitoring, and emergency response. The liftable protective net effectively intercepts falling construction debris, eliminating safety threats to highway surfaces and vehicles. The dynamic monitoring system collects data on tower stress, conductor sag, and other parameters throughout the entire process, combining this with 3D modeling to simulate the entire conductor deployment process and proactively mitigate the risk of path intrusion. Pre-set emergency thresholds for traffic flow, congestion length, and corresponding response measures enable rapid response to unforeseen circumstances. This system significantly reduces safety hazards associated with high-altitude operations and overlapping construction activities, ensuring zero safety accidents throughout the entire construction process.

[0062] This invention integrates key technologies across the entire process, including topographic surveying, foundation design, tower prefabrication, hoisting and erection, and monitoring and acceptance. It constructs a full lifecycle management model for 500kV high-span transmission lines across important transportation arteries in confined terrain, clarifying standardized processes and technical parameters from construction preparation to final acceptance. The resulting set of technologies—including embedded rock foundations, segmented suspended hoisting, contactless conductor erection, and dynamic collaborative management—can be directly replicated and applied to similar ultra-high and ultra-large span three-span projects. This effectively enhances the technical adaptability of high-span projects in China, promotes the standardization and normalization of transmission line construction technology in complex scenarios, and provides reliable technical support for the coordinated advancement of energy security and transportation infrastructure. Attached Figure Description

[0063] Figure 1 This is a schematic diagram of the overall process of the present invention. Detailed Implementation

[0064] In order to better understand the technical means of the present invention and to implement it in accordance with the contents of the specification, the specific embodiments of the present invention will be further described in detail below with reference to the accompanying drawings and examples. The following examples are used to illustrate the present invention, but are not intended to limit the scope of the present invention.

[0065] Combination Figure 1 The present invention provides the following embodiments:

[0066] A method for segmented suspension and hoisting construction of a 500kV ultra-high tension tower crossing a highway includes the following steps:

[0067] S1. Conduct topographic surveys and site investigations, collect topographic data across the region and clarify core geological parameters; construct the rock-embedded extended foundation according to the design plan and complete the special acceptance of the foundation bearing capacity; based on the results of the tower structure optimization, prefabricate the tower in three standardized sections, pre-install a dynamic monitoring system, optimize the hoisting path and deploy hoisting equipment;

[0068] S2. Construction protection and traffic coordination preparation: Install protective facilities above and on both sides of the highway in the construction area, set up traffic control signs, and establish a real-time linkage mechanism and emergency plan between the construction and traffic management departments.

[0069] S3. Using a large crawler crane, the tower body is lifted in sections along the optimized path. The verticality and docking error of the tower body are controlled by a dynamic monitoring system. The tower body stress data is monitored in real time. The docking, reinforcement and crossbeam installation of each section of the tower body are completed, and the stability of the tower structure is verified.

[0070] S4. Use drone traction and dual-line tension control technology to carry out contactless conductor erection, and use a dynamic monitoring system to precisely control conductor sag and crossing of clearance.

[0071] S5. Conduct comprehensive testing and debugging of the tower structure performance and dynamic monitoring system, start the tower load test run, complete the acceptance of all procedures and compile the construction data.

[0072] Furthermore, S1 specifically refers to:

[0073] S11. Use UAV 3D modeling technology to construct a 3D coordinate system, collect terrain-related data across regions to generate terrain point cloud data, obtain core geological parameters such as stratum lithology and burial depth of moderately weathered rock strata through special geological surveys, and verify that the foundation uplift bearing capacity meets the tower's bearing safety requirements.

[0074] S12. Construct the rock-embedded, enlarged-base anchor pile composite foundation according to the design plan to ensure that the foundation is embedded in the moderately weathered rock layer and that its anti-sliding and anti-overturning performance meets the safety specifications.

[0075] S13. The tower body is prefabricated in three standardized sections using Q420 steel to enhance the fatigue resistance of key nodes. A dynamic monitoring system with vibration sensors is pre-installed at key stress locations in the tower body, and the system is debugged, calibrated, and preset with stress warning thresholds under extreme loads.

[0076] S14. Combining the characteristics of the hoisting equipment, the tower segment parameters, and the requirements of the highway operation boundary, a safe hoisting path is formed by optimizing the algorithm to avoid the highway operation area, and the construction safety operation boundary is delineated.

[0077] S11 utilizes UAV 3D modeling technology to construct a precise coordinate system, comprehensively capturing the spatial relationships of terrain, obstacles, and highway boundaries across the region. The generated high-precision point cloud data provides a spatial foundation for subsequent path optimization. Core parameters obtained from specialized geological surveys are crucial for foundation bearing capacity verification, ensuring precise matching between foundation design and geological conditions. S12's embedded rock-grown expanded-base anchor pile composite foundation is embedded in moderately weathered rock layers. Utilizing the high strength and stability of these layers, it significantly enhances the foundation's pull-out resistance, sliding resistance, and overturning resistance, solving the foundation bearing capacity challenge under restricted terrain. S13 uses Q420 steel with a yield strength of 420MPa. Its high strength characteristics are suitable for the load requirements of towers exceeding 100 meters. Segmented prefabrication facilitates hoisting operations, and fatigue-resistant reinforcement design at key nodes can withstand dynamic load impacts during long-term operation. The pre-installed and calibrated dynamic monitoring system provides reliable data support for monitoring parameters such as stress and tilt during construction and operation phases. Pre-set early warning thresholds enable proactive risk management. Based on multi-dimensional constraints of hoisting equipment performance, tower parameters, and high-speed operation boundaries, S14 can avoid the risk of the tower intruding into the high-speed operation area during hoisting through algorithm optimization. At the same time, it matches the crane's load-bearing capacity with the tower's posture requirements, and the defined safe operation boundary further strengthens the construction safety defense line.

[0078] Furthermore, the specific steps of S11 are as follows:

[0079] A three-dimensional coordinate system spanning the region was constructed using UAV 3D modeling technology, with the highway centerline as the X-axis, the perpendicular direction of the highway extension as the Y-axis, and the vertical direction as the Z-axis, comprehensively collecting coordinates of the terrain undulations. ), openness of the venue , coordinates of surrounding obstacle boundaries ( ) and the coordinates of the highway mainline and ramp boundaries ( High-precision terrain point cloud data is generated; simultaneously, specialized geological surveys are conducted to obtain stratigraphic lithology and rock saturated compressive strength. and the burial depth of moderately weathered rock strata Core geological parameters;

[0080] Through formula Calculate the ultimate pull-out bearing capacity of a single anchor pile ,in The diameter of the anchor pile. The length of the anchor pile embedded in moderately weathered rock. The characteristic value of the side friction resistance of the rock strata;

[0081] Through formula Calculate the total frictional resistance of the foundation sidewalls ,in Perimeter of the base sidewall For the thickness of each soil layer, These are the characteristic values ​​of the side friction resistance of each soil layer;

[0082] Substitute into the formula for checking the tensile bearing capacity Verify the basic fit, requirements , The total weight of the tower is 1.2, and the safety factor is required by industry standards.

[0083] The specific steps of S12 are as follows:

[0084] Construction shall be carried out according to the design scheme of the rock-embedded expanded-base anchor pile composite foundation, and the embedment depth of the foundation bottom into the moderately weathered rock layer shall be controlled. The amount of concrete to be poured is determined based on the bearing capacity requirements of the foundation design, and the concrete is poured to form a complete foundation structure.

[0085] After construction is completed, the anti-slip safety factor formula is used. Verify the anti-slip stability of the foundation, among which This represents the coefficient of friction between the rock strata and the concrete. The total vertical load of the foundation includes the self-weight of the tower, the self-weight of the foundation, and additional loads. The cohesion of the rock strata; The area of ​​the base surface; The total horizontal load is mainly wind load, and the requirements are as follows: ;

[0086] Using the formula for the overturning safety factor Verify the overturning stability of the foundation, including The stabilizing moment to resist overturning moment consists of the self-weight of the foundation and the self-weight of the tower. The overturning moment is composed of the unstable moments generated by horizontal wind loads and construction loads, requiring a safety factor for the foundation's overturning resistance. .

[0087] The S11 three-dimensional coordinate system is set with the highway as the core benchmark, which can accurately locate the spatial position of each key element and provide an intuitive spatial reference for hoisting path planning and foundation site selection. The synchronous acquisition of terrain point cloud data and geological parameters enables a comprehensive understanding of terrain and geological conditions. The formula for the ultimate tensile strength of a single anchor pile comprehensively considers the contact friction between the anchor pile and the rock layer and the side friction of the pile body, while the formula for the total friction of the foundation sidewall quantifies the friction between the foundation and each soil layer. The tensile strength verification formula after the superposition of the two is guaranteed by the safety factor required by industry standards to ensure that the tensile strength of the foundation is sufficient to withstand the total weight of the tower and additional loads. The S12 standard requires the foundation to be embedded at a depth of ≥1.5m into moderately weathered rock strata because moderately weathered rock strata possess bearing strength and stability far exceeding those of soil strata, providing reliable stress support for the foundation. The anti-sliding safety factor formula uses the frictional force generated by vertical loads and the cohesion of the rock strata to jointly resist horizontal loads, while the anti-overturning safety factor formula uses the ratio of stable moment to unstable moment for verification. These dual verifications address the two key risk points of horizontal sliding and overturning, ensuring that the foundation remains stable under wind loads, construction loads, and other conditions, meeting safety specifications.

[0088] Furthermore, the specific steps of S13 are as follows:

[0089] Using yield strength The Q420 steel was used to prefabricate the tower, which is over 100 meters tall, into three standardized sections, specifying the weight and dimensions of each section. ) and centroid coordinates ( ); For length, For width, For height.

[0090] Through the formula for verifying nodal stress Strengthening the fatigue resistance of key nodes in the tower body, including The bending moment borne by the node; The section modulus of the node; The axial force borne by the node; Given the cross-sectional area of ​​the nodes under stress, the required stress at the critical nodes of the tower body is... ;

[0091] A dynamic monitoring system containing vibration sensors is pre-installed at key stress locations on the tower body. A known gradient load is applied to the sensor installation locations using a simulated loading device. Synchronously acquire sensor output voltage signal A stress-voltage linear fitting equation was established based on the least squares method. Complete full-range commissioning and calibration, including This is the sensor sensitivity coefficient. The zero-point offset is used to determine the goodness of fit. ;

[0092] Based on the extreme weather conditions in the project area, a pre-set stress warning threshold is established: firstly, the standard value formula for wind load is used. Calculate wind load, where This is the gust coefficient. This is the tower body shape coefficient. This is the coefficient of wind pressure height variation. The local basic wind pressure is then calculated using the formula. Calculate the tower stress caused by wind load, where The windward area of ​​the tower; The total cross-sectional area of ​​the steel structure of the tower is calculated using the formula... Calculate the tower stress caused by icing load, where The density of ice, The total volume of ice covering the tower is calculated based on an ice thickness of 20mm, and finally obtained using the formula. Determine the early warning threshold; this must be ensured during the design phase.

[0093] The specific steps of S14 are as follows:

[0094] Combining the core parameters of the 250-ton crawler crane, the tower segment parameters, and the boundary coordinates of the core operation area of ​​the highway ( ), The minimum / maximum X-axis coordinates of the highway operating area. For the minimum / maximum Y-axis coordinates of the highway operating area, based on A Algorithm optimization forms a safe hoisting path; during the optimization process, A is established. Algorithm objective function ,in The length of each path segment; The hoisting speed for the corresponding path segment. This represents the total hoisting time.

[0095] The core parameters of a crawler crane include: rated lifting capacity. The operating radius is determined based on the weight of each tower section, the hoisting height, and the conditions of the construction site; the maximum lifting height is suitable for hoisting towers exceeding 100 meters; the tower section parameters include: the weight and dimensions of each section. , centroid coordinates.

[0096] Three constraints are set: ① Spatial constraint: The Y-coordinate of any point on the tower body at any hoisting moment satisfies ; The Y-coordinate at any moment along the hoisting path;

[0097] ②Bearing constraints: , This is a curve showing the rated lifting capacity of the crane under different operating radii. The hoisting operation radius changes dynamically with the hoisting time.

[0098] ③ Attitude constraints: Tower tilt angle ; through A The algorithm iteratively calculates and outputs the optimal hoisting path coordinate sequence. ), and through formula , Define the boundaries for safe construction operations.

[0099] Q420 steel is selected, and its high strength characteristics meet the load-bearing requirements of towers exceeding 100 meters. Standardized prefabrication in sections clearly defines the tower's weight, dimensions, and center of gravity coordinates, providing precise parameter support for hoisting equipment selection and route planning, avoiding the risk of hoisting imbalance due to unclear parameters. The nodal stress calculation formula comprehensively considers the bending moment and axial force borne by the nodes. By limiting the nodal stress to no more than 70% of the steel's yield strength, the risk of fatigue damage to the nodes under long-term dynamic loads can be effectively reduced, extending the tower's service life. The dynamic monitoring system uses simulated loading calibration, establishing a stress-voltage linear fitting equation based on the least squares method. A goodness-of-fit ≥0.99 ensures the accuracy of stress monitoring data. The calculation of the stress warning threshold under extreme weather conditions comprehensively considers the stress impact of typical extreme loads such as wind load and icing load on the tower, reserving a 20% safety redundancy to provide early warning of the risk of tower stress exceeding the limit. When optimizing the hoisting path, the objective function aims to improve construction efficiency by minimizing the hoisting time. The triple constraints address spatial avoidance of high-speed operating areas, load matching of the crane's rated lifting capacity, and attitude control of the tower's tilt angle, ensuring a safe and controllable hoisting process. The defined safe operating boundary extends 5m beyond the boundary of the high-speed operating area to further reduce the risk of accidental intrusion during hoisting.

[0100] Furthermore, S2 includes the following steps:

[0101] S21. Install retractable protective nets along the entire length of the highway above and on both sides of the construction area to form a closed protective barrier. The coverage of the protective nets extends 10m beyond the construction impact area at both ends, completely covering the highway surface and the emergency lanes on both sides. Ensure that its tensile strength, mesh size and other parameters meet the safety requirements for intercepting falling objects, and verify the reliability of the protection.

[0102] S22. Set up warning signs, gradient speed limit signs and guide signs reasonably upstream and downstream of the highway construction area; arrange dedicated liaison personnel to establish a 24-hour real-time communication channel with the traffic management department, and clarify the information reporting rules for different construction stages; preset emergency response thresholds such as traffic flow and congestion length, and formulate corresponding measures such as adjusting hoisting speed, suspending construction and emergency diversion to ensure the coordinated safety of construction and highway traffic.

[0103] Deployment and parameter calculation of protective facilities: A liftable protective net will be installed above and on both sides of the highway in the construction area, with the coverage area determined to be longitudinal. It extends 10 meters beyond each end of the construction impact area. Laterally... It completely covers the highway surface and both emergency lanes. Mesh size... ,tensile strength Climbing speed ; Minimum / maximum X-axis coordinates of the construction impact zone.

[0104] Using the formula for verifying the force on a falling object Verify the reliability of the protection, among which This corresponds to the weight of a 50kg falling object. The number of mesh openings in the protective netting for falling objects is determined by... calculate, The contact area of ​​the falling object. For the area of ​​a single mesh, To be the floor function, it is required that ;

[0105] Traffic linkage and control threshold settings: Warning signs, speed limit signs, and guide signs will be set up sequentially 2km upstream and downstream of the highway construction area, with speed limits decreasing in a gradient from 80km / h to 60km / h; Dedicated liaison personnel will be assigned to establish a real-time communication channel with the traffic management department, and information notification trigger conditions will be set: real-time notifications will be triggered at key hoisting nodes and key procedures for conductor erection, while during routine phases... Periodic reporting; preset traffic emergency response thresholds: traffic flow thresholds for construction area road sections. Vehicle congestion length threshold When the monitored value meets When the hoisting speed adjustment command is triggered, the hoisting speed is adjusted. , The base hoisting speed; when the vehicle congestion length When this occurs, a construction stop order is triggered, and an emergency response and evacuation process is initiated.

[0106] In S21, the retractable protective netting forms a closed barrier, covering an area 10 meters beyond both ends of the construction impact zone and completely covering the highway surface and emergency lane. It can comprehensively intercept falling tools, components, and other debris during construction, preventing safety threats to high-speed vehicles. Its tensile strength, mesh size, and other parameters meet safety requirements, ensuring sufficient load-bearing capacity and interception effect. Reliability verification further guarantees the effective implementation of protective measures. In S22, warning signs, gradient speed limit signs, and guide signs set up upstream and downstream of the construction area can guide vehicles to avoid the construction area in advance, reducing traffic risks. A 24-hour real-time communication channel synchronizes information between construction and traffic management departments, facilitating timely responses to traffic changes. Pre-set emergency response thresholds and corresponding measures allow for dynamic adjustments to the construction pace based on actual conditions such as traffic flow and congestion length, achieving a synergistic balance between construction progress and highway traffic efficiency, preventing traffic paralysis or safety accidents caused by construction.

[0107] Furthermore, S3 includes the following steps:

[0108] The 250-ton crawler crane was started to lift the first section of the tower along the optimized path. The lifting speed was adjusted through force feedback to ensure safety. A laser rangefinder was used to monitor and control the verticality deviation of the tower to not exceed 1‰ and the docking error to not exceed 3mm. After the fixing and reinforcement were completed, the dynamic monitoring system was activated to collect stress data and perform noise reduction processing to form the initial monitoring baseline.

[0109] A dual monitoring mode is adopted to ensure hoisting safety. After docking, the bolts are tightened according to the design preload and the verticality is checked. The stress distribution of the docking node is monitored to ensure that the fatigue resistance of the node meets the requirements, while ensuring the continuous and stable operation of the dynamic monitoring system.

[0110] After the third tower section was connected and secured, the crossbeam was hoisted and the cantilever angle was precisely controlled. The accuracy of the hanging point coordinates was verified to meet the requirements. The verticality of the entire tower and the firmness of the nodes were comprehensively verified. The stress of the entire tower was reviewed through the dynamic monitoring system to confirm that the tower structure was stable and met the load requirements for subsequent construction and operation.

[0111] S31 First Tower Section Hoisting: 250-ton crawler crane initiated along the preset coordinate sequence ( The first section of the tower is lifted, and the lifting speed is dynamically adjusted using a force feedback formula. , As the benchmark hoisting speed, This is the weight of the first section of the tower.

[0112] The coordinates of the top of the tower were collected using four laser rangefinders. (using the verticality deviation formula) Control deviation , Based on the center coordinates, This refers to the height of the first section of the tower.

[0113] Docking error Require , For the actual measured gap, To accommodate the design gaps, after completing the fixing and reinforcement, a dynamic monitoring system was activated to collect stress signals. Noise reduction using the Kalman filter algorithm: Prediction equation Update equations , Here is the state transition matrix. For the input matrix, To control the input, This is the actual measured signal from the sensor. For the observation matrix, Kalman gain; an initial monitoring baseline is formed based on the denoised stress data. This provides a benchmark for comparing stress changes during the subsequent hoisting phase;

[0114] The second section of the S32 tower body was hoisted using a dual monitoring mode: lifting equipment stress monitoring and tower body dynamic monitoring, to ensure the lifting equipment stress. Tower stress ; This is the weight of the second tower section. After docking, the pre-tightening force formula applies. Tighten bolts and check verticality deviation. ; The yield strength of Q420 steel, This represents the cross-sectional area of ​​the bolt.

[0115] Collect stress data at docking nodes Ensure maximum stress at the node ;

[0116] S33 Third Tower Section and Crossarm Hoisting: After the third tower section is connected and secured to the second section, the crossarm is hoisted, and the cantilever angle error is controlled by an angle sensor. , For the cantilever angle of the crossbeam, To design the target value.

[0117] The coordinates of the hanging point were measured using a GPS positioning device. ), requiring coordinate error , , ; through the superposition formula of stress in the whole tower Review and ensure .in For self-weight stress, For wind stress, This is to account for residual stress from the hoisting process.

[0118] The 250-ton crawler crane's rated lifting capacity is suitable for the weight requirements of segments in a tower exceeding 100 meters. Lifting along an optimized path avoids encroachment on high-speed operating areas. Force feedback adjusts the lifting speed in real time based on stress changes during lifting, preventing tower swaying and imbalance due to excessive speed or sudden stress changes. A high-precision laser rangefinder accurately monitors tower verticality and docking errors, controlling deviations within 1‰ and 3mm to ensure the tower installation accuracy meets structural stability requirements. A dynamic monitoring system collects stress data and performs noise reduction processing, creating an initial monitoring baseline that provides a benchmark for stress change comparison during subsequent construction and operation phases. The dual monitoring mode combines verticality verification and node stress monitoring, providing double protection for lifting safety. Tightening bolts to the designed pre-tightening force ensures secure connections between tower segments, preventing stress concentration due to loose connections. Focusing on monitoring stress distribution at docking nodes allows for timely detection of abnormal node stress, ensuring node fatigue resistance. Precise control of the crossarm cantilever angle and accuracy verification of the wire hanging point coordinates ensure the accuracy of subsequent conductor erection; comprehensive verification of the tower's verticality, node firmness, and stress check can comprehensively assess the tower's structural stability and ensure that the tower can withstand subsequent construction loads and long-term operational loads.

[0119] Furthermore, S4 includes the following steps:

[0120] S41a. Determine parameters such as conductor specific load, cross-sectional area, and elastic modulus; measure the horizontal span of the highway crossing section; and determine the design sag based on technical specifications and clearance requirements.

[0121] S41b. Establish the correlation between sag and conductor stress based on the catenary theory to guide conductor tension adjustment;

[0122] S41c After the UAV pulls and deploys the conductor, the sag at the midpoint of the conductor is monitored in real time. The conductor tension is dynamically adjusted according to the deviation between the measured value and the design value to ensure that the tension adjustment accuracy meets the requirements.

[0123] S41d: Real-time monitoring of the clearance height of highway crossings, controlling the clearance error to no more than 0.3m, meeting the technical specifications for high-span construction, and ensuring vehicle traffic safety.

[0124] The conductor erection adopts the drone traction and dual-line tension control technology determined in the design phase to achieve contactless crossing construction. The specific process is as follows:

[0125] First, clarify the core parameters of the conductor: conductor type, span distance. and design sag The conductor type includes determining the conductor's load-bearing capacity. Cross-sectional area Elastic modulus Crossing gear range Horizontal distances across highway crossings were measured using a total station; sag design was performed. Determined based on high-span technical specifications and clearance requirements.

[0126] Based on the catenary theory, the equation relating conductor sag to stress is established: ,in For conductor sag, Let be the stress at the lowest point of the conductor. The stress adjustment formula is derived from this equation: This provides a theoretical basis for adjusting conductor tension.

[0127] After the drone pulls the conductor to the preset position, an initial tension is applied by a conductor tensioner, and a laser rangefinder is used to collect the sag at the midpoint of the conductor in real time. The measured sag is compared with the designed sag to calculate the stress adjustment. The tension of the conductor is dynamically adjusted by a tension machine. Continue until the conductor sag meets the design requirements.

[0128] Simultaneous monitoring of the clearance height when crossing highways: ,in This is the actual height of the midpoint of the conductor. The height of the highest point of the highway surface; required clearance error It complies with the technical specifications for high-span construction and ensures the safety of vehicle traffic.

[0129] Furthermore, S4 also includes:

[0130] S42a, Adopting improved A The algorithm constructs a verification model for the conductor deployment path, introduces a conductor elastic deformation correction factor, and fully considers the influence of the conductor's tensile deformation on the path under tension.

[0131] S42b. Based on the boundary of the highway operating area, set spatial constraints for the laying of the conductor to ensure that the conductor does not encroach on the highway operating space.

[0132] S43c: The entire process of conductor deployment is simulated through 3D modeling to verify the safety of the path; if any intrusion risk is found in the path, the drone's traction trajectory and conductor tension are adjusted in a timely manner to ensure that the actual deployment path is consistent with the optimized path, so as to achieve contactless crossing of the highway and its ancillary facilities.

[0133] Build an improved A Algorithm Model: Introducing a Correction Factor for Elastic Deformation of the Conductor ,in This represents the amount of tensile deformation of the conductor. Given the original length of the conductor, considering tension Effect on conductor deformation Establish a three-dimensional spatial path model for the conductor;

[0134] Define path constraints: Define the Y-coordinate range of the core operation area of ​​the highway. Set path constraints for any point on the traverse. , This is the length parameter of the conductor along the laying direction;

[0135] Path simulation and deviation adjustment: By improving A The algorithm simulates the entire process of traverse deployment and calculates the deviation between the simulated path value and the optimized target value. ,like Then adjust the drone's traction trajectory coordinates. , and conductor tension adjustment amount until .

[0136] Under tension, the conductor undergoes elastic tensile deformation, causing a deviation between the actual deployment path and the theoretical path. Improvement A... The algorithm incorporates an elastic deformation correction factor to accurately compensate for this deviation, making the path verification model more closely resemble actual construction scenarios and improving the accuracy of path planning. Setting spatial constraints based on the highway operating area boundary can mitigate the risk of conductors encroaching on the highway operating space from the path's origin, ensuring sufficient safety clearance between the conductors and the highway surface during conductor deployment and guaranteeing normal highway traffic.

[0137] 3D modeling can intuitively and comprehensively simulate the entire process of conductor deployment, predict potential intrusion risks along the path in advance, avoid rework after problems are discovered during actual construction, and improve construction efficiency. Drone traction is flexible and precise, allowing for real-time adjustment of the traction trajectory based on simulation verification results; conductor tension control can adjust the conductor's stretching degree, thereby adjusting the conductor sag. The combined effect of these two methods ensures that the actual deployment path matches the optimized path, achieving contactless crossing and preventing contact friction between the conductor and highways and ancillary facilities, thus guaranteeing conductor safety and highway operational safety.

[0138] Furthermore, the S5 system involves comprehensive testing and debugging of the tower structure performance and dynamic monitoring system, specifically as follows:

[0139] A professional testing team was organized to apply equivalent extreme gust loads and icing loads to the tower. Stress data of key parts of the tower were collected through a dynamic monitoring system to verify the structural stability of the tower under extreme conditions.

[0140] Special testing was conducted on foundation settlement. Monitoring points were set up at the four corners and center of the foundation. The short-term and cumulative settlement of the foundation were measured and recorded daily for several consecutive days to verify the bearing stability of the foundation.

[0141] The dynamic monitoring system for the tower and conductors underwent full-function optimization and debugging, and monitoring parameters such as stress, tilt, and sag were calibrated. The data transmission delay performance and fault warning accuracy of the system were tested. At the same time, the stress data recorded by the dynamic monitoring system throughout the construction process were reviewed to confirm that there were no stress exceeding the standard.

[0142] Specifically, a professional testing team was organized to conduct a comprehensive test on the performance of the tower body and foundation structure.

[0143] An equivalent extreme load is applied to the tower body using a hydraulic loading system. This equivalent extreme load includes, for example, the wind load corresponding to a gust coefficient of 1.8 and the icing load corresponding to 20mm of icing. Stress data for key parts of the tower body are collected through a dynamic monitoring system. ,verify This ensures the structural stability of the tower under extreme working conditions.

[0144] Specialized monitoring of foundation settlement was conducted: monitoring points were set up at the four corners and center of the foundation using a level instrument, and settlement data were measured daily for 30 consecutive days to record the short-term settlement of the foundation. and cumulative settlement To verify the stability of the foundation's load-bearing capacity.

[0145] The dynamic monitoring system for the tower and conductors underwent full-function optimization and debugging: monitoring parameters such as stress, tilt, and sag were recalibrated; data transmission delay was tested using a signal generator; and requirements were met. The accuracy of the system's early warning system was verified through simulated fault testing, ensuring an accuracy rate of ≥99% and fully leveraging the system's real-time monitoring and risk warning functions. Simultaneously, the stress data recorded by the dynamic monitoring system throughout the construction process was thoroughly reviewed to confirm that no stress exceeded the standard.

[0146] Extreme gust loads and icing loads represent the most severe load conditions the tower may face during operation. Applying equivalent loads and collecting stress data from key locations directly verifies the tower structure's load-bearing capacity and stability under extreme conditions, ensuring long-term operational safety. Foundation settlement is a critical factor affecting tower structural stability. Monitoring points at the four corners and center of the foundation comprehensively and accurately capture settlement data. Continuous measurement and recording of short-term and cumulative settlement over multiple days determines whether foundation settlement is stabilizing and verifies whether the foundation's bearing capacity meets long-term usage requirements. Full-function optimization and debugging of the dynamic monitoring system calibrates the accuracy of monitoring parameters, tests data transmission delay performance and fault warning accuracy, ensuring the system can provide timely and accurate feedback on the tower and conductor's operational status during operation. Reviewing stress data throughout construction confirms that no stress exceedances occurred during construction, eliminating potential structural safety hazards left over from the construction phase.

[0147] The load-bearing trial operation and acceptance described in S5 are as follows:

[0148] A load test run was carried out on the tower body with an equivalent load ratio of the design load ratio to simulate the operating state after the conductor was installed. The tower body stress, tilt and conductor sag were continuously monitored for a specified period of time and recorded at fixed intervals to ensure that all operating indicators met the preset requirements.

[0149] The organization involves multiple parties, including construction, design, construction, and supervision units, to conduct a full-process completion acceptance inspection, focusing on verifying the completeness and standardization of construction data such as path optimization data, stress monitoring records, formula calculation reports, and test reports;

[0150] After the project passes final acceptance, the traffic control signs and retractable protective nets in the construction area will be removed to restore the normal traffic environment of the expressway. Complete and traceable construction technical data and acceptance records will be compiled.

[0151] The tower was put into trial operation under load. An equivalent load was applied to simulate the operation after the conductor was installed, and monitoring was conducted continuously for 72 hours. The equivalent load was 80% of the design load. The tower stress was recorded hourly during this period. Inclination and conductor sag The following indicators are required to be met: , , This ensures the stable operation of the tower and conductors.

[0152] After successful trial operation, a comprehensive final acceptance inspection was conducted involving construction, design, construction, and supervision units. The inspection focused on verifying the completeness and standardization of construction documentation, including path optimization data, stress monitoring records, formula calculation reports, and test reports. Following successful acceptance, traffic control signs and retractable safety nets in the construction area were removed, restoring normal highway traffic. Complete and traceable construction technical data and acceptance records were compiled to provide replicable and scalable practical experience for similar projects.

[0153] The trial run with a load equivalent to the design load ratio simulates the actual operating state of the tower, continuously monitoring and recording tower stress, tilt, and conductor sag. This verifies the stability of the tower and conductors under normal operating loads and the compliance of various indicators, ensuring that the project quality meets design requirements. The participation of multiple parties, including construction, design, construction, and supervision units, in the final acceptance process allows for a comprehensive review of the project quality from different professional perspectives. The construction data, which is a key piece of evidence for project quality, is complete and standardized, ensuring traceability and verifiability. After successful final acceptance, the removal of traffic control signs and protective netting restores normal highway traffic and reduces the long-term impact of construction on traffic. The compilation of complete construction technical data and acceptance records provides a reference for subsequent maintenance, repair, and similar projects, promoting the standardization of industry technology.

[0154] In summary, a certain 500kV transmission line needs to cross a two-way six-lane urban expressway, including one ramp. The construction area is a 28° steep slope, and the tower is 106m high. The project requires that the construction be completed without road closures, with minimal interference, and with high safety.

[0155] First, the focus is on the terrain and geology adaptation process. The principle is to construct a precise coordinate system using UAV 3D modeling technology to digitally reconstruct the high-speed boundaries of terrain obstacles, solving the problem of fuzzy traditional survey data. During implementation, a coordinate system is established with the highway centerline as the X-axis to quickly locate the steep slope terrain boundaries of a specific section on the Y-axis of the highway's core operating area. Simultaneously, data on the distribution of moderately weathered rock strata is acquired. The core action is to select a rock-embedded, expanded-base anchor pile composite foundation based on the characteristics of the rock strata. The principle is to utilize the high strength of the rock strata to enhance the foundation's pull-out and anti-sliding capabilities, thereby replacing conventional shallow foundations and adapting to steep slope terrain. Next, the tower prefabrication and monitoring system deployment are advanced. The principle of this stage is segmented standardized prefabrication adapted to narrow working surfaces, with key nodes reinforced against fatigue. Based on the principle of material mechanics stress distribution, dynamic monitoring captures real-time changes in structural stress. During implementation, the over 100-meter tower is prefabricated in three segments, with structural reinforcement at stress nodes such as flanges and crossarms. Vibration sensors are pre-installed at these nodes. The principle is that vibration signals are correlated with stress changes, completing load-voltage calibration and preset extreme condition warning thresholds. Finally, the hoisting path optimization is completed. The principle is A The algorithm aims to avoid high-speed zones in the shortest time and automatically selects safe paths that meet the crane's capacity and the tower's weight. During implementation, the crane's operating capacity, tower segment parameters, and high-speed operation boundaries are input, and the algorithm automatically outputs lifting paths that do not intrude into high-speed zones, while simultaneously defining construction safety boundaries.

[0156] The project employs a dynamic dual-line defense system, combining physical protection with highway operation to isolate construction risks. During implementation, a retractable protective net is deployed outside the construction impact area to physically isolate the risk of falling objects. Simultaneously, a 24-hour linkage mechanism is established with highway traffic management to synchronize construction progress and traffic flow in real time, dynamically adjusting control measures to replace traditional road closures.

[0157] The segmented hoisting system adapts to steep slopes and confined spaces. Dynamic monitoring provides real-time feedback on verticality and docking errors. During implementation, the tower body is hoisted in segments according to the optimized path. The dynamic monitoring system acquires data on tower verticality and node docking gaps in real time. Sensor data is transmitted in real time, and the hoisting posture is adjusted in a closed loop to ensure that the installation accuracy meets the specifications.

[0158] Drones are used to pull and control the tension of dual-line conductors across high-speed highways without contact, stabilizing the conductor sag and ensuring clearance. During implementation, drones are used to pull the conductors, the principle being to avoid contact between the conductors and high-speed facilities. Simultaneously, a tension machine controls the tension of the dual lines; tension and sag are negatively correlated, precisely controlling the clearance to complete the conductor erection operation.

[0159] The structural stability and system reliability are verified by conducting load-bearing test runs after construction. During implementation, the tower structure performance and foundation settlement data are tested first, the dynamic monitoring system is fully debugged, and then a 72-hour load-bearing test run is carried out to simulate extreme loads. After confirming that the system warning and structural response meet expectations, the entire process is accepted.

[0160] The above description is merely a preferred embodiment of the present invention and is not intended to limit the present invention. It should be noted that for those skilled in the art, several improvements and modifications can be made without departing from the technical principles of the present invention, and these improvements and modifications should also be considered within the scope of protection of the present invention.

Claims

1. A method for the segmented suspension and hoisting construction of a 500kV ultra-high tension tower crossing a highway, characterized in that... Includes the following steps: S1. Conduct topographic surveys and site investigations, collect topographic data across the region and clarify core geological parameters; construct the rock-embedded extended foundation according to the design plan and complete the special acceptance of the foundation bearing capacity; based on the results of the tower structure optimization, prefabricate the tower in three standardized sections, pre-install a dynamic monitoring system, optimize the hoisting path and deploy hoisting equipment; S2. Construction protection and traffic coordination preparation: Install protective facilities above and on both sides of the highway in the construction area, set up traffic control signs, and establish a real-time linkage mechanism and emergency plan between the construction and traffic management departments. S3. Using a large crawler crane, the tower body is lifted in sections along the optimized path. The verticality and docking error of the tower body are controlled by a dynamic monitoring system. The tower body stress data is monitored in real time. The docking, reinforcement and crossbeam installation of each section of the tower body are completed, and the stability of the tower structure is verified. S4. Use drone traction and dual-line tension control technology to carry out contactless conductor erection, and use a dynamic monitoring system to precisely control conductor sag and crossing of clearance. S5. Conduct comprehensive testing and debugging of the tower structure performance and dynamic monitoring system, start the tower load test run, complete the acceptance of all procedures and compile the construction data.

2. The method for segmented suspension and hoisting construction of a 500kV ultra-high tension tower crossing a highway according to claim 1, characterized in that, S1 specifically refers to: S11. Use UAV 3D modeling technology to construct a 3D coordinate system, collect terrain-related data across regions to generate terrain point cloud data, obtain core geological parameters such as stratum lithology and burial depth of moderately weathered rock strata through special geological surveys, and verify that the foundation uplift bearing capacity meets the tower's bearing safety requirements. S12. Construct the rock-embedded, enlarged-base anchor pile composite foundation according to the design plan to ensure that the foundation is embedded in the moderately weathered rock layer and that its anti-sliding and anti-overturning performance meets the safety specifications. S13. The tower body is prefabricated in three standardized sections using Q420 steel to enhance the fatigue resistance of key nodes. A dynamic monitoring system with vibration sensors is pre-installed at key stress locations in the tower body, and the system is debugged, calibrated, and preset with stress warning thresholds under extreme loads. S14. Combining the characteristics of the hoisting equipment, the tower segment parameters, and the requirements of the highway operation boundary, a safe hoisting path is formed by optimizing the algorithm to avoid the highway operation area, and the construction safety operation boundary is delineated.

3. The method for segmented suspension and hoisting construction of a 500kV ultra-high tension tower crossing a highway according to claim 2, characterized in that, The specific steps of S11 are as follows: A three-dimensional coordinate system spanning the region was constructed using UAV 3D modeling technology (with the highway centerline as the X-axis, the perpendicular direction of the highway extension as the Y-axis, and the vertical direction as the Z-axis), comprehensively collecting coordinates of the terrain undulations. ), openness of the venue , coordinates of surrounding obstacle boundaries ( ) and the coordinates of the highway mainline and ramp boundaries ( High-precision terrain point cloud data is generated; simultaneously, specialized geological surveys are conducted to obtain stratigraphic lithology and rock saturated compressive strength. and the burial depth of moderately weathered rock strata Core geological parameters; Through formula Calculate the ultimate pull-out bearing capacity of a single anchor pile ,in The diameter of the anchor pile. The length of the anchor pile embedded in moderately weathered rock. The characteristic value of the side friction resistance of the rock strata; Through formula Calculate the total frictional resistance of the foundation sidewalls ,in Perimeter of the base sidewall For the thickness of each soil layer, These are the characteristic values ​​of the side friction resistance of each soil layer; Substitute into the formula for checking the tensile bearing capacity Verify the basic fit, requirements , This refers to the total weight of the tower. The specific steps of S12 are as follows: Construction shall be carried out according to the design scheme of the rock-embedded expanded-base anchor pile composite foundation, and the embedment depth of the foundation bottom into the moderately weathered rock layer shall be controlled. The amount of concrete to be poured is determined based on the bearing capacity requirements of the foundation design, and the concrete is poured to form a complete foundation structure. After construction is completed, the anti-slip safety factor formula is used. Verify the anti-slip stability of the foundation, among which The friction coefficient between the rock strata and the concrete is denoted as . The total vertical load of the foundation includes the self-weight of the tower, the self-weight of the foundation, and additional loads. It is the cohesion of the rock strata; The area of ​​the base surface; The total horizontal load is mainly wind load, and the requirements are as follows: ; Using the formula for the overturning safety factor Verify the overturning stability of the foundation, including The stabilizing moment to resist overturning moment consists of the self-weight of the foundation and the self-weight of the tower. The overturning moment is composed of the unstable moments generated by horizontal wind loads and construction loads, and requires... .

4. The method for segmented suspension and hoisting construction of a 500kV ultra-high tension tower crossing a highway according to claim 3, characterized in that, The specific steps of S13 are as follows: Using yield strength The Q420 steel was used to prefabricate the tower, which is over 100 meters tall, into three standardized sections, specifying the weight and dimensions of each section. ) and centroid coordinates ( ); Through the formula for verifying nodal stress Strengthening the fatigue resistance of key nodes in the tower body, including The bending moment borne by the node; The section modulus of the node; The axial force borne by the node; Given the cross-sectional area of ​​the node under stress, the requirements are... ; A dynamic monitoring system containing vibration sensors is pre-installed at key stress locations on the tower body. A known gradient load is applied to the sensor installation locations using a simulated loading device. Synchronously acquire sensor output voltage signal A stress-voltage linear fitting equation was established based on the least squares method. Complete full-range commissioning and calibration, including This is the sensor sensitivity coefficient. The zero-point offset is used to determine the goodness of fit. ; Based on the extreme weather conditions in the project area, a pre-set stress warning threshold is established: firstly, the standard value formula for wind load is used. Calculate wind load, where This is the gust coefficient. This is the tower body shape coefficient. This is the coefficient of wind pressure height variation. The local basic wind pressure is then calculated using the formula. Calculate the tower stress caused by wind load, where The windward area of ​​the tower; The total cross-sectional area of ​​the steel structure of the tower is calculated using the formula... Calculate the tower stress caused by icing load, where The density of ice, The total volume of ice covering the tower is calculated based on an ice thickness of 20mm, and finally obtained using the formula. Determine the warning threshold; The specific steps of S14 are as follows: Combining the core parameters of the 250-ton crawler crane with the tower segment parameters and the boundary coordinates of the core operation area of ​​the highway ( ), based on A Algorithm optimization generates a safe hoisting path; During the optimization process, A is established. Algorithm objective function ,in The length of each path segment, in meters (m). The hoisting speed for the corresponding path segment. Total hoisting time; Three constraints are set: ① Spatial constraint: The Y-coordinate of any point on the tower body at any hoisting moment satisfies ② Bearing constraints: ( (Curves of rated lifting capacity of the crane under different working radii); ③ Attitude constraints: tower tilt angle ; through A The algorithm iteratively calculates and outputs the optimal hoisting path coordinate sequence. ), and through formula , Define the boundaries for safe construction operations.

5. A method for segmented suspension and hoisting construction of a 500kV ultra-high tension tower crossing a highway according to claim 3, characterized in that, S2 includes the following steps: S21. Install retractable protective nets along the entire length of the highway above and on both sides of the construction area to form a closed protective barrier. The coverage of the protective nets extends 10m beyond the construction impact area at both ends, completely covering the highway surface and the emergency lanes on both sides. Ensure that its tensile strength, mesh size and other parameters meet the safety requirements for intercepting falling objects, and verify the reliability of the protection. S22. Set up warning signs, gradient speed limit signs and guide signs reasonably upstream and downstream of the highway construction area; arrange dedicated liaison personnel to establish a 24-hour real-time communication channel with the traffic management department, and clarify the information reporting rules for different construction stages; preset emergency response thresholds such as traffic flow and congestion length, and formulate corresponding measures such as adjusting hoisting speed, suspending construction and emergency diversion to ensure the coordinated safety of construction and highway traffic.

6. The method for segmented suspension and hoisting construction of a 500kV ultra-high tension tower crossing a highway according to claim 3, characterized in that, S3 includes the following steps: The 250-ton crawler crane was started to lift the first section of the tower along the optimized path. The lifting speed was adjusted through force feedback to ensure safety. A laser rangefinder was used to monitor and control the verticality deviation of the tower to not exceed 1‰ and the docking error to not exceed 3mm. After the fixing and reinforcement were completed, the dynamic monitoring system was activated to collect stress data and perform noise reduction processing to form the initial monitoring baseline. A dual monitoring mode is adopted to ensure hoisting safety. After docking, the bolts are tightened according to the design preload and the verticality is checked. The stress distribution of the docking node is monitored to ensure that the fatigue resistance of the node meets the requirements, while ensuring the continuous and stable operation of the dynamic monitoring system. After the third tower section was connected and secured, the crossbeam was hoisted and the cantilever angle was precisely controlled. The accuracy of the hanging point coordinates was verified to meet the requirements. The verticality of the entire tower and the firmness of the nodes were comprehensively verified. The stress of the entire tower was reviewed through the dynamic monitoring system to confirm that the tower structure was stable and met the load requirements for subsequent construction and operation.

7. A method for segmented suspension and hoisting construction of a 500kV ultra-high tension tower crossing a highway according to claim 1, characterized in that, S4 includes the following steps: S41a. Determine parameters such as conductor specific load, cross-sectional area, and elastic modulus; measure the horizontal span of the highway crossing section; and determine the design sag based on technical specifications and clearance requirements. S41b. Establish the correlation between sag and conductor stress based on the catenary theory to guide conductor tension adjustment; S41c After the UAV pulls and deploys the conductor, the sag at the midpoint of the conductor is monitored in real time. The conductor tension is dynamically adjusted according to the deviation between the measured value and the design value to ensure that the tension adjustment accuracy meets the requirements. S41d: Real-time monitoring of the clearance height of highway crossings, controlling the clearance error to no more than 0.3m, meeting the technical specifications for high-span construction, and ensuring vehicle traffic safety.

8. The method for segmented suspension and hoisting construction of a 500kV ultra-high tension tower crossing a highway according to claim 1, characterized in that, S4 also includes: S42a, Adopting improved A The algorithm constructs a verification model for the conductor deployment path, introduces a conductor elastic deformation correction factor, and fully considers the influence of the conductor's tensile deformation on the path under tension. S42b. Based on the boundary of the highway operating area, set spatial constraints for the laying of the conductor to ensure that the conductor does not encroach on the highway operating space. S43c: The entire process of conductor deployment is simulated through 3D modeling to verify the safety of the path; if any intrusion risk is found in the path, the drone's traction trajectory and conductor tension are adjusted in a timely manner to ensure that the actual deployment path is consistent with the optimized path, so as to achieve contactless crossing of the highway and its ancillary facilities.

9. A method for segmented suspension and hoisting construction of a 500kV ultra-high tension tower crossing a highway according to claim 1, characterized in that, The comprehensive testing and debugging of the tower structure performance and dynamic monitoring system in S5 specifically includes: A professional testing team was organized to apply equivalent extreme gust loads and icing loads to the tower. Stress data of key parts of the tower were collected through a dynamic monitoring system to verify the structural stability of the tower under extreme conditions. Special testing was conducted on foundation settlement. Monitoring points were set up at the four corners and center of the foundation. The short-term and cumulative settlement of the foundation were measured and recorded daily for several consecutive days to verify the bearing stability of the foundation. The dynamic monitoring system for the tower and conductors underwent full-function optimization and debugging, and monitoring parameters such as stress, tilt, and sag were calibrated. The data transmission delay performance and fault warning accuracy of the system were tested. At the same time, the stress data recorded by the dynamic monitoring system throughout the construction process were reviewed to confirm that there were no stress exceeding the standard.

10. A method for segmented suspension and hoisting construction of a 500kV ultra-high tension tower crossing a highway according to claim 9, characterized in that, The load-bearing trial operation and acceptance described in S5 are as follows: A load test run was carried out on the tower body with an equivalent load ratio of the design load ratio to simulate the operating state after the conductor was installed. The tower body stress, tilt and conductor sag were continuously monitored for a specified period of time and recorded at fixed intervals to ensure that all operating indicators met the preset requirements. The organization involves multiple parties, including construction, design, construction, and supervision units, to conduct a full-process completion acceptance inspection, focusing on verifying the completeness and standardization of construction data such as path optimization data, stress monitoring records, formula calculation reports, and test reports; After the project passes final acceptance, the traffic control signs and retractable protective nets in the construction area will be removed to restore the normal traffic environment of the expressway. Complete and traceable construction technical data and acceptance records will be compiled.

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