An internal structure optimization design method considering wind load

Abstract

This invention discloses an internal structural optimization design method considering wind loads, belonging to the field of data processing technology. The method includes: acquiring the building information model of the target bridge and wind condition data collected at the target cable location for the current time period; based on the wind condition data for the current time period, determining the current wind load force on each reference plane at the target cable location at the current moment, where the reference planes include the horizontal axis plane, the vertical axis plane, and the longitudinal axis plane; based on the current wind load forces at the target cable location and the building information model, determining the cable adjustment amount for the target bridge; and adjusting the cable length of the target bridge based on the cable adjustment amount. This invention can significantly improve the stability of bridge structures.

Description

Technical Field

[0001] This invention relates to the field of data processing technology, and more specifically to an internal structure optimization design method that takes into account wind loads. Background Technology

[0002] Significant global climate change is occurring, leading to an increase in the frequency and intensity of extreme wind speed events. Simultaneously, modern bridge engineering is evolving towards longer spans and more complex structures. Against this backdrop, wind loads have become increasingly critical to bridge structural safety, posing a key factor. Therefore, wind loads must be a crucial consideration in the internal structural design of bridges.

[0003] In the traditional bridge construction process, steel cables are usually designed for wind loads in the early design stage, and the design of steel cables is generally not adjusted in the subsequent construction stage.

[0004] However, bridge construction is not always smooth sailing, and subsequent construction may encounter severe weather conditions such as strong winds. Strong winds can have a significant impact on the bridge structure, potentially leading to poor structural stability. Summary of the Invention

[0005] This invention provides an internal structural optimization design method that takes into account wind loads, which can improve the stability of bridge structures.

[0006] A first aspect of the present invention provides a method for optimizing the internal structure considering wind loads, comprising:

[0007] Obtain the architectural information model of the target bridge and the wind condition data for the current time period collected at the target steel cable location;

[0008] Based on the wind condition data for the current time period, determine the current wind load force on each reference plane at the current moment for the target steel cable position. The reference planes include the horizontal axis plane, the vertical axis plane, and the vertical axis plane.

[0009] Based on the current wind load forces at the target cable location and the building information model, determine the cable adjustment amount for the target bridge.

[0010] The length of the steel cables of the target bridge is adjusted based on the steel cable adjustment amount.

[0011] Furthermore, the present invention also proposes that wind condition data include wind speed information and wind direction information;

[0012] Based on the wind condition data for the current time period, determine the current wind load force acting on each reference plane at the target cable location at the current moment, including:

[0013] Based on the wind speed information for the current time period, the wind pattern assessment degree of the target steel cable location is determined. The wind pattern assessment degree is used to characterize the wind pattern in the current environment at the target steel cable location.

[0014] Based on the wind speed, wind direction, and wind type assessment of the target cable location at the current moment, determine the wind load vector of the target cable location at the current moment.

[0015] By decomposing the wind load vector, we can obtain the current wind load force on each reference plane at the target cable position at the current moment.

[0016] Furthermore, the present invention also proposes determining the wind pattern assessment degree of the target steel cable location based on wind speed information for the current time period, including:

[0017] Based on the wind speed information for the current time period, determine the stable wind sections within the current time period;

[0018] The wind force duration at the target cable location is determined based on each stable wind section, and the overall wind intensity variation at the target cable location is determined based on each stable wind section.

[0019] The wind pattern assessment of the target steel cable location is determined by using wind duration and overall wind intensity variation.

[0020] Furthermore, the present invention also proposes a method for determining the wind duration of the target steel cable position based on each stable wind segment, including:

[0021] Based on the duration of each stable wind segment, determine the number of stable wind segments, the average duration of stable wind segments, and the percentage of total duration of stable wind segments.

[0022] The average interval duration is obtained by averaging the time intervals between adjacent stable wind sections.

[0023] The wind duration at the target cable location is determined by using the number of stable wind sections, the average duration of stable wind sections, the percentage of total stable wind section duration, and the average interval duration.

[0024] Furthermore, this invention also proposes a method for determining the overall wind intensity variation of the target steel cable position based on each stable wind segment, including:

[0025] The wind speeds in each stable wind section are averaged to obtain the average wind speed of each stable wind section.

[0026] The local wind intensity variation is obtained by dividing the average wind speed difference between adjacent stable wind sections by the time interval between the corresponding adjacent stable wind sections.

[0027] The average value of the wind intensity variation at each local location is used to obtain the overall wind intensity variation at the target cable location.

[0028] Furthermore, this invention also proposes determining the cable adjustment amount of a target bridge based on the current wind load forces at the target cable location and the building information model, including:

[0029] Based on the current wind load forces at the target cable location and the historical wind load forces at the target cable location at the target historical time, the rate of change of the force at the target cable location in each reference plane is determined. The target historical time is the time before the current time.

[0030] Based on the rate of change of force at the target cable position in each reference plane and the building information model, the theoretical tension of the cable at the current moment is determined.

[0031] Based on the theoretical tension of the target cable at the current moment, determine the cable adjustment amount for the target bridge.

[0032] Furthermore, the present invention also proposes determining the rate of change of force at the target cable position in each reference plane based on the current wind load forces at the target cable position and the historical wind load forces at the target cable position at each historical time, including:

[0033] Subtract the historical wind load force corresponding to the target cable position from the current wind load force at each target cable position to obtain the change in wind load force at each reference plane at the target cable position.

[0034] The change in wind load force at the target cable position on each reference plane is divided by the historical wind load force corresponding to the target cable position to obtain the rate of change of force at the target cable position on each reference plane.

[0035] Furthermore, this invention also proposes determining the theoretical tension of the target cable at the current moment based on the rate of change of force at the target cable position in each reference plane and the building information model, including:

[0036] Based on the rate of change of force at the target cable position in each reference plane, the change in cable tension at the target cable position in each reference plane is determined respectively.

[0037] Based on the change in cable tension at the target cable position in each reference plane, the local cable tension at the target cable position in each reference plane is determined.

[0038] Based on building information modeling, the local cable tension at the target cable position on each reference plane is synthesized to obtain the theoretical cable tension at the current time.

[0039] Furthermore, the present invention also proposes determining the cable adjustment amount of the target bridge based on the theoretical tension of the cable at the current moment, including:

[0040] The change in cable tension is obtained by subtracting the theoretical tension of the cable at the target cable position at the current moment from the actual tension of the cable at the target cable position at historical moments.

[0041] Divide the change in cable tension by the actual cable tension at the target cable position at the target historical time to obtain the rate of change of cable tension.

[0042] Multiply the rate of change of cable tension by the actual length of the target cable at the target historical moment to obtain the cable adjustment amount of the target bridge.

[0043] Furthermore, the present invention also proposes a method for obtaining the architectural information model of the target bridge, including:

[0044] Obtain the geometric parameters of the target bridge and the historical wind speed information of the target bridge's location;

[0045] Based on historical wind speed information of the target bridge location, determine the benchmark wind speed of the target bridge location;

[0046] Determine the design tension of the steel cables of the target bridge based on the benchmark wind speed at the location of the target bridge;

[0047] Based on the geometric parameters and cable design tension of the target bridge, a building information model of the target bridge is constructed.

[0048] The present invention has the following beneficial effects:

[0049] The internal structure optimization design method considering wind load provided in this invention first acquires the architectural information model of the target bridge and the wind condition data of the target cable position for the current time period, enabling timely access to actual wind conditions. Next, based on this wind condition data, the current wind load force on each reference plane at the target cable position is determined at the current moment, comprehensively considering the influence of wind forces from different directions. Then, based on the current wind load forces and the architectural information model, the adjustment amount of the target bridge's cables is accurately determined, providing a scientific basis for cable adjustment. Finally, based on the cable adjustment amount, the length of the target bridge's cables is adjusted. Compared to traditional fixed designs, this method allows for dynamic adjustment of the cables according to actual wind conditions, effectively addressing the effects of severe weather such as strong winds on the bridge structure during construction, optimizing the cable state in a timely manner, and enabling the bridge structure to better maintain stability under wind loads, enhancing its adaptability to extreme wind conditions, and thus significantly improving the stability of the bridge structure. Attached Figure Description

[0050] To more clearly illustrate the technical solutions and advantages in the embodiments of the present invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0051] Figure 1 A flowchart illustrating an internal structure optimization design method considering wind loads, provided as an embodiment of the present invention;

[0052] Figure 2 This is a schematic flowchart of S102 provided in one embodiment of the present invention;

[0053] Figure 3 This is a schematic diagram of a wind load vector provided in one embodiment of the present invention;

[0054] Figure 4 This is a schematic flowchart of S201 provided in one embodiment of the present invention;

[0055] Figure 5 A schematic diagram illustrating gusts and sustained winds according to an embodiment of the present invention;

[0056] Figure 6 This is a schematic diagram of S103 provided in one embodiment of the present invention. Detailed Implementation

[0057] To further illustrate the technical means and effects adopted by the present invention to achieve its intended purpose, the following, in conjunction with the accompanying drawings and preferred embodiments, details the specific implementation, structure, features, and effects of an internal structure optimization design method considering wind loads proposed according to the present invention. In the following description, different "one embodiment" or "another embodiment" do not necessarily refer to the same embodiment. Furthermore, specific features, structures, or characteristics in one or more embodiments can be combined in any suitable form.

[0058] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention pertains.

[0059] It should be noted that the acquisition, storage, use, and processing of data in the technical solution of this invention all comply with the relevant provisions of laws and regulations.

[0060] It should be noted that in the embodiments of the present invention, certain software, components, models and other existing solutions in the industry may be mentioned. These should be regarded as exemplary and are only intended to illustrate the feasibility of implementing the technical solution of the present invention. However, they do not mean that the applicant has used or necessarily used the solution.

[0061] In traditional bridge structural design methods, the initial design of steel cables relies solely on static calculations based on historical wind data, neglecting the real-time impact of dynamic wind loads on the structure during construction. Because it's impossible to acquire and analyze wind load changes in the construction environment in real time, cable tension adjustments lag behind actual wind load action, making it difficult for the bridge's internal structure to maintain mechanical equilibrium in dynamic wind fields. This problem directly affects the accuracy of deformation control and wind-induced vibration resistance, potentially leading to localized stress overshoots or structural instability risks.

[0062] For example, during the construction of cable-stayed bridges with spans exceeding one kilometer, the cables must withstand the combined effects of wind loads along the horizontal, vertical, and longitudinal axes. If short-term strong winds occur in the construction area with frequent changes in wind direction, traditional methods cannot decompose the instantaneous load components in the three-dimensional reference plane based on real-time wind data, leading to calculation errors in the cable tension adjustment. In this case, a sudden increase in wind speed in the horizontal plane may cause an asymmetric tension distribution in the cables, while intermittent fluctuations in wind load in the vertical plane will exacerbate fatigue damage to the cable support nodes. Although construction monitoring systems can collect wind speed and direction data, they lack the dynamic analytical capabilities for assessing wind pattern and the rate of change of force. Cable length adjustment decisions rely on offline simulation results and cannot respond to dynamic disturbances in wind loads in real time.

[0063] Faced with the aforementioned problems, this invention first recognized the fundamental contradiction of traditional methods relying on static wind data, which causes cable adjustment to lag behind dynamic wind load changes. Specifically, existing technologies cannot analyze three-dimensional wind load components in real time during construction, making it impossible for cable tension to dynamically adapt to instantaneous wind field changes. To address this, this invention attempts to explore solutions through the following paths: First, introducing a real-time wind monitoring system during the construction phase to directly capture current wind speed and direction data; second, constructing a dynamic decomposition model of wind load, decomposing the wind load vector to horizontal, vertical, and axial reference planes to obtain the forces acting in each direction; third, combining the decomposed forces with the bridge's building information model (BIM) to reverse-calculate the cable adjustment amount. Comparative analysis showed that while the first two solutions improved data timeliness and force analysis accuracy, they failed to establish a dynamic mapping relationship between wind load forces and cable adjustment amounts. Therefore, this invention further integrates the BIM model, generating cable adjustment commands through coupled calculations of real-time wind load forces and the BIM model, achieving closed-loop control under dynamic wind fields.

[0064] In this regard, such as Figure 1As shown, this invention proposes an internal structure optimization design method considering wind load. This internal structure optimization design method considering wind load can be applied to the server side. The internal structure optimization design method considering wind load may include the following steps S101 to S104:

[0065] S101, Obtain the architectural information model of the target bridge and the wind condition data for the current time period collected at the target steel cable location;

[0066] S102, Based on the wind condition data of the current time period, determine the current wind load force on each reference plane of the target steel cable position at the current moment. The reference planes include the horizontal axis plane, the vertical axis plane and the vertical axis plane.

[0067] S103, Based on the current wind load forces at the target cable location and the building information model, determine the cable adjustment amount for the target bridge;

[0068] S104, Based on the cable adjustment amount, adjust the cable length of the target bridge.

[0069] In this embodiment, the building information model refers to a digital three-dimensional model containing the geometric parameters and structural information of the target bridge. Specifically, it can be constructed using three-dimensional modeling software based on the bridge design parameters, and is used to reflect the stress relationship and structural characteristics of various parts of the bridge.

[0070] The wind data for the current time period refers to the wind speed and direction data collected in real time at the target steel cable location within a specific time range. Specifically, it can be obtained by installing wind speed sensors and wind vanes to measure and assess the current wind force on the steel cable.

[0071] The reference plane includes the horizontal axis plane, the vertical axis plane, and the vertical axis plane. These are three orthogonal planes established with the bridge span direction, the vertical span direction, and the vertical direction as references, respectively. They can be divided using coordinate system transformation methods and are used to decompose wind loads into different dimensions to analyze their mechanical effects on steel cables.

[0072] The cable adjustment amount refers to the specific value that the cable length needs to be adjusted based on the changes in wind load force. Specifically, it can be derived from the relationship between the change in tension and the elastic modulus of the cable. It is used to balance the dynamic effect of wind load on the bridge structure by adjusting the cable length.

[0073] The core innovation of this invention lies in the real-time collection of wind data and the dynamic calculation of steel cable adjustment based on building information modeling, thereby enabling proactive adjustment of the bridge steel cable length according to actual wind load changes, thus improving the stability of the bridge against wind loads during construction and use.

[0074] The working process and principle of this invention are as follows: First, the building information model of the target bridge and the current time-limited wind condition data of the target steel cable location are obtained. The building information model contains information such as the bridge's geometric parameters and material properties, providing basic data for subsequent calculations. The wind condition data includes wind speed and wind direction information, used to analyze the current wind load conditions.

[0075] Next, based on the acquired wind data, the current wind load forces acting on each reference plane at the target cable location are determined. Specifically, the wind load is decomposed into three reference planes: the horizontal axis, the vertical axis, and the longitudinal axis, obtaining the force components in each direction. This step enables three-dimensional dynamic analysis of the wind load.

[0076] Then, combining the current wind load force at the target cable location with the building information model, the cable adjustment amount for the target bridge is calculated. By establishing a dynamic mapping relationship between the wind load force and the cable adjustment amount, real-time adaptation of the cable tension is achieved.

[0077] Finally, based on the calculated cable adjustment amount, the cable length of the target bridge is adjusted accordingly. This step enables the bridge structure to actively respond to dynamic wind loads.

[0078] The entire process forms a closed-loop control system. Through real-time monitoring, analysis, and adjustment, the bridge structure can dynamically adapt to changes in wind load and maintain mechanical equilibrium. Key technical features include the introduction of real-time wind condition monitoring, three-dimensional decomposition of wind load, and coupled calculation with building information modeling. These features collectively improve the stability and safety of the bridge structure in dynamic wind fields.

[0079] As an example, firstly, wind speed and direction sensors are installed at key cable locations on the target bridge to collect wind data in real time. Simultaneously, a building information model is established, incorporating information such as bridge geometry, material properties, and initial cable tension.

[0080] Next, the collected wind data is processed to calculate the wind speed vector at the target cable location. The wind speed vector is decomposed into three reference planes: the horizontal axis, the vertical axis, and the longitudinal axis, obtaining the wind speed components in each direction. Based on the wind speed components, the wind load force on each reference plane is calculated using the wind load calculation formula.

[0081] Then, the calculated wind load force is input into the building information model. Based on the input wind load and the bridge structural parameters, the model calculates the theoretical tension required for the steel cables. The theoretical tension is compared with the current actual tension to determine the tension difference that needs to be adjusted. According to the tension-length relationship curve, the tension difference is converted into an adjustment amount for the cable length.

[0082] Finally, the calculated cable adjustment amount is sent to the cable tensioning equipment. The cable tensioning equipment adjusts the cable length accordingly based on the instructions, thereby changing the cable tension and adapting the bridge structure to the current wind load conditions.

[0083] This embodiment first acquires the structural information model of the target bridge and the wind condition data for the current time period at the target cable location, enabling timely access to actual wind conditions. Then, based on this wind data, the current wind load force on each reference plane at the target cable location is determined at the current moment, comprehensively considering the influence of wind forces from different directions. Next, based on the current wind load forces and the structural information model, the adjustment amount of the target bridge's cables is accurately determined, providing a scientific basis for cable adjustments. Finally, based on the cable adjustment amount, the length of the target bridge's cables is adjusted. Compared to traditional fixed designs, this approach allows for dynamic adjustment of the cables according to actual wind conditions, effectively addressing the effects of strong winds and other severe weather on the bridge structure during construction. It optimizes the cable condition in a timely manner, enabling the bridge structure to maintain better stability under wind forces, enhancing its adaptability to extreme wind conditions, and thus significantly improving the stability of the bridge structure.

[0084] In some of the above-mentioned solutions of the present invention, in the process of determining the current wind load force of each reference plane at the target steel cable position based on the wind condition data of the current time period, since the differential influence of wind type on wind load is not considered, the calculated force under different wind types may have a large deviation from the actual force, affecting the accuracy of the steel cable adjustment amount, and thus reducing the stability of the bridge structure in response to wind load.

[0085] In response, this invention further proposes that wind condition data include wind speed information and wind direction information;

[0086] like Figure 2 As shown, S102 may specifically include the following S201 to S203:

[0087] S201, Based on the wind speed information of the current time period, determine the wind type assessment degree of the target steel cable location. The wind type assessment degree is used to characterize the wind type in the current environment at the target steel cable location.

[0088] S202, Based on the wind speed information, wind direction information and wind type assessment degree of the target steel cable position at the current moment, determine the wind load vector of the target steel cable position at the current moment;

[0089] S203 decomposes the wind load vector to obtain the current wind load force on each reference plane at the target cable position at the current moment.

[0090] In this embodiment, the wind pattern assessment is calculated by analyzing the characteristics of stable wind segments in the wind speed information. The duration, number, and interval of stable wind segments are used to quantify the wind force duration. The ratio of the average wind speed difference between adjacent stable wind segments to the time interval is used to calculate the overall wind intensity variation. The wind force duration and the overall wind intensity variation are combined to generate the wind pattern assessment. In the process of determining the wind load vector, the wind pattern assessment is used as a weighting factor and is input into the vector calculation model along with the wind speed and wind direction data. The output is the wind load vector of the target steel cable position at the current moment. The decomposition of the wind load vector is based on orthogonal projection of the spatial coordinate system of each reference plane, which transforms the vector into components of the horizontal, vertical, and longitudinal axes.

[0091] Specifically, the process begins by collecting wind speed fluctuation data at the target cable location within the current time period using wind speed sensors. Stable wind segments within these fluctuations are identified, and the temporal distribution characteristics and wind speed gradient of these stable segments are calculated to generate a wind pattern assessment score characterizing wind stability. Subsequently, real-time wind speed, wind direction, and the wind pattern assessment score are input into a pre-defined vector calculation model. This model adjusts the contribution ratio of wind speed to the vector amplitude based on the wind pattern assessment score and determines the vector direction in conjunction with the wind direction. Finally, the vector is decomposed into horizontal, vertical, and axial planes, and the current wind load force on each plane is obtained through projection calculations. By introducing the wind pattern assessment score, the calculation of the wind load vector not only relies on instantaneous wind speed and direction but also incorporates historical wind pattern variation characteristics, effectively reducing force prediction errors caused by sudden wind pattern changes and improving the accuracy of cable adjustment calculations.

[0092] As an example, wind speed information can be obtained using an anemometer installed at the target cable location, and wind direction information can be obtained using a wind vane installed at the target cable location. Wind pattern assessment can be obtained through statistical analysis of wind speed data over a certain period, such as calculating the standard deviation and coefficient of variation of wind speeds to characterize the wind pattern.

[0093] like Figure 3 As shown, a schematic diagram of a wind load vector is provided, where the direction of the bridge deck load force is vertically downward, the direction of the cable tension is along the cable stretching direction, and the direction of the wind load vector is along the wind direction. Therefore, based on the current wind direction information, the direction of the wind load vector corresponding to the target cable position at the current moment can be determined. Simultaneously, based on the wind speed information and wind type assessment at the target cable position at the current moment, the magnitude of the wind load vector at the target cable position at the current moment is determined using the following formula 1:

[0094]

[0095] In formula 1, V is used to characterize the magnitude of the wind load vector at time t corresponding to the cable position (x, y, z).t (x,y,z) is used to characterize the wind speed at the current moment at the location of the steel cable corresponding to (x,y,z), and CLP(x,y,z) is used to characterize the wind pattern assessment degree at the location of the steel cable corresponding to (x,y,z).

[0096] The higher the wind pattern assessment score, the more likely the wind pattern is to be a continuous wind; the lower the wind pattern assessment score, the more likely the wind pattern is to be a gust. Gusts, due to their instantaneous high wind speed and amplified dynamic effects, typically exert a stronger force on bridges than continuous winds. Therefore, a lower wind pattern assessment score results in a larger wind load vector. Conversely, higher wind speeds result in a greater force exerted by the wind on the bridge, and consequently, a larger wind load vector.

[0097] Finally, the wind load vector can be decomposed using the vector decomposition method, which decomposes the wind load vector onto the horizontal axis plane, the vertical axis plane, and the horizontal axis plane to obtain the wind load force components on each reference plane.

[0098] This embodiment accurately determines the wind load forces acting on the target cable position on each reference plane. This provides precise input data for subsequent cable adjustments, thereby improving the stability and safety of the bridge structure under wind loads. Furthermore, by introducing a wind pattern assessment, this scheme can better adapt to different types of wind conditions, improving the accuracy and applicability of wind load calculations.

[0099] In some of the solutions described above in this invention, a method for determining the wind pattern assessment degree based on wind speed information of the current time period is proposed. However, in actual operation, it is difficult to directly and accurately assess the persistence and intensity change trend of wind force by relying solely on wind speed information, resulting in a lack of data support for the calculation of the wind pattern assessment degree and affecting the decomposition accuracy of the subsequent wind load vector.

[0100] In this regard, such as Figure 4 As shown, the present invention further proposes that S201 may specifically include the following S401 to S403:

[0101] S401, Based on the wind speed information for the current time period, determine the stable wind section for the current time period;

[0102] S402, the wind force duration of the target cable position is determined based on each stable wind section, and the overall wind intensity variation of the target cable position is determined based on each stable wind section;

[0103] S403 uses wind duration and overall wind intensity variation to determine the wind pattern assessment of the target cable location.

[0104] In this embodiment, the stable wind section is a continuous time interval within the current time period where the wind speed is relatively stable and changes little. In other words, during this time period, the wind speed does not fluctuate significantly and exhibits a relatively stable state. Determining the stable wind section helps to more accurately analyze the impact characteristics of wind force on the target steel cable.

[0105] Wind duration measures the duration of wind force acting on a target cable location within a stable wind range. It reflects whether the wind force steadily and continuously affects the cable within a stable wind range; a higher wind duration indicates a more stable and sustained effect of the wind force on the cable during that period.

[0106] Overall wind intensity variability describes the degree of wind speed variation among different stable wind sections within the current time period. It reflects the fluctuation of wind speed over the entire time period; the greater the overall wind intensity variability, the greater the difference in wind speed between different stable wind sections.

[0107] As an example, wind speed data is collected in real time for the current period using wind speed sensors installed near the target cable location. This data can be continuous wind speed measurements or discrete data collected at certain time intervals (such as every minute or every 5 minutes).

[0108] Then, the wind speed data are traversed sequentially according to the collection order. When the difference between the maximum and minimum values ​​of the wind speed data within a continuous time period is less than a preset threshold, the continuous time period is determined as a stable wind segment, thus obtaining the stable wind segment in the current time period.

[0109] Then, the ratio of the duration of a stable wind segment to the total duration of the current time period can be used as a preliminary indicator of wind duration. For example, if the total duration of the current time period is 1 hour, and the duration of a certain stable wind segment is 20 minutes, then the wind duration index corresponding to that stable wind segment is 20 / 60≈0.33. If there are multiple stable wind segments within the current time period, the wind duration index of each stable wind segment can be weighted and averaged or other comprehensive calculation methods can be used to obtain the wind duration of the target cable position throughout the entire current time period. The weighting coefficient can be set according to factors such as the wind speed and duration of the stable wind segment; for example, stable wind segments with higher wind speeds can be given greater weight.

[0110] Simultaneously, for each stable wind segment, calculate its average wind speed, maximum wind speed, and other wind intensity indicators. These indicators can be directly calculated from the wind speed data within that stable wind segment; for example, the average wind speed is the average of all wind speed measurements within that segment. Then, calculate the changes in wind intensity indicators between adjacent stable wind segments, such as the difference in average wind speed or maximum wind speed between two adjacent segments. Finally, the sum of the absolute values ​​of the changes in wind intensity indicators across all adjacent stable wind segments, their variance, or other statistical measures can be used as an indicator of the overall wind intensity variability. For example, calculate the sum of the absolute values ​​of the differences in average wind speeds across all adjacent stable wind segments; the larger this value, the greater the overall wind intensity variability.

[0111] Finally, using wind duration and overall wind intensity variation, the wind pattern assessment degree for the target cable location is determined using the following formula 2:

[0112]

[0113] In Formula 2, CLP(x,y,z) is used to characterize the wind pattern assessment degree of the cable position corresponding to (x,y,z), CLS(x,y,z) is used to characterize the wind duration of the cable position corresponding to (x,y,z), CLI(x,y,z) is used to characterize the overall wind intensity variation of the cable position corresponding to (x,y,z), and norm is used to characterize the normalization process.

[0114] like Figure 5 The diagram illustrates gusts and sustained winds. Gusts are characterized by rapid changes in wind force, high intensity of wind changes, and short duration of wind; while sustained winds are characterized by slow changes in wind force, low intensity of wind changes, and long duration of wind.

[0115] Therefore, based on the distribution characteristics of the stable wind segment 501 in the current time period, the wind duration and overall wind intensity variability are assessed. A higher overall wind intensity variability indicates a more rapid and intense change in wind force, making it more likely to be a gust. Conversely, a lower wind duration indicates a shorter duration of wind force, also making it more likely to be a gust. Therefore, a lower wind pattern assessment degree indicates a greater likelihood of a gust.

[0116] This embodiment enables a more accurate assessment of the wind pattern characteristics at the target cable location. This provides more reliable input parameters for subsequent wind load calculations, thereby improving the accuracy of wind load calculations. Furthermore, by introducing a wind pattern assessment factor, the stability and variation trends of wind force can be considered more comprehensively, leading to better prediction and response to potential extreme wind conditions, and ultimately improving the safety and stability of the bridge structure.

[0117] In some of the solutions described above in this invention, wind duration is determined based on a stable wind section to assess wind stability. However, if the time distribution characteristics of the stable wind section are not considered in this process, the calculation results of wind duration may not accurately reflect the actual wind fluctuation characteristics.

[0118] In this regard, the present invention further proposes that S402 may specifically include:

[0119] Based on the duration of each stable wind segment, determine the number of stable wind segments, the average duration of stable wind segments, and the percentage of total duration of stable wind segments.

[0120] The average interval duration is obtained by averaging the time intervals between adjacent stable wind sections.

[0121] The wind duration at the target cable location is determined by using the number of stable wind sections, the average duration of stable wind sections, the percentage of total stable wind section duration, and the average interval duration.

[0122] In this embodiment, the number of stable wind segments is obtained by counting the number of stable wind segments within a specified time period. The average duration of stable wind segments is calculated by the arithmetic mean of the durations of each stable wind segment. The proportion of the total duration of stable wind segments is the ratio of the total time of all stable wind segments to the total monitoring time. The average interval duration is calculated by the arithmetic mean of the time differences between adjacent stable wind segments.

[0123] Specifically, after collecting wind speed data continuously for one hour at the target steel cable location, three stable wind segments were identified, with durations of 8 minutes, 12 minutes, and 10 minutes, for a total duration of 30 minutes. The number of stable wind segments was calculated to be 3, with an average duration of 10 minutes, accounting for 50% of the total duration. Then, the time intervals between adjacent stable wind segments were calculated, for example, 3 minutes, 2 minutes, 4 minutes, and 3 minutes, and these time intervals were averaged to obtain an average interval duration of 3 minutes.

[0124] As an example, the wind duration at the target cable location can be determined using the following formula 3:

[0125]

[0126] In Formula 3, CLS(x,y,z) is used to characterize the wind duration at the cable location corresponding to (x,y,z), γ(x,y,z) is used to characterize the proportion of the total duration of the stable wind segment at the cable location corresponding to (x,y,z), and K... x,y,z The number of stable wind sections used to characterize the position of the steel cable corresponding to (x,y,z) The average duration of a stable wind segment used to characterize the position of the steel cable corresponding to (x,y,z). The average interval time used to characterize the position of the steel cable corresponding to (x,y,z).

[0127] Specifically, if the average duration of the stable wind section at the cable location is longer or the average interval is longer during the current time period, it indicates that the wind is in a calm state without drastic changes during the current time period, and the wind strength is greater. If the number of stable wind sections at the cable location is less during the current time period, but the total duration of the stable wind section is greater, it also indicates that the wind is not changing drastically during the current time period, and the wind strength is greater.

[0128] This embodiment enables accurate assessment of the sustained wind characteristics at the target cable location. This allows for a more comprehensive analysis of the wind's impact on the bridge structure, providing reliable data support for subsequent cable adjustments. Furthermore, by considering multiple characteristic parameters of stable wind sections, the persistence of wind force can be more precisely characterized, thereby improving the accuracy of wind pattern assessment.

[0129] In some of the above-mentioned solutions of the present invention, the overall wind intensity variation degree is determined based on the stable wind section to assess the wind force change trend. However, in the traditional method, only a single wind speed difference is used for calculation, without considering the time distribution characteristics of wind speed change, which makes it impossible to accurately reflect the real situation of the impact of the dynamic evolution of wind force intensity on the structure.

[0130] In this regard, the present invention further proposes that S402 may specifically include:

[0131] The wind speeds in each stable wind section are averaged to obtain the average wind speed of each stable wind section.

[0132] The local wind intensity variation is obtained by dividing the average wind speed difference between adjacent stable wind sections by the time interval between the corresponding adjacent stable wind sections.

[0133] The average value of the wind intensity variation at each local location is used to obtain the overall wind intensity variation at the target cable location.

[0134] In this embodiment, after obtaining the average wind speed of each stable wind segment, the time interval data of adjacent wind segments are automatically identified. For example, when the time interval between two adjacent stable wind segments is eight minutes and the average wind speed difference is 3 m / s, the local wind intensity variation is calculated as 3 / 8 = 0.375. After calculating multiple local wind intensity variations by traversing all adjacent wind segments, the arithmetic mean method is used to integrate all calculation results. This calculation method, by introducing a time dimension parameter, can accurately characterize the fluctuation range of wind intensity per unit time, avoiding the defect of traditional methods that ignore the rate of wind speed change. Based on the calculation results of the overall wind intensity variation, the system can establish a dynamic correction model of the wind load vector, providing accurate input parameters for the calculation of steel cable adjustment.

[0135] As an example, the wind speeds in each stable wind segment are first averaged to obtain the average wind speed of each segment. For instance, for a certain stable wind segment, multiple wind speed data points can be collected within that segment. The sum of the wind speed values ​​of these data points is then divided by the number of data points to obtain the average wind speed of that stable wind segment.

[0136] The local wind intensity variation is obtained by dividing the average wind speed difference between adjacent stable wind sections by the time interval between the corresponding adjacent stable wind sections. Specifically, two adjacent stable wind sections can be selected, their average wind speed difference can be calculated, and then divided by the time interval between these two stable wind sections to obtain a local wind intensity variation value.

[0137] Finally, the average value of each local wind intensity variation is calculated to obtain the overall wind intensity variation at the target cable location. Furthermore, all calculated local wind intensity variation values ​​can be summed and then divided by the total number of local wind intensity variations to obtain the overall wind intensity variation.

[0138] Specifically, the overall wind intensity variation at the target cable location can be determined using the following formula 4:

[0139]

[0140] In Formula 4, CLI(x,y,z) is used to characterize the overall wind intensity variation at the cable position corresponding to (x,y,z), and K... x,y,z The number of stable wind sections used to characterize the position of the steel cable corresponding to (x,y,z), ΔT k,k+1 (x,y,z) is used to characterize the time interval between adjacent stable wind sections corresponding to the cable position (x,y,z). This is used to characterize the average wind speed of the k-th stable wind segment corresponding to the cable position (x,y,z). The average wind speed is used to characterize the (k+1)th steady wind segment at the cable position corresponding to (x,y,z).

[0141] Among them, when the average wind speed in a stable wind segment shows multiple drastic changes over the entire time, it indicates that the current stable wind period accounts for a small proportion, and there are drastic changes within that time period, that is, the greater the overall wind intensity variation.

[0142] This embodiment enables accurate calculation of the overall wind intensity variation at the target cable location. This allows for a more precise assessment of the impact of wind on the bridge structure, providing reliable data support for subsequent cable adjustments. Furthermore, this method considers wind speed variations over different time periods, providing a more comprehensive reflection of the dynamic impact of wind on the bridge structure, thereby improving the safety and stability of the bridge structure.

[0143] In some of the above-mentioned solutions of the present invention, a scheme based on adjusting the steel cable based on the wind load force is proposed. However, in a dynamic wind load environment, relying solely on the force at the current moment cannot accurately reflect the trend of wind force change, resulting in a lag in the adjustment of the steel cable tension and affecting the dynamic stability of the bridge structure.

[0144] In this regard, such as Figure 6 As shown, the present invention further proposes that S103 may specifically include the following S601 to S603:

[0145] S601, based on the current wind load forces at the target cable position and the historical wind load forces at the target cable position at the target historical time, determine the rate of change of the force at the target cable position in each reference plane, where the target historical time is the time before the current time.

[0146] S602, based on the rate of change of force of the target cable position in each reference plane and the building information model, determine the theoretical tension of the target cable position at the current moment;

[0147] S603, based on the theoretical tension of the target cable at the current moment, determines the cable adjustment amount of the target bridge.

[0148] In this embodiment, the rate of change of force is characterized by the ratio of the difference between the current wind load force and the historical wind load force to the historical wind load force. The theoretical tension of the steel cable maps the rate of change of force to the tension increment through a preset mechanical transmission relationship in the building information model. The adjustment amount is obtained by converting the current theoretical tension of the steel cable to the historical actual tension. For example, in the horizontal plane, if the current wind load force is 120kN, the historical force is 100kN, the rate of change of force is 20%, and the tension transmission coefficient in the building information model is 0.8, then the theoretical tension increment of the steel cable is 16kN.

[0149] Specifically, during the bridge construction phase, wind load data at the cable locations is collected every 30 minutes. The wind load forces at the current moment in the horizontal, vertical, and longitudinal axes are subtracted from the data at the previous moment to calculate the growth rate of the force in each plane relative to the previous moment. The stiffness matrix of each cable node is pre-stored in the Building Information Model (BIM). The rate of change of force in the three planes is input into the matrix operation to output the theoretical tension value that each cable node should achieve. By comparing the measured values ​​of the current cable tension sensors, length instructions for tightening or loosening each cable are generated. For example, when the theoretical tension needs to be increased by 5%, an adjustment of 2.3 mm is calculated based on the cable's elastic modulus and cross-sectional area, and precise adjustment is performed using hydraulic tensioning equipment.

[0150] As an example, suppose the wind load forces acting on the target cable at the current moment in the horizontal, vertical, and longitudinal axes are 100N, 150N, and 200N, respectively, while the corresponding forces at historical moments are 80N, 120N, and 180N. Calculations show that the rate of change of force in each reference plane is 25%, 25%, and 11.11%, respectively.

[0151] Next, using the structural parameters and material properties in the Building Information Modeling (BIM), the rate of change of force is converted into the change of cable tension. Assuming the local cable tensions at each reference plane after conversion are 500N, 750N, and 1000N respectively, these local tensions are vector-synthesized to obtain the theoretical cable tension at the target cable position at the current moment, which is 1360N.

[0152] Finally, assuming the actual tension of the target cable at the target historical moment is 1300N, the calculated change in cable tension is 60N, with a rate of change of approximately 4.62%. Multiplying this rate of change by the historical actual tension yields an adjustment of 60N for the target bridge's cables. When the rate of change in cable tension needs to increase by 4.62%, an adjustment of 2.2 mm in length is calculated based on the cable's elastic modulus and cross-sectional area, and precise adjustment is performed using hydraulic tensioning equipment.

[0153] This embodiment enables real-time consideration of the impact of wind loads on the bridge structure, dynamically adjusting cable tension to improve the stability and safety of the bridge structure. This method can effectively address severe weather conditions such as strong winds encountered during construction, reducing the adverse effects of wind loads on the bridge structure. Simultaneously, through precise calculations and timely adjustments, it avoids the over-design or under-design problems that may exist in traditional design methods, optimizing the overall performance and service life of the bridge.

[0154] In some of the solutions described above in this invention, the rate of change of force is calculated based on the current wind load force and the historical wind load force. However, directly using the difference may result in the force change on different reference planes not being effectively quantified, thereby affecting the accuracy of the steel cable tension adjustment.

[0155] In this regard, the present invention further proposes that S601 may specifically include:

[0156] Subtract the historical wind load force corresponding to the target cable position from the current wind load force at each target cable position to obtain the change in wind load force at each reference plane at the target cable position.

[0157] The change in wind load force at the target cable position on each reference plane is divided by the historical wind load force corresponding to the target cable position to obtain the rate of change of force at the target cable position on each reference plane.

[0158] In this embodiment, the calculation of the change in wind load force is based on subtracting the current wind load force from the historical wind load force on the same reference plane, thereby eliminating mutual interference between different planes. The division operation introduces the historical wind load force as the denominator, converting the absolute change into a relative rate of change, further eliminating dimensional differences between different reference planes. In specific implementation, the historical wind load force can be stored in a time series database to ensure that data at the corresponding time can be quickly retrieved during calculation. For example, if the historical wind load force on the horizontal axis plane is 100 kN and the current value is 120 kN, then the change in force is 20 kN, and the rate of change is 20%.

[0159] Specifically, after obtaining the current wind load force, the historical wind load force at the same location at the target historical moment is extracted from the database. These two historical wind load forces are then subtracted one by one according to the reference plane to obtain the force change in each plane. Subsequently, the force change is divided by the corresponding historical wind load force to obtain the dimensionless rate of change, thus providing standardized parameters for subsequent cable tension adjustments. This process avoids interference from initial load differences across different reference planes in the adjustment calculation, ensuring the accuracy of cable length adjustments and the stability of the bridge structure.

[0160] As an example, the current wind load forces at the target cable location and the historical wind load forces at the target cable location at the target historical time are obtained. The target historical time is the time preceding the current time. For example, the current time is 14:00, and the target historical time is 13:59.

[0161] Furthermore, the historical wind load force corresponding to the target cable location is subtracted from the current wind load force at each target cable location to obtain the change in wind load force at the target cable location in each reference plane. The reference planes include the horizontal axis plane, the vertical axis plane, and the horizontal axis plane.

[0162] Specifically, assuming the current wind load on the target cable in the horizontal plane is 100N and the historical wind load is 80N, the change in wind load in the horizontal plane is 20N. The changes in wind load in the vertical and longitudinal planes can be calculated in a similar way.

[0163] Therefore, by dividing the change in wind load force at the target cable location in each reference plane by the historical wind load force corresponding to the target cable location, the rate of change of force at the target cable location in each reference plane is obtained. For example, the rate of change of force in the transverse plane is 20N / 80N = 0.25.

[0164] This embodiment enables accurate calculation of the rate of change of force exerted on the target cable at each reference plane. These rates of change reflect the dynamic changes in wind load forces, providing a reliable data basis for subsequent cable adjustments. By considering the comparison of wind load forces at the current and historical moments, the calculation results are closer to actual conditions, contributing to improved safety and stability of the bridge structure.

[0165] In some of the above-mentioned solutions of the present invention, the theoretical tension of the steel cable is determined based on the rate of change of the force of the target steel cable position in each reference plane and the building information model. However, when calculating the theoretical tension of the steel cable, the quantification method of the local tension change in each reference plane is not clearly defined, which makes it impossible to accurately reflect the influence of loads in different directions in three-dimensional space on the tension of the steel cable, and may reduce the calculation accuracy of the steel cable adjustment amount.

[0166] In this regard, the present invention further proposes that S602 may specifically include:

[0167] Based on the rate of change of force at the target cable position in each reference plane, the change in cable tension at the target cable position in each reference plane is determined respectively.

[0168] Based on the change in cable tension at the target cable position in each reference plane, the local cable tension at the target cable position in each reference plane is determined.

[0169] Based on building information modeling, the local cable tension at the target cable position on each reference plane is synthesized to obtain the theoretical cable tension at the current time.

[0170] In this embodiment, the change in cable tension can be specifically determined using the following formula 5:

[0171]

[0172] In formula 5, τ t,z Used to characterize the change in cable tension in the z-axis plane (i.e., the vertical plane) at time t. α is used to characterize the cable tension at time ti (i.e., the target historical time). z Used to characterize the rate of change of force in the z-axis plane (i.e., the vertical plane). The sign coefficient is used to characterize the wind load force change. When the wind load force change is positive, the sign coefficient is 1; when the wind load force change is negative, the sign coefficient is -1.

[0173] The local cable tension is obtained by linearly superimposing the historical tension value on the reference plane with the change in cable tension. The superposition weighting coefficient can be dynamically adjusted according to the time interval of wind load action. When the time interval exceeds 30 seconds, the weighting coefficient drops to below 0.8.

[0174] The synthesis process incorporates the spatial angle parameters of the steel cable from the building information model. According to the principle of vector superposition, the tensile components of the horizontal, vertical, and longitudinal axes are projected onto the actual extension direction of the steel cable, while also considering the constraint conditions at the connection between the steel cable anchorage and the bridge tower.

[0175] As an example, based on the rate of change of force on the target cable in the horizontal, vertical, and longitudinal axes, the change in cable tension in each reference plane is calculated using a pre-trained cable tension response model. The cable tension response model can be trained and generated based on historical load data and cable tension strain variables; the input is the rate of change of force, and the output is the corresponding change in cable tension.

[0176] Then, the change in cable tension in each reference plane is superimposed with the reference tension value at the previous moment to obtain the local cable tension in the horizontal axis plane, the vertical axis plane, and the vertical axis plane.

[0177] Finally, based on the spatial geometric relationship parameters of the steel cable in the building information model, the local steel cable tension in the three reference planes is projected onto the direction of the steel cable axis using the vector synthesis method. Through orthogonal decomposition and synthesis operations in the three-dimensional coordinate system, the theoretical tension of the target steel cable at the current moment is finally obtained.

[0178] This embodiment enables accurate calculation of the dynamic tension changes of bridge cables in different spatial directions. Through the dual effects of multi-plane load decomposition and spatial vector synthesis, the error accumulation caused by single-plane load calculation is eliminated, ensuring that the calculation of cable tension adjustment matches the mechanical distribution characteristics of the overall bridge structure. This effectively improves the accuracy of cable tension adjustment and avoids local stress concentration or structural instability problems caused by dynamic changes in wind load.

[0179] In some of the above-described solutions of the present invention, when determining the cable adjustment amount of the target bridge based on the theoretical tension of the cable at the current moment, the cable adjustment amount of the target bridge cannot be accurately quantified, resulting in low accuracy of the cable adjustment amount of the target bridge.

[0180] In this regard, the present invention further proposes that S603 may specifically include:

[0181] The change in cable tension is obtained by subtracting the theoretical tension of the cable at the target cable position at the current moment from the actual tension of the cable at the target cable position at historical moments.

[0182] Divide the change in cable tension by the actual cable tension at the target cable position at the target historical time to obtain the rate of change of cable tension.

[0183] Multiply the rate of change of cable tension by the actual length of the target cable at the target historical moment to obtain the cable adjustment amount of the target bridge.

[0184] In this embodiment, if the theoretical tension of the cable at the current moment is denoted as F1, and the actual tension of the cable at the target historical moment is denoted as F0, then the change in cable tension ΔF = F1 - F0. If the change in cable tension is positive, it means that the theoretical tension at the current moment is greater than the actual tension at the historical moment; if the change in cable tension is negative, it means that the theoretical tension at the current moment is less than the actual tension at the historical moment.

[0185] Then, after obtaining the change in cable tension ΔF and the actual cable tension F0 at the target historical moment, the formula for calculating the rate of change of cable tension K is K = ΔF / F0. The rate of change of cable tension is a dimensionless quantity that reflects the relative degree of change in cable tension between two moments. For example, if K = 0.1, it means that the theoretical tension at the current moment is 10% greater than the actual tension at the historical moment; if K = -0.05, it means that the theoretical tension at the current moment is 5% less than the actual tension at the historical moment.

[0186] Finally, multiplying the rate of change of cable tension K by the actual cable length L0 at the target historical moment yields the cable adjustment amount ΔL for the target bridge, i.e., ΔL = K × L0. The cable adjustment amount represents the amount of length adjustment required to bring the cable tension to the theoretical state. If ΔL is positive, it indicates that the cable length needs to be increased; if ΔL is negative, it indicates that the cable length needs to be shortened.

[0187] As an example, the specific amount of cable adjustment for the target bridge can be determined using the following formula 6:

[0188]

[0189] In Formula 6, ΔS t (x,y,z) is used to characterize the cable adjustment amount ΔF at time t corresponding to the cable position (x,y,z). t Used to characterize the change in cable tension at time t corresponding to the cable position (x,y,z). The cable tension s is used to characterize the cable position corresponding to (x, y, z) at time ti (i.e., the target historical time). t-i (x,y,z) is used to characterize the actual length of the steel cable at the position of (x,y,z) at time ti (i.e., the target historical time).

[0190] This embodiment first calculates the change and rate of change between the current theoretical tension and the historical actual tension, and then calculates the adjustment amount based on the historical actual length. This method can timely and accurately grasp the stress changes of the steel cable at different times, thereby adjusting the cable length in a timely manner and improving the stability of the bridge structure.

[0191] In some of the solutions described above in this invention, a scheme for dynamically adjusting the length of steel cables based on real-time wind data is proposed to cope with sudden changes in wind force during the construction period. However, if the historical wind load characteristics of the bridge location are not accurately obtained in the basic stage of establishing the building information model, it will lead to deviations in the calculation of the steel cable design tension, which will directly affect the effectiveness of subsequent dynamic adjustments.

[0192] In this regard, the present invention further proposes that S101 may specifically include:

[0193] Obtain the geometric parameters of the target bridge and the historical wind speed information of the target bridge's location;

[0194] Based on historical wind speed information of the target bridge location, determine the benchmark wind speed of the target bridge location;

[0195] Determine the design tension of the steel cables of the target bridge based on the benchmark wind speed at the location of the target bridge;

[0196] Based on the geometric parameters and cable design tension of the target bridge, a building information model of the target bridge is constructed.

[0197] In this embodiment, historical wind speed information is continuously collected by wind speed sensors installed on the bridge structure, covering at least ten years of meteorological data to include extreme wind speed events. The baseline wind speed is calculated using an extreme value type I distribution model to determine the maximum wind speed value that occurs once every 100 years, where the probability distribution parameters are obtained by fitting the historical wind speed sequence using the least squares method. The design tension of the steel cables is determined by calculating the wind pressure value generated by the baseline wind speed, combined with the shape factor of the bridge main girder section and the bearing area of ​​the steel cables, where the shape factor is selected based on the results of computational fluid dynamics (CFD) simulations. The building information model embeds the design tension of the steel cables into the model component attributes in a parametric form, where the connection stiffness between the steel cable nodes and the main tower and piers is calibrated through finite element analysis.

[0198] Specifically, historical wind speed data is cleaned and stored in a database. A sliding window method is used to extract the annual maximum wind speed for each monitoring point, forming a sample sequence. By establishing a wind speed-return-time curve, the wind speed value corresponding to a cumulative probability of 0.99 is taken as the benchmark wind speed to ensure coverage of the maximum wind load that may be encountered during construction. In the calculation of the cable design tension, the wind pressure value is converted into dynamic pressure according to Bernoulli's equation and multiplied by the cable's windward area and drag coefficient. The drag coefficient is selected based on an empirical value corresponding to the Reynolds number range. During the building information model (BIM) construction, the initial pretension of the cables is set to 1.2 times the design tension to compensate for construction errors. The elastic modulus, thermal expansion coefficient, and stress-strain relationship of each cable element in the model are verified using material test data. When the benchmark wind speed is updated, the model automatically recalculates the cable stress state and generates a three-dimensional visualized structural deformation prediction.

[0199] As an example, the first step is to acquire the geometric parameters of the target bridge, including the main girder span, tower height, cable arrangement, and anchorage coordinates. Simultaneously, historical wind speed monitoring data for the bridge's location over the past decade is obtained, including records of maximum instantaneous wind speed and wind direction. Based on this historical wind speed data, an extreme value analysis model is used to calculate the 100-year return period benchmark wind speed, corresponding to a 3-second peak gust. A parametric model of the bridge is established using a finite element simulation platform. The benchmark wind speed is input into the fluid dynamics calculation module to obtain the aerodynamic load distribution map of the cables. Combining the yield strength and safety factor of the cable materials, the axial tensile bearing capacity threshold for each cable is calculated and set as the design tension of the cables. Finally, the geometric topological relationships, material property parameters, and cable design tension values ​​are integrated to generate a building information model containing three-dimensional spatial coordinates and mechanical properties.

[0200] This embodiment effectively solves the problem of insufficient matching between cable parameters and actual wind environment in traditional bridge design methods. By integrating historical wind speed data and structural parameters, a cable bearing capacity calculation system based on actual climate conditions is established, ensuring that the cable design tension can cover the maximum wind load conditions that may be encountered during long-term operation, thereby avoiding structural safety hazards caused by deviations in the reference wind speed values.

[0201] It should be clarified that the present invention is not limited to the specific configurations and processes described above and shown in the figures. For the sake of brevity, detailed descriptions of known methods are omitted here. In the above embodiments, several specific steps are described and shown as examples. However, the method process of the present invention is not limited to the specific steps described and shown. Those skilled in the art can make various changes, modifications, and additions, or change the order of steps, after understanding the spirit of the present invention.

[0202] It should also be noted that the exemplary embodiments mentioned in this invention describe methods or systems based on a series of steps or apparatus. However, this invention is not limited to the order of the steps described above; that is, the steps can be performed in the order mentioned in the embodiments, or in a different order, or several steps can be performed simultaneously.

[0203] The above description is merely a specific embodiment of the present invention. Those skilled in the art will clearly understand that, for the sake of convenience and brevity, the specific working processes of the systems, modules, and units described above can be referred to the corresponding processes in the foregoing method embodiments, and will not be repeated here. It should be understood that the protection scope of the present invention is not limited thereto. Any person skilled in the art can easily conceive of various equivalent modifications or substitutions within the technical scope disclosed in the present invention, and these modifications or substitutions should all be covered within the protection scope of the present invention.

Claims

1. A method for optimal design of internal structure considering wind load, characterized by, The method comprises: obtaining a building information model of a target bridge and wind condition data of a current time period collected at a target cable position; determining, based on the wind condition data of the current time period, current wind load acting forces of each reference plane of the target cable position at a current time, the reference planes including a horizontal axis plane, a vertical axis plane and a vertical axis plane; determining, based on the current wind load acting forces of the target cable position and the building information model, a cable adjustment amount of the target bridge; adjusting a cable length of the target bridge based on the cable adjustment amount; the determination of the cable adjustment amount of the target bridge comprises: determining, based on the current wind load acting forces of the target cable position and historical wind load acting forces of the target cable position at a target historical time, a force change rate of the target cable position at each reference plane, the target historical time being a previous time of the current time; determining, based on the force change rate of the target cable position at each reference plane and the building information model, a cable theoretical tension of the target cable position at the current time; determining, based on the cable theoretical tension of the target cable position at the current time, the cable adjustment amount of the target bridge; the determination of the cable adjustment amount of the target bridge based on the cable theoretical tension of the target cable position at the current time comprises: subtracting a cable actual tension of the target cable position at the target historical time from the cable theoretical tension of the target cable position at the current time to obtain a cable tension change amount; dividing the cable tension change amount by the cable actual tension of the target cable position at the target historical time to obtain a cable tension change rate; multiplying the cable tension change rate by a cable actual length of the target cable position at the target historical time to obtain the cable adjustment amount of the target bridge.

2. The method of claim 1, wherein, The wind condition data comprises wind speed information and wind direction information; the determination of the current wind load acting forces of each reference plane of the target cable position at the current time based on the wind condition data of the current time period comprises: determining, based on the wind speed information of the current time period, a wind type evaluation degree of the target cable position, the wind type evaluation degree being used to represent a wind type in a current environment of the target cable position; determining, based on the wind speed information, the wind direction information and the wind type evaluation degree of the target cable position at the current time, a wind load vector of the target cable position at the current time; decomposing the wind load vector to obtain the current wind load acting forces of each reference plane of the target cable position at the current time.

3. The method of claim 2, wherein, the determination of the wind type evaluation degree of the target cable position based on the wind speed information of the current time period comprises: determining, based on the wind speed information of the current time period, a smooth wind section in the current time period; determining a wind force duration of the target cable position based on each smooth wind section and determining an overall wind strength change degree of the target cable position based on each smooth wind section; Determine a wind type evaluation degree of the target cable position by using the wind duration and the overall wind intensity variation degree.

4. The method of claim 3, wherein, The wind duration of the target cable position is determined based on each of the stationary wind segments, including: Determine the number of stationary wind segments, the average length of stationary wind segments, and the proportion of the total length of stationary wind segments based on the length of each stationary wind segment; Perform mean processing on the time interval between adjacent stationary wind segments to obtain an average interval length; Determine the wind duration of the target cable position by using the number of stationary wind segments, the average length of stationary wind segments, the proportion of the total length of stationary wind segments, and the average interval length.

5. The method of claim 3, wherein the wind load is considered in the optimization design of the internal structure. The overall wind intensity variation degree of the target cable position is determined based on each of the stationary wind segments, including: Perform mean processing on the wind speed of each stationary wind segment to obtain the average wind speed of each stationary wind segment; Divide the difference between the average wind speeds of adjacent stationary wind segments by the time interval between the corresponding adjacent stationary wind segments to obtain a local wind intensity variation degree; Perform mean processing on each of the local wind intensity variation degrees to obtain the overall wind intensity variation degree of the target cable position.

6. The method of claim 1, wherein, Determine the force variation rate of the target cable position on each reference plane based on each of the current wind load acting forces of the target cable position and each historical wind load acting force of the target cable position at a target historical time, including: Subtract each of the historical wind load acting forces corresponding to the target cable position from each of the current wind load acting forces of the target cable position to obtain the wind load acting force variation of the target cable position on each reference plane; Divide the wind load acting force variation of the target cable position on each reference plane by the historical wind load acting force corresponding to the target cable position to obtain the force variation rate of the target cable position on each reference plane.

7. The method of claim 1, wherein the wind load is considered in the optimization design of the internal structure. Determine the theoretical cable tension of the target cable position at the current time based on the force variation rate of the target cable position on each reference plane and the building information model, including: Determine the cable tension variation of the target cable position on each reference plane based on the force variation rate of the target cable position on each reference plane; Determine the local cable tension of the target cable position on each reference plane based on the cable tension variation of the target cable position on each reference plane; Synthesize the local cable tension of the target cable position on each reference plane based on the building information model to obtain the theoretical cable tension of the target cable position at the current time.

8. The method for internal structure optimization design considering wind load according to any one of claims 1-5, characterized in that, The building information model of the target bridge is obtained, including: Obtain the geometric parameter information of the target bridge and the historical wind speed information of the location of the target bridge; Determine the reference wind speed of the location of the target bridge based on the historical wind speed information of the location of the target bridge; Determine the cable design tension of the target bridge based on the reference wind speed of the location of the target bridge; Construct the building information model of the target bridge based on the geometric parameter information of the target bridge and the cable design tension.

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