Vertical deformation coordination control and pre-offset construction method of super-high special-shaped steel concrete bridge tower

Abstract

The application discloses a kind of vertical deformation coordination control and pre-offset construction method and system of super-high special-shaped steel bridge tower, method includes: according to the time-varying deformation difference of steel and concrete, construct vertical difference deformation analysis model, calculate the vertical deformation difference of bridge tower full cycle, provide basis for pre-offset calculation;Combined with deformation difference, establish the pre-offset calculation system with the minimum deformation difference as the goal, and the improved nonlinear iterative calculation method is used to determine the construction reverse pre-offset amount in reverse direction.The iterative method takes the minimum sum of deformation difference as the goal, combines time effect and deformation data, adjusts step length and updates pre-offset amount to meet convergence requirements, while dividing stages according to construction nodes, establishing adaptive fitting function to ensure connection, reflecting nonlinear evolution of deformation.Pre-offset amount is segmented and constructed synchronously, and the posture is calibrated, linear is monitored in real time, and the difference deformation is offset by pre-offset deformation.

Description

Technical Field

[0001] This invention belongs to the field of bridge engineering construction technology, and more specifically, relates to a method for coordinated control and pre-deflection construction of vertical deformation of ultra-high irregular steel-concrete bridge towers. Background Technology

[0002] As the construction of long-span bridges develops towards ultra-high and irregular shapes, steel-concrete composite bridge towers are gradually becoming the mainstream structural form for complex terrains and landscape requirements due to their combination of the advantages of lightweight and high strength of steel and the high stiffness and low cost of concrete. These bridge towers are generally over 200 meters high, and their cross-sectional shape dynamically changes with the tower height, resulting in more complex stress and deformation behavior than conventional bridge towers. Steel and concrete, as two materials with significantly different mechanical properties, exhibit fundamentally different deformation characteristics throughout the construction and operation cycle. Steel's elastic deformation is instantaneous and stable over a long period, while concrete undergoes continuous time-varying deformation accompanied by creep and shrinkage. The mismatch between the deformation rates and the final deformation amounts of the two materials can lead to differential vertical deformation of the bridge tower.

[0003] In current engineering practice, the control of vertical deformation of reinforced concrete bridge towers often relies on empirical values ​​or simplified linear analysis methods, failing to fully consider the time effect of concrete creep and shrinkage and the stress distribution characteristics of irregular cross-sections. This leads to a disconnect between the pre-deflection setting and the actual deformation trend of the structure. Inappropriate pre-deflection settings during the construction phase can easily cause the accumulation of bridge tower alignment deviations, leading to continued differential deformation during the later operational phase, further exacerbating alignment deterioration, affecting the bridge's appearance and structural safety, and in severe cases, even causing localized stress concentration, reducing structural durability and service life. Furthermore, existing pre-deflection construction methods mostly employ single-stage static control, lacking the dynamic adaptability to the full-cycle deformation evolution. Discontinuous transitions in pre-deflection between adjacent segments can easily lead to abrupt changes in alignment, making it difficult to meet the high-precision alignment control requirements of ultra-high irregular bridge towers.

[0004] The alignment control challenges caused by such differential deformation have become a key technical bottleneck restricting the widespread application of ultra-high, irregularly shaped steel-concrete bridge towers. This not only increases the difficulty and cost of attitude calibration during construction but also poses safety hazards for long-term bridge operation, failing to meet the comprehensive requirements of modern bridge engineering for structural safety, aesthetic alignment, and long-term performance stability. Therefore, there is an urgent need to develop a vertical deformation coordination and pre-deflection construction method that can accurately match the time-varying deformation characteristics of steel-concrete materials and achieve full-cycle dynamic control. This method can fundamentally solve the alignment deviation problem caused by differential deformation, ensuring the construction quality and long-term performance of ultra-high, irregularly shaped steel-concrete bridge towers. Summary of the Invention

[0005] This invention aims to address the challenge of vertical alignment control caused by the mismatch in deformation of steel-concrete materials in ultra-high irregular steel-concrete bridge towers. It provides a method for coordinated control of vertical deformation and pre-deflection construction, enabling accurate prediction of deformation throughout the entire cycle and dynamic optimization of pre-deflection, thus ensuring the construction accuracy and long-term structural stability of the bridge tower.

[0006] To address the aforementioned deficiencies or improvement needs of existing technologies, as a first aspect of this invention, a method for coordinated vertical deformation control and pre-deflection construction of ultra-high irregular-shaped steel-concrete bridge towers is provided, comprising:

[0007] S1. Based on the different deformation characteristics of steel and concrete over time, a vertical differential deformation analysis model is constructed to reflect the relationship between the stress, material deformation and time changes of the bridge tower structure. The vertical deformation difference caused by the inconsistent deformation of steel and concrete during the entire construction and use process of the bridge tower is calculated through the model, providing data basis for the calculation of pre-deflection.

[0008] S2. Based on the vertical deformation difference of the bridge tower, a pre-deflection calculation system with the goal of minimizing the deformation difference is established. An improved nonlinear iterative calculation method is adopted to determine the reverse pre-deflection required by the bridge tower during the construction stage.

[0009] S3. According to the reverse pre-deflection amount of the bridge tower, the key parts of the bridge tower are segmented and synchronously pre-deflected, positioned and installed. Among them, the pre-deflection calculation results are used as the control benchmark to independently calibrate the spatial attitude of each construction segment to ensure that the pre-deflection amount between adjacent segments is continuously transitioned and the overall alignment is coordinated.

[0010] S4. Monitor the vertical alignment of the bridge tower in real time during the construction phase and the initial operation phase, compare the monitoring data with the pre-deflection design results, and use the data as a basis for parameter correction of the mathematical model.

[0011] Among them, the improved nonlinear iterative calculation method aims to minimize the sum of vertical deformation differences of each control section. Combining time effects and deformation difference data, the pre-bias is adjusted and iteratively updated through adaptive step size until the calculation results meet the convergence requirements. At the same time, the deformation development stages are divided according to the key construction nodes, and a suitable fitting function is established for each stage, ensuring that the fitting results of each stage are smoothly connected, thereby reflecting the nonlinear evolution law of deformation difference with time and structural state.

[0012] Furthermore, the construction process of the vertical differential deformation analysis model in S1 is as follows:

[0013] Based on parameters including the cross-sectional position in the direction of bridge tower height, total time, cross-sectional stress, material mechanical parameters of steel and concrete, and concrete creep coefficient, a parameter system that can reflect the spatial position, time effect and material properties of the structure is established by clarifying the physical meaning of each parameter.

[0014] Based on the principles of materials mechanics and the theory of concrete creep, a dual-material collaborative analysis mechanism for coupled deformation of steel elastic deformation and concrete elastic creep is constructed. The calculation relationship between steel deformation and concrete deformation is determined, and the vertical differential deformation value is obtained through the difference between the two.

[0015] Furthermore, the calculation of the steel deformation is based on the deformation analysis of cantilever members under concentrated loads at their ends in mechanics of materials, specifically as follows:

[0016]

[0017] in, This represents the deformation of the steel; the vertical stress state of the bridge tower can be equivalent to that of a cantilever structure, where... The control section height of the bridge tower, For time, This represents the force on the corresponding cross section at the corresponding time. The intrinsic elastic modulus of steel, These parameters, which correspond to the moment of inertia of the control section, directly relate to the essential relationship between the structural stress and material properties.

[0018] Furthermore, the calculation of concrete deformation in S1 is based on the long-term deformation theory of concrete structures. Considering the core deformation difference between concrete and steel—concrete, under continuous load, not only produces instantaneous elastic deformation but also non-negligible creep deformation over time—the total deformation is a coupled result of elastic deformation and creep deformation.

[0019]

[0020] in, The control section height of the bridge tower, For time variables, To determine the stress on the corresponding control section at the corresponding time node, The elastic modulus of concrete. To correspond to the moment of inertia of the control section, Let be the creep coefficient of concrete over time, used to characterize the time-varying characteristics of creep deformation. Therefore, it is calculated by multiplying the elastic deformation of concrete by . The magnified term reflects the gradual development of concrete deformation over time throughout the entire lifecycle from construction to operation.

[0021] Furthermore, the improved nonlinear iterative calculation method in S2 is specifically as follows:

[0022] To optimize the objective function As the core of the iteration, in which For the first The vertical deformation difference of each control section, This represents the total number of control sections for the bridge towers. The sum of vertical deformation differences across all control sections is the optimization objective, which aims to minimize this sum.

[0023] The initial iteration variables are the initial pre-deflection amounts for each construction stage of the bridge tower. Based on the calculation results of steel deformation and concrete deformation at each control section and the time effect parameters, the vertical deformation difference of the initial iteration step is calculated. and total ;

[0024] The iterative calculation employs an adaptive step size adjustment mechanism, based on the deformation difference of the current iteration step. Deformation difference with the previous iteration Construct an adaptive iteration step size function ,in For adaptive iteration step size coefficient;

[0025] Time series With the difference in deformation Perform coupled fitting and construct The fitting model;

[0026] After each iteration, the pre-bias value is updated based on the adaptive step size, and the calculation is recalculated. and Compare the current iteration results with the convergence criteria. , The iteration convergence threshold corresponds to the bridge tower alignment control accuracy requirement. If the convergence criterion is not met, the iteration continues until the iteration result meets the convergence criterion. Then, the iteration stops and the current pre-bias is output as the optimal pre-bias.

[0027] Furthermore, the aforementioned The fitting model is based on the discrete deformation difference sequence of each control section during the entire cycle of the bridge tower. Combining the coupling characteristics of instantaneous elastic deformation of steel and time-varying deformation of concrete, a piecewise coupled nonlinear fitting model is constructed.

[0028] The model divides continuous fitting intervals according to the structural construction and stress evolution stages, establishes nonlinear fitting functions that match the deformation law of different intervals, and achieves smooth connection throughout the entire cycle through the constraint condition that the function values ​​of adjacent intervals are continuous with the first derivative, thereby characterizing the nonlinear evolution law of the vertical deformation difference with time and structural state.

[0029] Furthermore, the update process for the pre-bias value in S3 is as follows:

[0030] Based on the improved nonlinear iterative calculation results and the output of the piecewise coupled fitting model, a multi-constraint dynamic update framework is constructed. With deformation difference correction and linear smoothing control as the core objectives, the framework combines adaptive step size, deformation difference deviation and attitude constraints of adjacent segments. The pre-bias update increment is calculated through a multi-objective optimization function, and the updated pre-bias is obtained by superposition and attitude verification is completed. Finally, the pre-bias that meet the requirements of deformation coordination and linear smoothing are output.

[0031] Furthermore, the multi-objective optimization function is:

[0032]

[0033] in, To update the increment for the pre-biased value, For adaptive iteration step size coefficients, This represents the deviation between the deformation difference at the current iteration step and the deformation difference predicted by the fitted model. This is a sign function for the deformation difference, used to determine the direction of the pre-bias adjustment. The constraint weighting coefficients are derived jointly from the accuracy requirements for bridge tower alignment control and structural mechanical stability. This is a posture coordination constraint term for the pre-deviation of adjacent construction segments, used to characterize the smoothness of the pre-deviation transition.

[0034] As a second aspect of the present invention, a vertical deformation coordination control and pre-deflection construction system for ultra-high irregular steel-concrete bridge towers is also provided, comprising:

[0035] The differential deformation analysis model building unit is used to construct a vertical differential deformation analysis model that reflects the relationship between the stress, material deformation and time change of the bridge tower structure, based on the different deformation characteristics of steel and concrete over time. The model calculates the vertical deformation difference caused by the inconsistent deformation of steel and concrete in the bridge tower throughout the construction and use process, providing data basis for the calculation of pre-deflection.

[0036] The reverse pre-deflection iterative calculation unit is used to combine the vertical deformation difference of the bridge tower to establish a pre-deflection calculation system with the goal of minimizing the deformation difference. It adopts an improved nonlinear iterative calculation method to reversely determine the reverse pre-deflection required by the bridge tower during the construction stage.

[0037] The segmented synchronous pre-deflection construction unit is used to perform segmented synchronous pre-deflection positioning and installation of key parts of the bridge tower according to the reverse pre-deflection amount of the bridge tower. The pre-deflection calculation results are used as the control benchmark to independently calibrate the spatial attitude of each construction segment to ensure a continuous transition of the pre-deflection amount between adjacent segments and overall alignment coordination.

[0038] The alignment monitoring and deformation verification unit is used to monitor the vertical alignment of the bridge tower in real time during the construction phase and the initial operation phase. The monitoring data is compared with the pre-deflection design results and used as the basis for parameter correction of the mathematical model.

[0039] Among them, the improved nonlinear iterative calculation method aims to minimize the sum of vertical deformation differences of each control section. Combining time effects and deformation difference data, the pre-bias is adjusted and iteratively updated through adaptive step size until the calculation results meet the convergence requirements. At the same time, the deformation development stages are divided according to the key construction nodes, and a suitable fitting function is established for each stage, ensuring that the fitting results of each stage are smoothly connected, thereby reflecting the nonlinear evolution law of deformation difference with time and structural state.

[0040] As a third aspect of the invention, the invention also provides a computer-readable storage medium having a computer program stored thereon, the computer program being executed by a processor of the described method for vertical deformation coordination control and pre-deflection construction of an ultra-high irregular steel-concrete bridge tower.

[0041] In summary, compared with the prior art, the above-described technical solutions conceived by this invention can achieve the following beneficial effects:

[0042] 1. The vertical deformation coordination control and pre-deflection construction method for ultra-high irregular steel-concrete bridge towers of the present invention establishes a vertical differential deformation analysis model that can synchronously reflect the relationship between structural stress, material deformation, and time changes based on the differentiated deformation characteristics of steel and concrete over time. This model accurately calculates the vertical deformation difference caused by the incoordination of deformation between the two materials throughout the entire construction and service life of the bridge tower, providing reliable data support that closely reflects the actual structural behavior for subsequent pre-deflection calculations. This step abandons the traditional analysis method that only considers instantaneous deformation, fully incorporating the time-varying characteristics of concrete creep and steel elastic deformation. This ensures that the calculation results of the deformation difference can truly reflect the long-term stress and deformation state of the structure, avoiding inaccurate subsequent construction control due to deformation prediction deviations. It lays a stable data foundation for the entire pre-deflection construction system, effectively improving the comprehensiveness and accuracy of deformation analysis.

[0043] 2. The vertical deformation coordination control and pre-deflection construction method for ultra-high irregular steel-concrete bridge towers of the present invention constructs a pre-deflection calculation system based on the vertical deformation difference over the entire cycle, with the goal of minimizing the deformation difference. An improved nonlinear iterative calculation method is used to determine the required reverse pre-deflection amount for each construction stage. During the iteration process, time-effect parameters are incorporated to fit and correct the deformation difference, ensuring that the pre-deflection amount matches the deformation development pattern of the structure at different stages. This calculation method differs from the traditional fixed pre-deflection amount setting method. It reduces calculation errors through dynamic iterative optimization, ensuring a high degree of fit between the pre-deflection amount and the actual deformation trend of the structure. This avoids difficulties in adjusting the alignment later due to unreasonable pre-deflection amount settings, while improving the targeting and controllability of the pre-deflection design, providing precise control indicators for on-site construction positioning.

[0044] 3. The vertical deformation coordination control and pre-deflection construction method for ultra-high irregular steel-concrete bridge towers of the present invention implements segmented synchronous pre-deflection positioning and installation of key parts of the bridge tower according to the calculated reverse pre-deflection amount. The spatial attitude of each segment is calibrated based on the pre-deflection result, ensuring continuous transition of pre-deflection amounts between adjacent segments and overall alignment coordination. Vertical alignment is monitored in real time during the initial construction and operation phases, and the monitoring data is compared with the pre-deflection design value. Pre-set pre-deflection deformation is used to offset later differential deformation of the steel-concrete material. This control method combining construction and monitoring can promptly correct attitude deviations during construction, maintaining the overall smoothness of the bridge tower's alignment. Simultaneously, by reserving deformation compensation amount in the early pre-deflection phase, it reduces alignment deterioration caused by differential deformation during operation. While ensuring construction and installation accuracy, it improves the vertical deformation coordination and structural stability of the bridge tower throughout its entire life cycle. Attached Figure Description

[0045] Figure 1 This is a schematic diagram of the vertical deformation coordination control and pre-deflection construction method for an ultra-high irregular steel-concrete bridge tower according to an embodiment of the present invention.

[0046] Figure 2 This is a schematic diagram of the system units in an embodiment of the present invention. Detailed Implementation

[0047] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative and not intended to limit the invention. Furthermore, the technical features involved in the various embodiments of this invention described below can be combined with each other as long as they do not conflict with each other.

[0048] Example 1

[0049] Please refer to Figure 1 This embodiment 1 provides a method for coordinated control and pre-deflection construction of vertical deformation of an ultra-high irregular steel-concrete bridge tower, including:

[0050] S1. Based on the different deformation characteristics of steel and concrete over time, a vertical differential deformation analysis model is constructed to reflect the relationship between the stress, material deformation and time changes of the bridge tower structure. The vertical deformation difference caused by the inconsistent deformation of steel and concrete during the entire construction and use process of the bridge tower is calculated through the model, providing data basis for the calculation of pre-deflection.

[0051] S2. Based on the vertical deformation difference of the bridge tower, a pre-deflection calculation system with the goal of minimizing the deformation difference is established. An improved nonlinear iterative calculation method is adopted to determine the reverse pre-deflection required by the bridge tower during the construction stage.

[0052] S3. According to the reverse pre-deflection amount of the bridge tower, the key parts of the bridge tower are segmented and synchronously pre-deflected, positioned and installed. Among them, the pre-deflection calculation results are used as the control benchmark to independently calibrate the spatial attitude of each construction segment to ensure that the pre-deflection amount between adjacent segments is continuously transitioned and the overall alignment is coordinated.

[0053] S4. Monitor the vertical alignment of the bridge tower in real time during the construction phase and the initial operation phase, compare the monitoring data with the pre-deflection design results, and use the data as a basis for parameter correction of the mathematical model.

[0054] Among them, the improved nonlinear iterative calculation method aims to minimize the sum of vertical deformation differences of each control section. Combining time effects and deformation difference data, the pre-bias is adjusted and iteratively updated through adaptive step size until the calculation results meet the convergence requirements. At the same time, the deformation development stages are divided according to the key construction nodes, and a suitable fitting function is established for each stage, ensuring that the fitting results of each stage are smoothly connected, thereby reflecting the nonlinear evolution law of deformation difference with time and structural state.

[0055] This embodiment further elaborates on the above steps.

[0056] (1) Construction of differential deformation analysis model

[0057] During the construction and long-term use of ultra-high irregular steel-concrete bridge towers, the deformation characteristics of steel and concrete differ significantly. Steel mainly undergoes instantaneous elastic deformation, with a stable deformation amount that does not change significantly over time. In contrast, concrete, under continuous load, exhibits significant creep deformation over time, in addition to instantaneous elastic deformation. This difference in deformation development directly leads to differential vertical deformation of the bridge tower, thus affecting the structural alignment and stress stability. To describe and understand this deformation problem, this embodiment constructs a vertical differential deformation analysis model based on the time-varying deformation characteristics of the two materials. This model comprehensively reflects the relationship between the structural stress state, material deformation characteristics, and time changes. The model calculates the vertical deformation difference of the bridge tower throughout its entire lifespan, providing reliable data support for the subsequent determination of pre-deflection.

[0058] The construction of this vertical differential deformation analysis model first selects multiple parameters that can comprehensively characterize the structural and material states as a foundation, defining the control section position in the bridge tower height direction as... The time variable for the entire construction and use cycle is: The cross section is subjected to the following forces: The elastic modulus of steel is The moment of inertia of the cross section is The creep coefficient of concrete is The elastic modulus of concrete is The deformation of the steel is The amount of concrete deformation is The vertical differential deformation difference is ;in Used to characterize the spatial location of the target calculated section of the bridge tower along the height direction. Used to cover the entire timeline of bridge tower construction, from the start of construction to the initial stage of operation. Used to characterize the combined external force value borne by the target control section at the corresponding time node. The intrinsic elastic modulus parameter of steel. The moment of inertia parameter of the target control section. This represents the creep coefficient of concrete over time. This refers to the elastic modulus parameter of concrete.

[0059] Based on this, and combining the fundamental principles of materials mechanics with the relevant theories of concrete creep, a dual-material collaborative analysis mechanism is established that couples the elastic deformation of steel with the elastic creep deformation of concrete, and the calculation relationships between the deformation of steel and the deformation of concrete are established respectively:

[0060] The calculation of steel deformation is based on the analytical deformation of cantilever members under concentrated loads at their ends in mechanics of materials, specifically:

[0061]

[0062] in, This represents the deformation of the steel; the vertical stress state of the bridge tower can be equivalent to that of a cantilever structure, where... The control section height of the bridge tower, For time, This represents the force on the corresponding cross section at the corresponding time. The intrinsic elastic modulus of steel, These parameters, which correspond to the moment of inertia of the control section, directly relate to the essential relationship between the structural stress and material properties.

[0063] The calculation of concrete deformation is based on the theory of long-term deformation of concrete structures. It takes into account the core deformation difference between concrete and steel. Under continuous load, concrete will not only produce instantaneous elastic deformation, but also non-negligible creep deformation over time. The total deformation is the coupling result of elastic deformation and creep deformation.

[0064]

[0065] in, The control section height of the bridge tower, For time variables, To determine the stress on the corresponding control section at the corresponding time node, The elastic modulus of concrete. To correspond to the moment of inertia of the control section, Let be the creep coefficient of concrete over time, used to characterize the time-varying characteristics of creep deformation. Therefore, it is calculated by multiplying the elastic deformation of concrete by . The magnified term reflects the gradual development of concrete deformation over time throughout the entire lifecycle from construction to operation.

[0066] Finally, the vertical differential deformation value is obtained by the difference in deformation between the two types of materials. satisfy .

[0067] (2) Iterative calculation of reverse pre-bias

[0068] After obtaining the vertical deformation difference of the bridge tower throughout its entire lifecycle, in order to effectively offset the linear deviation caused by the incoordination of the steel-concrete material deformation, it is necessary to compensate for the structural deformation in advance through a reasonable pre-deflection setting. Traditional pre-deflection calculations often use fixed values ​​or simple linear analysis, which are difficult to adapt to the nonlinear characteristics of deformation changing with time and structural state, and also cannot take into account the linear smoothness between construction segments. Therefore, this embodiment, based on the obtained vertical deformation difference, establishes a pre-deflection calculation system with minimizing the deformation difference as the core objective. An improved nonlinear iterative calculation method is used to solve the reverse pre-deflection required by the bridge tower during the construction stage, so that the pre-deflection setting matches the actual deformation law of the structure.

[0069] The improved nonlinear iterative calculation takes minimizing the sum of vertical deformation differences across all control sections as its core optimization principle, i.e., optimizing the objective function. As the core of the iteration, in which For the first The vertical deformation difference of each control section, This represents the total number of control sections for the bridge towers. The sum of vertical deformation differences across all control sections is the optimization objective, which aims to minimize this sum.

[0070] The initial iteration variables are the initial pre-deflection amounts for each construction stage of the bridge tower. Based on the calculation results of steel deformation and concrete deformation at each control section and the time effect parameters, the vertical deformation difference of the initial iteration step is calculated. and total ;

[0071] The iterative calculation employs an adaptive step size adjustment mechanism, based on the deformation difference of the current iteration step. Deformation difference with the previous iteration Construct an adaptive iteration step size function ,in For adaptive iteration step size coefficient;

[0072] Time series With the difference in deformation Perform coupled fitting and construct The fitting model;

[0073] After each iteration, the pre-bias value is updated based on the adaptive step size, and the calculation is recalculated. and Compare the current iteration results with the convergence criteria. , The iteration convergence threshold corresponds to the bridge tower alignment control accuracy requirement. If the convergence criterion is not met, the iteration continues until the iteration result meets the convergence criterion. Then, the iteration stops and the current pre-bias is output as the optimal pre-bias.

[0074] Meanwhile, the aforementioned The fitting model is based on the discrete deformation difference sequence of each control section of the bridge tower throughout the entire construction and operation cycle. ,in For the first One control section height position, For the first A piecewise coupled nonlinear fitting model is constructed by combining the instantaneous nature of steel elastic deformation with the time-dependent coupling characteristics of concrete deformation (elasticity + creep) at several time points. The specific construction process is as follows:

[0075] The fitting intervals are divided into three continuous fitting sub-intervals, with the key construction nodes of the bridge tower (initial setting of concrete, prestressing tensioning, completion of bridge deck paving, and initial operation) as the dividing points. These sub-intervals are the rapid development period of concrete creep, the stable transition period of deformation difference, and the stable operation period. Each sub-interval is independently fitted based on the deformation difference data of the corresponding time period and is continuously connected to avoid the defect that a single model cannot adapt to the deformation patterns of different stages.

[0076] Construct fitting functions for each sub-interval. The first sub-interval (rapid development period of concrete creep) uses... It is used to characterize the nonlinear increasing law of deformation difference during the rapid growth stage of concrete creep, among which , Deformation of steel in this section The initial elastic deformation and creep rate of concrete were derived. The creep growth index is determined by the creep characteristics of concrete materials themselves.

[0077] The second sub-interval (stable transition period of deformation difference) adopts This is used to characterize the transitional characteristics where the deformation rates of steel reinforcement and concrete tend to be consistent, and the deformation difference fluctuates slightly. The deformation fluctuation frequency is determined by the natural vibration characteristics of the bridge tower structure and the variation law of construction load. , , The results were obtained by fitting the discrete deformation difference data of this interval with the elastic modulus of steel and the creep coefficient of concrete.

[0078] The third sub-interval (stable operation period) adopts This is used to describe the law that concrete creep tends to stabilize and the deformation difference reaches an equilibrium state. For the stable deformation difference during operation, The residual deformation attenuation coefficient is... The time decay coefficient is derived from the inherent mechanical parameters of steel and concrete and the long-term stress state of the bridge tower.

[0079] Construct interval connectivity conditions to ensure that the function values ​​and first derivatives of the fitted functions of adjacent sub-intervals are continuous at the boundary points, i.e. , , , ,in , These are the time nodes that define the boundary points of each sub-interval, enabling continuous fitting of the deformation difference over the entire cycle.

[0080] The pre-bias quantity is dynamically updated synchronously during the iteration process, based on the adaptive step size input and the deformation difference of the current iteration step output by the improved nonlinear iterative calculation. Predicted values ​​from the fitted model In addition to the spatial attitude constraints of each control section of the bridge tower, a multi-constraint pre-bias dynamic update framework is constructed to complete the iterative update of the pre-bias.

[0081] First, calculate the deformation difference deviation. And introduce attitude coordination constraints. ,in For the first Pre-deflection of each construction segment Used to characterize the smoothness of the transition between pre-biases of adjacent segments;

[0082] Secondly, construct a multi-objective optimization function for updating the pre-bias increment: ,in, To update the increment for the pre-biased value, For adaptive iteration step size coefficients, This represents the deviation between the deformation difference at the current iteration step and the deformation difference predicted by the fitted model. This is a sign function for the deformation difference, used to determine the direction of the pre-bias adjustment. The constraint weighting coefficients are derived jointly from the accuracy requirements for bridge tower alignment control and structural mechanical stability. The attitude coordination constraint term for the pre-deviation of adjacent construction segments is used to characterize the smoothness of the pre-deviation transition.

[0083] Next, the basic pre-bias is added to the update increment to obtain the updated pre-bias. And an attitude verification mechanism is introduced: if the updated pre-bias satisfies , If the preset linear smoothness threshold is met, the pre-bias amount is retained; otherwise, it is automatically adjusted. Take the value and recalculate the update increment until both the deformation difference offset requirement and the linear smoothing constraint are satisfied simultaneously.

[0084] Finally, the verified pre-bias value is used as the initial value for the next iteration. This update process solves the problem that traditional pre-bias value updates only focus on deformation cancellation and are prone to linear abrupt changes by coupling deformation difference correction and attitude constraints, and achieves the dual-objective optimization of "deformation coordination + linear smoothness".

[0085] (3) Segmented synchronous pre-deflection construction

[0086] After calculating the reverse pre-deflection of the bridge tower, the effective implementation of this pre-deflection is crucial to ensuring the accuracy of the bridge tower's alignment control. Ultra-high, irregularly shaped steel-concrete bridge towers are tall and have complex cross-sectional shapes. The installation accuracy of each segment during construction directly affects the overall structural stability and aesthetic appearance. Inaccurate positioning or poor segment connection during pre-deflection construction can easily render the initial pre-deflection design ineffective, and may even lead to bridge tower alignment deviations and misalignments between adjacent segments. Therefore, it is essential to strictly adhere to the calculated reverse pre-deflection amount and conduct segmented synchronous pre-deflection positioning and installation of key parts of the bridge tower to ensure that the pre-deflection design requirements are accurately transmitted to every stage of construction.

[0087] Throughout the construction process, the pre-calculated pre-offset values ​​were consistently used as the core control benchmark, clearly defining the pre-offset positioning standards and installation requirements for each construction segment. Considering the differences in spatial attitude among the bridge tower segments and the varying pre-offset values ​​for different segments, the spatial attitude of each construction segment needed to be independently calibrated. The installation angle and position of each segment were adjusted one by one to ensure that the pre-offset accuracy of each segment met the design requirements. Simultaneously, close attention was paid to the pre-offset transition between adjacent construction segments. After calibrating a single segment, the transition between pre-offset values ​​of adjacent segments was reviewed to avoid abrupt changes in pre-offset values.

[0088] By employing a segmented, synchronous construction approach, the pre-deflection positioning and installation of each segment can be coordinated, reducing the accumulation of construction deviations between different segments and ensuring the overall alignment of the bridge tower is consistent. During installation, the spatial attitude and pre-deflection amount of each segment are continuously checked in real time, using the pre-deflection calculation results as a reference. Deviations occurring during construction are corrected promptly, ensuring that every construction step strictly adheres to the pre-deflection design requirements. Ultimately, this achieves a precise match between the bridge tower's construction alignment and its design alignment, laying a solid foundation for deformation control during the long-term operation of the bridge tower.

[0089] (4) Linearity monitoring and deformation verification

[0090] As bridge tower construction becomes increasingly complex and irregular in shape, reinforced concrete structures are widely used due to their economic and practical advantages. However, the differences in the properties of reinforced concrete materials can easily lead to vertical deformation deviations. Without a scientific monitoring and correction mechanism, this can affect the accuracy of project construction and the long-term operational stability. To ensure that the construction of subsequent new projects is more targeted and scientific, it is necessary to conduct systematic monitoring and data analysis to provide a reference for the construction of future projects.

[0091] After completing the monitoring work during the initial construction and operation phases of the bridge tower, the monitoring data was comprehensively organized and analyzed. Combining prior experience with pre-deflection construction and actual deformation patterns, key construction control points, pre-deflection setting standards, and deviation adjustment methods suitable for different scenarios were summarized. This experience and data, based on actual engineering practice, will serve as a reference for future bridge tower projects, providing reliable support for deformation analysis, pre-deflection design, construction positioning, and alignment control. This will help new projects avoid common deformation deviation problems, improve construction efficiency and project quality, and ensure the stability and safety of the bridge tower structure.

[0092] Example 2

[0093] Please refer to Figure 2 This embodiment 2 provides a vertical deformation coordination control and pre-deflection construction system for an ultra-high irregular steel-concrete bridge tower, including:

[0094] The differential deformation analysis model building unit is used to construct a vertical differential deformation analysis model that reflects the relationship between the stress, material deformation and time change of the bridge tower structure, based on the different deformation characteristics of steel and concrete over time. The model calculates the vertical deformation difference caused by the inconsistent deformation of steel and concrete in the bridge tower throughout the construction and use process, providing data basis for the calculation of pre-deflection.

[0095] The reverse pre-deflection iterative calculation unit is used to combine the vertical deformation difference of the bridge tower to establish a pre-deflection calculation system with the goal of minimizing the deformation difference. It adopts an improved nonlinear iterative calculation method to reversely determine the reverse pre-deflection required by the bridge tower during the construction stage.

[0096] The segmented synchronous pre-deflection construction unit is used to perform segmented synchronous pre-deflection positioning and installation of key parts of the bridge tower according to the reverse pre-deflection amount of the bridge tower. The pre-deflection calculation results are used as the control benchmark to independently calibrate the spatial attitude of each construction segment to ensure a continuous transition of the pre-deflection amount between adjacent segments and overall alignment coordination.

[0097] The alignment monitoring and deformation verification unit is used to monitor the vertical alignment of the bridge tower in real time during the construction phase and the initial operation phase. The monitoring data is compared with the pre-deflection design results and used as the basis for parameter correction of the mathematical model.

[0098] Among them, the improved nonlinear iterative calculation method aims to minimize the sum of vertical deformation differences of each control section. Combining time effects and deformation difference data, the pre-bias is adjusted and iteratively updated through adaptive step size until the calculation results meet the convergence requirements. At the same time, the deformation development stages are divided according to the key construction nodes, and a suitable fitting function is established for each stage, ensuring that the fitting results of each stage are smoothly connected, thereby reflecting the nonlinear evolution law of deformation difference with time and structural state.

[0099] Example 3

[0100] This embodiment 3 also provides a computer-readable storage medium storing a computer program. When the computer program is executed by a processor, it can realize any step of a method for coordinated vertical deformation control and pre-deflection construction of an ultra-high irregular steel-concrete bridge tower.

[0101] The computer-readable storage medium may include various media capable of storing program code, such as USB flash drives, portable hard drives, read-only memory (ROM), random access memory (RAM), magnetic disks, or optical disks.

[0102] For a description of the computer-readable storage medium provided in this application, please refer to the above method embodiments; further details will not be repeated here.

[0103] Those skilled in the art will readily understand that the above description is merely a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A method for coordinated control and pre-deflection construction of vertical deformation of an ultra-high irregular-shaped steel-concrete bridge tower, characterized in that, include: S1. Based on the different deformation characteristics of steel and concrete over time, a vertical differential deformation analysis model is constructed to reflect the relationship between the stress, material deformation and time changes of the bridge tower structure. The vertical deformation difference caused by the inconsistent deformation of steel and concrete during the entire construction and use process of the bridge tower is calculated through the model, providing data basis for the calculation of pre-deflection. S2. Based on the vertical deformation difference of the bridge tower, a pre-deflection calculation system with the goal of minimizing the deformation difference is established. An improved nonlinear iterative calculation method is adopted to determine the reverse pre-deflection required by the bridge tower during the construction stage. S3. According to the reverse pre-deflection amount of the bridge tower, the key parts of the bridge tower are segmented and synchronously pre-deflected, positioned and installed. Among them, the pre-deflection calculation results are used as the control benchmark to independently calibrate the spatial attitude of each construction segment to ensure that the pre-deflection amount between adjacent segments is continuously transitioned and the overall alignment is coordinated. S4. Monitor the vertical alignment of the bridge tower in real time during the construction phase and the initial operation phase, compare the monitoring data with the pre-deflection design results, and use the data as a basis for parameter correction of the mathematical model. Among them, the improved nonlinear iterative calculation method aims to minimize the sum of vertical deformation differences of each control section. Combining time effects and deformation difference data, the pre-bias is adjusted and iteratively updated through adaptive step size until the calculation results meet the convergence requirements. At the same time, the deformation development stages are divided according to the key construction nodes, and a suitable fitting function is established for each stage, ensuring that the fitting results of each stage are smoothly connected, thereby reflecting the nonlinear evolution law of deformation difference with time and structural state.

2. The method for coordinated vertical deformation control and pre-deflection construction of an ultra-high irregular steel-concrete bridge tower according to claim 1, characterized in that, The construction process of the vertical differential deformation analysis model in S1 is as follows: Based on parameters including the cross-sectional position in the direction of bridge tower height, total time, cross-sectional stress, material mechanical parameters of steel and concrete, and concrete creep coefficient, a parameter system that can reflect the spatial position, time effect and material properties of the structure is established by clarifying the physical meaning of each parameter. Based on the principles of materials mechanics and the theory of concrete creep, a dual-material collaborative analysis mechanism for coupled deformation of steel elastic deformation and concrete elastic creep is constructed. The calculation relationship between steel deformation and concrete deformation is determined, and the vertical differential deformation value is obtained through the difference between the two.

3. The method for coordinated vertical deformation control and pre-deflection construction of an ultra-high irregular steel-concrete bridge tower according to claim 2, characterized in that, The calculation of the steel deformation is based on the deformation analysis of cantilever components under concentrated loads at their ends in mechanics of materials, specifically: in, This represents the deformation of the steel; the vertical stress state of the bridge tower can be equivalent to that of a cantilever structure, where... The control section height of the bridge tower, For time, This represents the force on the corresponding cross section at the corresponding time. The intrinsic elastic modulus of steel, These parameters, which correspond to the moment of inertia of the control section, directly relate to the essential relationship between the structural stress and material properties.

4. The method for coordinated vertical deformation control and pre-deflection construction of an ultra-high irregular steel-concrete bridge tower according to claim 2, characterized in that, The calculation of concrete deformation in S1 is based on the long-term deformation theory of concrete structures. It takes into account the core deformation difference between concrete and steel—concrete, under continuous load, will not only produce instantaneous elastic deformation, but also non-negligible creep deformation over time. The total deformation is the coupling result of elastic deformation and creep deformation. in, The control section height of the bridge tower, For time variables, To determine the stress on the corresponding control section at the corresponding time node, The elastic modulus of concrete. To correspond to the moment of inertia of the control section, Let be the creep coefficient of concrete over time, used to characterize the time-varying characteristics of creep deformation. Therefore, it is calculated by multiplying the elastic deformation of concrete by . The magnified term reflects the gradual development of concrete deformation over time throughout the entire lifecycle from construction to operation.

5. The method for coordinated vertical deformation control and pre-deflection construction of an ultra-high irregular steel-concrete bridge tower according to claim 1, characterized in that, The improved nonlinear iterative calculation method in S2 is specifically as follows: To optimize the objective function As the core of the iteration, in which For the first The vertical deformation difference of each control section, This represents the total number of control sections for the bridge towers. The sum of vertical deformation differences across all control sections is the optimization objective, which aims to minimize this sum. The initial iteration variables are the initial pre-deflection amounts for each construction stage of the bridge tower. Based on the calculation results of steel deformation and concrete deformation at each control section, as well as time effect parameters, the vertical deformation difference of the initial iteration step is calculated. and total ; The iterative calculation employs an adaptive step size adjustment mechanism, based on the deformation difference of the current iteration step. Deformation difference with the previous iteration Construct an adaptive iteration step size function ,in For adaptive iteration step size coefficient; Time series With deformation difference Perform coupled fitting and construct The fitting model; After each iteration, the pre-bias value is updated based on the adaptive step size, and the calculation is recalculated. and Compare the current iteration results with the convergence criteria. , The iteration convergence threshold corresponds to the bridge tower alignment control accuracy requirement. If the convergence criterion is not met, the iteration continues until the iteration result meets the convergence criterion. Then, the iteration stops and the current pre-bias is output as the optimal pre-bias.

6. The method for coordinated vertical deformation control and pre-deflection construction of an ultra-high irregular steel-concrete bridge tower according to claim 5, characterized in that, The The fitting model is based on the discrete deformation difference sequence of each control section during the entire cycle of the bridge tower. Combining the coupling characteristics of instantaneous elastic deformation of steel and time-varying deformation of concrete, a piecewise coupled nonlinear fitting model is constructed. The model divides continuous fitting intervals according to the structural construction and stress evolution stages, establishes nonlinear fitting functions that match the deformation law of different intervals, and achieves smooth connection throughout the entire cycle through the constraint condition that the function values ​​of adjacent intervals are continuous with the first derivative, thereby characterizing the nonlinear evolution law of the vertical deformation difference with time and structural state.

7. The method for coordinated vertical deformation control and pre-deflection construction of an ultra-high irregular steel-concrete bridge tower according to claim 5, characterized in that, The update process for the pre-bias value in S3 is as follows: Based on the improved nonlinear iterative calculation results and the output of the piecewise coupled fitting model, a multi-constraint dynamic update framework is constructed. With deformation difference correction and linear smoothing control as the core objectives, the framework combines adaptive step size, deformation difference deviation and attitude constraints of adjacent segments. The pre-bias update increment is calculated through a multi-objective optimization function, and the updated pre-bias is obtained by superposition and attitude verification is completed. Finally, the pre-bias that meet the requirements of deformation coordination and linear smoothing are output.

8. The method for coordinated vertical deformation control and pre-deflection construction of an ultra-high irregular steel-concrete bridge tower according to claim 7, characterized in that, The multi-objective optimization function is: in, To update the increment for the pre-biased value, For adaptive iteration step size coefficients, This represents the deviation between the deformation difference at the current iteration step and the deformation difference predicted by the fitted model. This is a sign function for the deformation difference, used to determine the direction of the pre-bias adjustment. The constraint weighting coefficients are derived jointly from the accuracy requirements for bridge tower alignment control and structural mechanical stability. This is a posture coordination constraint term for the pre-deviation of adjacent construction segments, used to characterize the smoothness of the pre-deviation transition.

9. A vertical deformation coordination control and pre-deflection construction system for an ultra-high irregular-shaped steel-concrete bridge tower, characterized in that, include: The differential deformation analysis model building unit is used to construct a vertical differential deformation analysis model that reflects the relationship between the stress, material deformation and time change of the bridge tower structure, based on the different deformation characteristics of steel and concrete over time. The model calculates the vertical deformation difference caused by the inconsistent deformation of steel and concrete in the bridge tower throughout the construction and use process, providing data basis for the calculation of pre-deflection. The reverse pre-deflection iterative calculation unit is used to combine the vertical deformation difference of the bridge tower to establish a pre-deflection calculation system with the goal of minimizing the deformation difference. It adopts an improved nonlinear iterative calculation method to reversely determine the reverse pre-deflection required by the bridge tower during the construction stage. The segmented synchronous pre-deflection construction unit is used to perform segmented synchronous pre-deflection positioning and installation of key parts of the bridge tower according to the reverse pre-deflection amount of the bridge tower. The pre-deflection calculation results are used as the control benchmark to independently calibrate the spatial attitude of each construction segment to ensure a continuous transition of the pre-deflection amount between adjacent segments and overall alignment coordination. The alignment monitoring and deformation verification unit is used to monitor the vertical alignment of the bridge tower in real time during the construction phase and the initial operation phase. The monitoring data is compared with the pre-deflection design results and used as the basis for parameter correction of the mathematical model. Among them, the improved nonlinear iterative calculation method aims to minimize the sum of vertical deformation differences of each control section. Combining time effects and deformation difference data, the pre-bias is adjusted and iteratively updated through adaptive step size until the calculation results meet the convergence requirements. At the same time, the deformation development stages are divided according to the key construction nodes, and a suitable fitting function is established for each stage, ensuring that the fitting results of each stage are smoothly connected, thereby reflecting the nonlinear evolution law of deformation difference with time and structural state.

10. A computer-readable storage medium having a computer program stored thereon, characterized in that, The computer program is executed by a processor as described in any one of claims 1-8: a method for coordinated control of vertical deformation and pre-deflection construction of an ultra-high irregular steel-concrete bridge tower.

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