Intelligent deviation early warning system and method for steel bridge tower

Abstract

The invention discloses an intelligent deviation early warning system and method for a steel bridge tower, and belongs to the technical field of bridge construction, and the method comprises the steps: determining the deviation of the steel bridge tower based on the pre-deviation of a cable saddle and the longitudinal space of the top of the steel bridge tower; steel bridge tower pulling deviation information is determined; determining a steel bridge tower tension deviation threshold set; steel bridge tower pulling deviation early warning information is obtained based on all the early warning modules; determining an early warning coefficient of each early warning module based on the steel bridge tower deviation early warning information and the steel bridge tower deviation threshold set; determining the early warning contribution degree of each early warning module; determining the information entropy of each early warning module; determining a weight coefficient of each early warning module; determining a comprehensive early warning index based on the early warning contribution degree of the early warning module and the weight coefficient of each early warning module; and based on the comprehensive early warning index and the comprehensive early warning threshold, determining the pulling deviation early warning information of the at least one time point. The technical problem that potential safety hazards exist due to lack of a deviation feedback mechanism is solved, and the technical effects that the false alarm rate and the missing report rate are reduced, and the deviation early warning effect is improved are achieved.

Description

Technical Field

[0001] The present invention relates to the technical field of bridge construction, and in particular to an intelligent steel bridge tower deviation warning system and method. Background Art

[0002] The principle of cable saddle pre-biasing in suspension bridges is to offset the main cable saddles a certain distance toward the side spans before the main cables are installed. This balances the horizontal component of the cable force during installation, preventing the cables from slipping within the saddle grooves and thus controlling the main cable shape. For suspension bridges with large side-to-midspan ratios (the ratio of the side span to the midspan), a large cable saddle pre-bias is often required to balance the horizontal forces on both sides of the main cable saddles. However, compared to concrete towers, steel towers have a smaller longitudinal clearance at the top, making the clearance at the top of steel towers inadequate for such large pre-biasing requirements.

[0003] In order to solve the technical problem that the space at the top of the steel tower of a suspension bridge cannot meet the pre-deflection of the cable saddle, the flexibility of the steel tower is utilized and a tower tensioning system is used to pull the tower to replace part of the pre-deflection of the cable saddle. However, the tower tensioning system lacks a tensioning feedback mechanism, which makes accidents prone to occur during the tensioning process, posing a safety hazard. Summary of the Invention

[0004] To solve the above problems, the first aspect of the present invention provides a steel bridge tower intelligent deflection warning method, comprising the following steps:

[0005] Determine the steel bridge tower deflection based on the pre-deflection of the cable saddle and the maximum longitudinal space at the tower top;

[0006] Determine the steel bridge tower deflection information based on the steel bridge tower deflection;

[0007] Determine the steel bridge tower deviation threshold set based on the steel bridge tower deviation information;

[0008] Obtain steel bridge tower deflection warning information based on each warning module;

[0009] Determine the warning coefficient of each warning module based on the steel bridge tower deviation warning information and the steel bridge tower deviation threshold set;

[0010] Determine the warning contribution of each warning module based on the warning coefficient of each warning module;

[0011] Determine the information entropy of each warning module based on the warning contribution of each warning module;

[0012] Determine the weight coefficient of each warning module based on the information entropy of each warning module;

[0013] Determine the comprehensive warning index based on the warning contribution of the warning module and the weight coefficient of each warning module;

[0014] Based on the comprehensive warning index and comprehensive warning threshold, the deviation warning information of at least one time point is determined.

[0015] In some embodiments, the steel bridge tower deflection information includes: the final tension of the pre-deflected cable, the number of staged tensioning, the tower deflection after each stage of tensioning, the pre-deflected cable force after each stage of tensioning, the tower bottom stress after each stage of tensioning, and the tension of the tower bottom connecting screw after each stage of tensioning.

[0016] In some embodiments, the steel bridge tower deflection threshold set refers to a threshold set used to determine whether the motion state or stress state of the steel bridge tower during deflection is normal;

[0017] The steel bridge tower deviation threshold set includes:

[0018] Threshold sets for bridge tower deflection, pre-deflected cable force, tower base stress, and connection screw tension.

[0019] In some embodiments, the steel bridge tower deflection information includes: real-time deflection of the bridge tower, real-time tension of pre-deflected cables, real-time stress at the tower bottom, and real-time tension of connecting screws at the tower bottom.

[0020] In some embodiments, the warning coefficients include: a tower deviation warning coefficient, a pre-deflected cable force warning coefficient, a tower bottom stress warning coefficient, and a tower bottom screw tension warning coefficient;

[0021] The calculation method of the bridge tower deviation warning coefficient is:

[0022]

[0023] Among them, y1(t) is the bridge tower deviation warning coefficient, X ms (t) is the real-time displacement of the bridge tower during the m-th stage tensioning process, X m is the pylon displacement threshold of the mth level tensioning;

[0024] The calculation method of the pre-deflected cable force warning coefficient is:

[0025]

[0026] Where y2(t) is the pre-deflection cable force warning coefficient, N ms (t) is the real-time cable force of the pre-deflected cable during the m-th stage tensioning process, N m is the cable force threshold of the pre-deflected cable at the mth level of tensioning;

[0027] The tower bottom stress warning coefficient is calculated as follows:

[0028]

[0029] Among them, y3(t) is the tower bottom stress warning coefficient, σ ms (t) is the real-time stress at the bottom of the tower during the m-th stage tensioning process, σ m is the stress threshold at the bottom of the tower for the mth level of tensioning;

[0030] The calculation method of the tower bottom screw tension warning coefficient is:

[0031]

[0032] Among them, y4(t) is the tension warning coefficient of the screw connecting the bottom of the tower, F ms (t) is the real-time tension of the tower bottom connecting screw during the m-th stage tensioning process, F m is the screw tension threshold.

[0033] In some embodiments, the early warning contribution is calculated as follows:

[0034]

[0035] Among them, p i (t) is the warning contribution of the i-th warning module, y i (t) is the warning coefficient of the i-th warning module, and n is the number of warning modules.

[0036] In some embodiments, the information entropy of each early warning module is calculated as follows:

[0037]

[0038] Among them, E i is the information entropy of the i-th warning module, is the normalization factor, i is the number of warning modules, t0 and t1 are the upper and lower limits of the integral, and p i (t) is the warning contribution of the i-th warning module, and dt is the integral variable.

[0039] In some embodiments, the comprehensive early warning index is calculated as follows:

[0040]

[0041] Among them, n is the number of warning modules, w i is the weight of the i-th warning module, y i (t) is the warning coefficient of the i-th warning module.

[0042] In some embodiments, the comprehensive warning threshold refers to a threshold used to determine whether it is necessary to stop pulling;

[0043] The deviation warning information is confirmed by comparing the comprehensive warning index and the comprehensive warning threshold.

[0044] A second aspect of the present invention provides a steel bridge tower intelligent pull-out warning system, which is used to implement the steel bridge tower intelligent pull-out warning method described in the above solution, including:

[0045] The first determination module is used to determine the steel bridge tower deflection;

[0046] The second determination module is used to determine the steel bridge tower deflection information;

[0047] The third determination module is used to determine the steel bridge tower deviation threshold set;

[0048] Acquisition module, used to obtain steel bridge tower deviation warning information;

[0049] The fourth determination module is used to determine the warning coefficient of each warning module;

[0050] The fifth determination module is used to determine the warning contribution of each warning module;

[0051] A sixth determination module is used to determine the information entropy of each early warning module;

[0052] The seventh determination module is used to determine the weight coefficient of each warning module;

[0053] An eighth determination module is used to determine a comprehensive early warning index;

[0054] The ninth determining module is used to determine the deviation warning information of at least one time point.

[0055] By adopting the above technical solution, the present invention mainly has the following technical effects:

[0056] By adopting a dynamic weight allocation mechanism based on information entropy, risks can be assessed more accurately, solving the technical problem of lack of a deviation feedback mechanism, which makes the deviation system prone to accidents during the deviation process and poses safety hazards. It effectively reduces the false alarm rate and missed alarm rate and improves the technical effect of the deviation warning function. BRIEF DESCRIPTION OF THE DRAWINGS

[0057] Figure 1 This is a flow chart of a steel bridge tower intelligent deviation warning method of the present invention;

[0058] Figure 2 Schematic diagram of the steel bridge tower deflection. DETAILED DESCRIPTION

[0059] In order to enable those skilled in the art to better understand the solutions of the present invention, the technical solutions in the embodiments of the present invention will be clearly and completely described below in conjunction with the accompanying drawings in the specification of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative efforts shall fall within the scope of protection of the present invention.

[0060] References herein to "embodiments" mean that a particular feature, structure, or characteristic described in connection with the embodiments may be included in at least one embodiment of the present invention. The appearance of this phrase in various places in the specification does not necessarily refer to the same embodiment, nor does it constitute a separate or alternative embodiment that is mutually exclusive of other embodiments. It is understood, both explicitly and implicitly, by those skilled in the art that the embodiments described herein may be combined with other embodiments.

[0061] See also Figure 1 The first aspect of the present invention provides a steel bridge tower intelligent pull-out warning method, comprising the following steps:

[0062] (a) Determine the steel bridge tower deflection based on the pre-deflection of the cable saddle and the maximum longitudinal space at the tower top;

[0063] In some embodiments, the saddle pre-bias refers to the horizontal offset of the main saddle (or main cable) pre-set during the bridge construction process to balance the horizontal force difference on both sides of the main cable.

[0064] In some embodiments, the saddle pre-bias can be calculated based on the bridge design structure. In some embodiments, the saddle pre-bias is calculated as follows:

[0065]

[0066] Among them, L1 is the saddle pre-bias, H m is the horizontal force of the main cable in the middle span, H b is the horizontal force of the side span main cable; K T is the anti-thrust stiffness of the bridge tower;

[0067] In some embodiments, the maximum longitudinal space at the tower top represents the maximum horizontal offset of the main saddle (or main cable) when the steel bridge tower is not deflected.

[0068] In some embodiments, the steel bridge tower tension deflection refers to the horizontal offset of the steel bridge tower top in order to meet the cable saddle pre-deflection when the maximum longitudinal space of the tower top cannot meet the cable saddle pre-deflection.

[0069] In some embodiments, the steel bridge tower deflection can be calculated based on the cable saddle pre-deflection and the maximum longitudinal space at the tower top.

[0070] In some embodiments, the calculation method of the steel bridge tower deflection is:

[0071] L=L1-L2

[0072] Among them, L is the steel bridge tower deflection, L1 is the cable saddle pre-deflection, and L2 is the maximum longitudinal space at the tower top;

[0073] See also Figure 2 , Figure 2 This is a schematic diagram of the deflection of the steel bridge tower. In some embodiments, the maximum longitudinal space at the tower top can be the distance between the cable saddle pre-deflection point and the centerline of the steel bridge tower. For example, the cable saddle pre-deflection amount is 3.65m, and the distance between the cable saddle pre-deflection point and the centerline of the steel bridge tower is 2.4m. Therefore, the deflection of the steel bridge tower is 3.65-2.4=1.25m, indicating that the top of the steel bridge tower needs to be offset by 1.25m in the horizontal direction along the cable saddle pre-deflection direction.

[0074] (b) determining the steel bridge tower deflection information based on the steel bridge tower deflection;

[0075] In some embodiments, the steel bridge tower deflection information may include mechanical parameters of the steel bridge tower deflection. In some embodiments, the mechanical parameters of the steel bridge tower deflection may include the motion state and stress state of the steel bridge tower during the deflection process.

[0076] In some embodiments, the deflection information of steel bridge towers can be calculated using finite element software. An exemplary finite element software may be MIDAS. MIDAS is a finite element analysis software widely used in civil engineering and building structures. It is primarily used for the analysis and design of bridges, building structures, and the like. MIDAS software has multiple product lines, such as MIDAS Civil (for civil engineering structure analysis) and MIDAS Gen (for building structure analysis), all of which have nonlinear analysis capabilities.

[0077] In some embodiments, the steel bridge tower deflection information includes:

[0078] The final tension of the pre-deflected cable refers to the tension required to shift the top of the steel bridge tower to the predetermined position in the horizontal direction along the pre-deflected direction of the cable saddle;

[0079] In some embodiments, the pulling deviation process of the steel bridge tower can be achieved by tensioning the cables connected to the top of the steel bridge tower. Through certain equipment and methods, tension is applied to the steel strands or cables to cause the top of the steel bridge tower to shift horizontally.

[0080] The number of staged tensioning refers to the number of steps into which the total tension is divided during the construction process. The purpose is to control the response of the structure and avoid sudden changes.

[0081] In some embodiments, the deflection process can be achieved by connecting one end of the pre-deflection cable to the top of the steel bridge tower and the other end to a jack, and by tensioning the pre-deflection cable connected to the jack.

[0082] In some embodiments, the steel bridge tower deflection information further includes:

[0083] The tower deflection after each stage of tensioning represents the horizontal displacement of the top of the tower after each stage of tensioning.

[0084] The pre-deflected cable force after each stage of tensioning represents the tension that the pre-deflected cable bears after each stage of tensioning.

[0085] The tower bottom stress after each stage of tensioning represents the stress at the bottom of the bridge tower after each stage of tensioning is completed;

[0086] The tension of the connecting screw at the bottom of the tower after each stage of tensioning represents the axial tension that the connecting screw bears after each stage of tensioning is completed.

[0087] (c) determining a steel bridge tower deviation threshold set based on the steel bridge tower deviation information;

[0088] In some embodiments, the steel bridge tower deflection threshold set refers to a threshold set used to determine whether the motion state or stress state of the steel bridge tower during deflection is normal. In some embodiments, the steel bridge tower deflection threshold set includes:

[0089] A tower offset threshold set, which refers to a set of thresholds used to determine whether the horizontal displacement of the top of the tower is normal during the staged tensioning process. For example, if the tower offset exceeds the tower offset threshold for that stage of tensioning, it indicates that the tower offset is too large, posing a safety hazard. In some embodiments, each stage of tensioning may correspond to a tower offset threshold. In some embodiments, the tower offset threshold may be set based on the tower offset after each stage of tensioning.

[0090] A set of pre-deflected cable force thresholds, which refers to a set of thresholds used to determine whether the tension experienced by the pre-deflected cable during staged tensioning is normal. For example, if the pre-deflected cable force exceeds the pre-deflected cable force threshold for that stage of tensioning, it indicates that the pre-deflected cable is experiencing excessive tension, potentially posing a safety hazard of pre-deflected cable breakage. In some embodiments, each stage of tensioning may correspond to a pre-deflected cable force threshold. In some embodiments, the pre-deflected cable force threshold may be set based on the pre-deflected cable force after each stage of tensioning.

[0091] A tower bottom stress threshold set, which refers to a set of thresholds used to determine whether the stress at the tower bottom during the staged tensioning process is normal. For example, if the tower bottom stress exceeds the tower bottom stress threshold for that stage of tensioning, it indicates that the stress at the bottom of the steel bridge tower is excessive, potentially posing a safety hazard of steel bridge tower structural fracture. In some embodiments, each stage of tensioning may correspond to a tower bottom stress threshold. In some embodiments, the tower bottom stress threshold may be set based on the tower bottom stress after each stage of tensioning.

[0092] A set of connecting screw tension thresholds is used to determine whether the tension experienced by the connecting screws during staged tensioning is normal. For example, if the connecting screw tension exceeds the connecting screw tension threshold for that stage, it indicates that the tension experienced by the bolts and screws connecting the steel bridge tower base is excessive, potentially posing a safety hazard of bolt breakage. In some embodiments, each stage of tensioning may correspond to a corresponding screw tension threshold. In some embodiments, the screw tension threshold may be set based on the axial tension experienced by the connecting screws at the tower base after each stage of tensioning.

[0093] (d) Obtaining steel bridge tower deflection warning information based on each warning module;

[0094] In some embodiments, the steel bridge tower deviation warning information can be a real-time parameter reflecting the movement state and stress state of the steel bridge tower during the steel bridge tower deviation process; in some embodiments, the steel bridge tower deviation warning information can be obtained through each warning module.

[0095] In some embodiments, the steel bridge tower deflection information may include:

[0096] The real-time deviation of the bridge tower is the horizontal displacement of the top of the bridge tower during the tensioning process. In some embodiments, the real-time deviation of the bridge tower can be obtained by a bridge tower deviation warning module. An exemplary bridge tower deviation warning module can be a tower top GNSS coordinate acquisition system;

[0097] The real-time cable tension of the pre-deflected cable is the actual cable tension during tensioning. In some embodiments, the real-time cable tension of the pre-deflected cable can be obtained by a pre-deflected cable tension warning module. An exemplary pre-deflected cable tension warning module can collect the cable tension in real time through a jack of the tensioning system.

[0098] Tower bottom real-time stress, that is, the real-time stress state of the bottom of the bridge tower. In some embodiments, the tower bottom real-time stress can be obtained by a tower bottom stress early warning module. An exemplary tower bottom stress early warning module can be a stress monitoring system.

[0099] The real-time tension of the connecting screw at the bottom of the tower and the axial pressure borne by the connecting screw. In some embodiments, the real-time stress of the tower bottom can be obtained through a tower bottom screw pressure early warning module. An exemplary tower bottom stress early warning module can be a bolt early warning force monitoring system.

[0100] (e) determining the warning coefficient of each warning module based on the steel bridge tower deviation warning information and the steel bridge tower deviation threshold set;

[0101] In some embodiments, the warning coefficients include: a tower deviation warning coefficient, a pre-deflected cable force warning coefficient, a tower bottom stress warning coefficient, and a tower bottom screw tension warning coefficient;

[0102] In some embodiments, the bridge tower deviation warning coefficient is calculated as follows:

[0103]

[0104] Among them, y1(t) is the bridge tower deviation warning coefficient, X ms (t) is the real-time displacement of the bridge tower during the m-th stage tensioning process, X m is the pylon displacement threshold of the mth level tensioning;

[0105] The calculation method of the pre-deflected cable force warning coefficient is:

[0106]

[0107] Where y2(t) is the pre-deflection cable force warning coefficient, N ms (t) is the real-time cable force of the pre-deflected cable during the m-th stage tensioning process, N m is the cable force threshold of the pre-deflected cable at the mth level of tensioning;

[0108] The tower bottom stress warning coefficient is calculated as follows:

[0109]

[0110] Among them, y3(t) is the tower bottom stress warning coefficient, σ ms (t) is the real-time stress at the bottom of the tower during the m-th stage tensioning process, σ m is the stress threshold at the bottom of the tower for the mth level of tensioning;

[0111] The calculation method of the tower bottom screw tension warning coefficient is:

[0112]

[0113] Among them, y4(t) is the tension warning coefficient of the screw connecting the bottom of the tower, F ms (t) is the real-time tension of the tower bottom connecting screw during the m-th stage tensioning process, F mis the screw tension threshold;

[0114] (f) determining the warning contribution of each warning module based on the warning coefficient of each warning module;

[0115] In some embodiments, the early warning contribution degree is used to reflect the contribution degree of each early warning module to the overall risk at the current moment.

[0116] In some embodiments, the early warning contribution is calculated as follows:

[0117]

[0118] Among them, p i (t) is the warning contribution of the i-th warning module, y i (t) is the warning coefficient of the i-th warning module, and n is the number of warning modules;

[0119] For example: let y1(t)=0.8, y2(t)=1.2, y3(t)=0.6, y4(t)=0.9;

[0120] The contribution of the bridge tower deviation warning module is:

[0121] p1(t)=0.8 / (0.8+1.2+0.6+0.9)=0.229.

[0122] (g) determining the information entropy of each warning module based on the warning contribution of each warning module;

[0123] In some embodiments, the information entropy is an indicator used to measure the uncertainty of each early warning module. The smaller the information entropy value, the more certain the early warning information of the early warning module is.

[0124] In some embodiments, the information entropy of each early warning module is calculated as follows:

[0125]

[0126] Among them, E i is the information entropy of the i-th warning module, is the normalization factor, i is the number of warning modules, t0 and t1 are the upper and lower limits of the integral, and p i (t) is the warning contribution of the i-th warning module, and dt is the integral variable;

[0127] (h) determining a weight coefficient of each warning module based on the information entropy of each warning module;

[0128] In some embodiments, the weight coefficient of each warning module is calculated as follows:

[0129]

[0130] Among them, w i is the weight of the i-th warning module, E i is the information entropy of the i-th warning module, and n is the number of warning modules.

[0131] (i) Determine a comprehensive warning index based on the warning contribution of each warning module and the weight coefficient of each warning module;

[0132] In some embodiments, the comprehensive early warning index is calculated as follows:

[0133]

[0134] Among them, n is the number of warning modules, w i is the weight of the i-th warning module, y i (t) is the warning coefficient of the i-th warning module;

[0135] In some embodiments, by adopting a dynamic weight allocation mechanism based on information entropy, the intelligent deviation warning system can achieve more accurate risk assessment. Compared with the traditional fixed weight method, it can effectively reduce the false alarm rate and missed alarm rate, improve the warning effect, and effectively solve the technical problem of lack of deviation feedback mechanism, which makes the deviation system prone to accidents during the deviation process and poses safety hazards.

[0136] (j) determining deviation warning information for at least one time point based on a comprehensive warning index and a comprehensive warning threshold;

[0137] In some embodiments, the comprehensive warning threshold refers to a threshold used to determine whether it is necessary to stop pulling.

[0138] In some embodiments, the deviation warning information can be confirmed by comparing the comprehensive warning index with the comprehensive warning threshold. For example, when the comprehensive warning index is compared with the comprehensive warning threshold, if the comprehensive warning index is greater than the comprehensive warning threshold, a deviation warning information is generated. An exemplary comprehensive warning threshold can be 1.

[0139] In some embodiments, when the comprehensive warning index is greater than the comprehensive warning threshold, the tensioning system stops working after issuing a tensioning warning message, and the cause can be found and processed before continuing tensioning; if the comprehensive warning index is less than the comprehensive warning threshold during the tensioning process, the tensioning will continue until the bridge tower deviation is equal to the bridge tower deviation after each level of tensioning, and the tensioning of this level is completed. Through multi-level tensioning, until the bridge tower deviation is equal to the tensioning amount of the steel bridge tower, the tensioning process is completed.

[0140] A second aspect of the present invention provides a steel bridge tower intelligent pull-out warning system, which is used to implement the steel bridge tower intelligent pull-out warning method described in the above solution, including:

[0141] The first determination module is used to determine the steel bridge tower deflection;

[0142] The second determination module is used to determine the steel bridge tower deflection information;

[0143] The third determination module is used to determine the steel bridge tower deviation threshold set;

[0144] Acquisition module, used to obtain steel bridge tower deviation warning information;

[0145] The fourth determination module is used to determine the warning coefficient of each warning module;

[0146] The fifth determination module is used to determine the warning contribution of each warning module;

[0147] A sixth determination module is used to determine the information entropy of each early warning module;

[0148] The seventh determination module is used to determine the weight coefficient of each warning module;

[0149] An eighth determination module is used to determine a comprehensive early warning index;

[0150] The ninth determining module is used to determine the deviation warning information of at least one time point.

[0151] Finally, it should be noted that the embodiments disclosed in the present invention are only preferred embodiments of the present invention, which are only used to illustrate the technical solutions of the present invention, rather than to limit them. Although the present invention has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that the technical solutions described in the aforementioned embodiments can still be modified, or some of the technical features therein can be replaced by equivalents. However, these modifications or replacements do not deviate the essence of the corresponding technical solutions from the spirit and scope of the technical solutions of the various embodiments of the present invention.

Claims

1. A steel bridge tower intelligent deflection warning method, characterized in that: The following steps are involved: Determine the steel bridge tower deflection based on the pre-deflection of the cable saddle and the maximum longitudinal space at the tower top; Determine the steel bridge tower deflection information based on the steel bridge tower deflection; Determine the steel bridge tower deviation threshold set based on the steel bridge tower deviation information; Obtain steel bridge tower deflection warning information based on each warning module; Determine the warning coefficient of each warning module based on the steel bridge tower deviation warning information and the steel bridge tower deviation threshold set; Determine the warning contribution of each warning module based on the warning coefficient of each warning module; Determine the information entropy of each warning module based on the warning contribution of each warning module; Determine the weight coefficient of each warning module based on the information entropy of each warning module; Determine the comprehensive warning index based on the warning contribution of the warning module and the weight coefficient of each warning module; Based on the comprehensive warning index and comprehensive warning threshold, the deviation warning information of at least one time point is determined.

2. The intelligent steel bridge tower deviation warning method according to claim 1 is characterized in that: The steel bridge tower deflection information includes: the final tension of the pre-deflected cable, the number of staged tensioning, the tower deflection after each stage of tensioning, the pre-deflected cable force after each stage of tensioning, the tower bottom stress after each stage of tensioning, and the tension of the tower bottom connecting screw after each stage of tensioning.

3. The intelligent steel bridge tower deviation warning method according to claim 2 is characterized in that: The steel bridge tower deflection threshold set refers to a threshold set used to determine whether the motion state or stress state of the steel bridge tower during deflection is normal; The steel bridge tower deviation threshold set includes: Threshold sets for bridge tower deflection, pre-deflected cable force, tower base stress, and connection screw tension.

4. The intelligent steel bridge tower deviation warning method according to claim 3 is characterized in that: The steel bridge tower deflection information includes: real-time deflection of the bridge tower, real-time cable tension of the pre-deflected cables, real-time stress at the tower bottom, and real-time tension of the connecting screw at the tower bottom.

5. The intelligent early warning method for steel bridge tower deviation according to claim 1 is characterized in that: The warning coefficients include: bridge tower deviation warning coefficient, pre-deflected cable force warning coefficient, tower bottom stress warning coefficient, and tower bottom screw tension warning coefficient; The calculation method of the bridge tower deviation warning coefficient is: Among them, y1(t) is the bridge tower deviation warning coefficient, X ms (t) is the real-time displacement of the bridge tower during the m-th stage tensioning process, X m is the pylon displacement threshold of the mth level tensioning; The calculation method of the pre-deflected cable force warning coefficient is: Where y2(t) is the pre-deflection cable force warning coefficient, N ms (t) is the real-time cable force of the pre-deflected cable during the m-th stage tensioning process, N m is the cable force threshold of the pre-deflected cable at the mth level of tensioning; The tower bottom stress warning coefficient is calculated as follows: Among them, y3(t) is the tower bottom stress warning coefficient, σ ms (t) is the real-time stress at the bottom of the tower during the m-th stage tensioning process, σ m is the stress threshold at the bottom of the tower for the mth level of tensioning; The calculation method of the tower bottom screw tension warning coefficient is: Among them, y4(t) is the tension warning coefficient of the screw connecting the bottom of the tower, F ms (t) is the real-time tension of the tower bottom connecting screw during the m-th stage tensioning process, F m is the screw tension threshold.

6. The intelligent steel bridge tower deviation warning method according to claim 5 is characterized in that: The calculation method of the early warning contribution is: Among them, p i (t) is the warning contribution of the i-th warning module, y i (t) is the warning coefficient of the i-th warning module, and n is the number of warning modules.

7. The intelligent steel bridge tower deviation warning method according to claim 6 is characterized in that: The information entropy of each warning module is calculated as follows: Among them, E i is the information entropy of the i-th warning module, is the normalization factor, i is the number of warning modules, t0 and t1 are the upper and lower limits of the integral, and p i (t) is the warning contribution of the i-th warning module, and dt is the integral variable.

8. The intelligent steel bridge tower deviation warning method according to claim 7 is characterized in that: The calculation method of the comprehensive early warning index is: Among them, n is the number of warning modules, w i is the weight of the i-th warning module, y i (t) is the warning coefficient of the i-th warning module.

9. The intelligent steel bridge tower deviation warning method according to claim 8 is characterized in that: The comprehensive warning threshold is the threshold used to determine whether it is necessary to stop pulling; The deviation warning information is confirmed by comparing the comprehensive warning index and the comprehensive warning threshold.

10. A steel bridge tower intelligent pull-off warning system, characterized in that: A steel bridge tower intelligent deflection warning method for implementing any one of claims 1 to 9, comprising: The first determination module is used to determine the steel bridge tower deflection; The second determination module is used to determine the steel bridge tower deflection information; The third determination module is used to determine the steel bridge tower deviation threshold set; Acquisition module, used to obtain steel bridge tower deviation warning information; The fourth determination module is used to determine the warning coefficient of each warning module; The fifth determination module is used to determine the warning contribution of each warning module; A sixth determination module is used to determine the information entropy of each early warning module; The seventh determination module is used to determine the weight coefficient of each warning module; An eighth determination module is used to determine a comprehensive early warning index; The ninth determining module is used to determine the deviation warning information of at least one time point.

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