Structural parameter identification method and system

Abstract

The invention relates to a structural parameter identification method and system, and the method comprises the steps: carrying out a vibration test during the erection of double cantilevers of a cable-stayed bridge, and obtaining the vibration frequency of a bridge body; static loading is carried out on a main beam and a main tower of the bridge body, linear change data of the bridge body are obtained, and the linear change data comprise a first actual linear change increment of the bridge body, a second actual linear change increment of the bridge body, symmetric girder erection theoretical data and unilateral girder erection theoretical data; based on the first-order positive symmetric vertical bending actual frequency, the bridge body first actual linear change increment, the bridge body second actual linear change increment, the first-order positive symmetric vertical bending theoretical data, the symmetric girder erection theoretical data and the single-side girder erection theoretical data, a girder rigidity parameter and a girder weight parameter are obtained; and acquiring a main tower rigidity parameter and a main tower weight parameter based on the first-order antisymmetric vertical bending actual frequency, the bridge body first actual linear change increment, the main beam rigidity parameter, the main beam weight parameter, the first-order antisymmetric vertical bending theoretical data and the single-side beam erecting theoretical data.

Description

Technical Field

[0001] The present application relates to the field of construction control of large-span cable-stayed bridges, and specifically to a structural parameter identification method and system thereof. Background Art

[0002] Accurate identification of structural parameters is crucial for the construction control of long-span cable-stayed bridges and is a key technology for ensuring that the completed structure meets the designed state. Structural parameters primarily include the geometric dimensions of the main beam, the weight of the components, and the stiffness of the components. Component geometric dimensions can be measured using precise instruments.

[0003] Currently, the methods for identifying the weight and stiffness parameters of components have large deviations.

[0004] The weight of the component is determined by weighing, but in reality, due to the large size of the component, only dozens of strain gauges can be used to calculate the weight of the component by collecting the changes in stress at the supporting parts.

[0005] The stiffness parameters of components include the main beam stiffness and the main tower stiffness. The linear increment of the actual structure is obtained by static methods such as loading or forced deformation. By changing the stiffness parameters of the theoretical model, the sensitive value of the linear change of the structure is determined. The least squares method is used to make the calculated value of the theoretical model consistent with the actual value to determine the component stiffness parameters. This method of determining component stiffness parameters is called the "static method." Many engineering practices have shown that the component stiffness parameters identified by the static method are inaccurate. The root cause of this phenomenon is that the linear increment obtained by the static method is not only affected by the main beam weight parameters, but also by the mutual coupling effect between the main beam stiffness and the main tower stiffness.

[0006] Therefore, the data obtained only by the static method is not sufficient to identify the three parameters of main beam weight, main beam stiffness and main tower stiffness. Summary of the Invention

[0007] The present application provides a structural parameter identification method and system thereof, which can solve the problem in the prior art that the data obtained only by the static method is insufficient to identify the three parameters of the main beam weight, main beam stiffness and main tower stiffness.

[0008] In a first aspect, an embodiment of the present application provides a structural parameter identification method, which includes:

[0009] Conducting a vibration test during the erection of the double cantilevers of the cable-stayed bridge to obtain the vibration frequency of the bridge body, wherein the vibration frequency includes the actual frequency of the first-order positive symmetric vertical bending, the actual frequency of the first-order antisymmetric vertical bending, the theoretical data of the first-order positive symmetric vertical bending, and the theoretical data of the first-order antisymmetric vertical bending;

[0010] Static loading is performed on the main beams and main towers of the bridge body to obtain linear change data of the bridge body, wherein the linear change data includes a first actual linear change increment of the bridge body, a second actual linear change increment of the bridge body, symmetrical beam erection theoretical data, and unilateral beam erection theoretical data;

[0011] Obtain main beam stiffness parameters and main beam weight parameters based on the actual frequency of first-order positive symmetric vertical bending, the first actual linear change increment of the bridge body, the second actual linear change increment of the bridge body, the theoretical data of first-order positive symmetric vertical bending, the theoretical data of symmetrical beam erection, and the theoretical data of single-sided beam erection;

[0012] The main tower stiffness parameters and main tower weight parameters are obtained based on the actual frequency of the first-order antisymmetric vertical bending, the first actual linear change increment of the bridge body, the main beam stiffness parameters, the main beam weight parameters, the first-order antisymmetric vertical bending theoretical data and the single-sided beam theoretical data.

[0013] In conjunction with the first aspect, in one embodiment, a vibration test is performed during the erection of the double cantilever of the cable-stayed bridge to obtain the vibration frequency of the bridge body, specifically including:

[0014] During the erection of the double cantilever of the cable-stayed bridge, the actual frequencies of the first-order positive symmetric vertical bending and the first-order antisymmetric vertical bending were obtained through vibration testing.

[0015] In the basic model of the bridge, the first-order positive symmetric vertical bending theoretical data and the first-order antisymmetric vertical bending theoretical data are obtained through vibration analysis.

[0016] In combination with the first aspect, in one embodiment, the first-order positive symmetric vertical bending theoretical data includes: a first-order positive symmetric vertical bending initial theoretical frequency, a first initial theoretical frequency influence matrix;

[0017] In the basic model of the bridge, the first-order positive symmetric vertical bending theoretical data is obtained through vibration analysis, including:

[0018] In the basic model of the bridge, vibration analysis is performed to obtain the initial theoretical frequency of the first-order positive symmetric vertical bending of the basic model;

[0019] Adjust the main beam stiffness parameters and main beam weight parameters in the basic bridge model to obtain the first-order positive symmetric vertical bending frequency change value group of the basic model;

[0020] Based on the first-order positive symmetric vertical bending frequency change value group, a first initial theoretical frequency influence matrix is obtained.

[0021] In combination with the first aspect, in one embodiment, the first-order antisymmetric vertical bending theoretical data includes: a first-order antisymmetric vertical bending initial theoretical frequency, a second initial theoretical frequency influence matrix;

[0022] In the basic model of the bridge, first-order antisymmetric vertical bending theoretical data is obtained through vibration analysis. The specific steps include:

[0023] In the basic model of the bridge, the first-order antisymmetric vertical bending initial theoretical frequency of the basic model is obtained through vibration analysis;

[0024] Adjust the main beam stiffness parameters, main beam weight parameters, main tower stiffness parameters, and main tower weight parameters in the basic model to obtain a first-order antisymmetric vertical bending frequency change value group of the basic model;

[0025] Based on the first-order antisymmetric vertical bending frequency change value group, a second initial theoretical frequency influence matrix is obtained.

[0026] In conjunction with the first aspect, in one embodiment, static loading is performed on the main beam and main tower of the bridge body to obtain linear change data of the bridge body, specifically including:

[0027] During the erection of the double cantilever of the cable-stayed bridge, static loading is applied to the main beam and main tower of the bridge body to obtain the first actual linear change increment and the second actual linear change increment of the bridge body;

[0028] In the basic model of the bridge, the theoretical data of symmetrical beam erection and unilateral beam erection are obtained by simulating static loading.

[0029] In conjunction with the first aspect, in one embodiment, the single-side beam erection theoretical data includes: a first structural linear change increment and a first linear change influence matrix;

[0030] In the basic model of the bridge, the theoretical data of the single-sided girder erection is obtained by simulating static loading, including:

[0031] In the basic model of the bridge body, a main beam segment 4 to be erected on the side span is erected to obtain a first structural linear change increment;

[0032] Adjusting the main beam stiffness parameter, the main beam weight parameter, and the main tower stiffness parameter in the basic model to obtain a first linear change value group;

[0033] A first linear change influence matrix is obtained based on the first linear change value group.

[0034] In conjunction with the first aspect, in one embodiment, the symmetrical beam erection theoretical data includes: a second structural linear change increment, a second structural linear change increment, and a second linear change influence matrix;

[0035] In the basic model of the bridge, static loading simulation was used to obtain theoretical data for symmetrical girder erection, including:

[0036] In the basic model of the bridge, the main beam segment to be erected on the mid-span side is erected to obtain the linear change increment of the second structure;

[0037] Adjusting the main beam stiffness parameter and the main beam weight parameter in the basic model to obtain a second linear change value group;

[0038] Based on the second linear change value group, a second linear change influence matrix is obtained.

[0039] In conjunction with the first aspect, in one embodiment, based on the actual frequency of first-order positive symmetric vertical bending, the first actual linear change increment of the bridge body, the second actual linear change increment of the bridge body, the theoretical data of first-order positive symmetric vertical bending, the theoretical data of symmetrical beam erection, and the theoretical data of unilateral beam erection, the main beam stiffness parameter and the main beam weight parameter are obtained, specifically including:

[0040] Based on the actual frequency and theoretical data of first-order positive symmetric vertical bending, the first equation for the main beam stiffness parameters and main beam weight parameters is established;

[0041] Based on the first actual linear change increment of the bridge body, the second actual linear change increment of the bridge body, the symmetrical beam erection theoretical data and the unilateral beam erection theoretical data, a second equation for the main beam stiffness parameter and the main beam weight parameter is established;

[0042] Based on the first equation and the second equation, obtaining a main beam stiffness parameter correction percentage and a main beam weight parameter correction percentage;

[0043] Obtain the main beam stiffness parameters based on the main beam stiffness parameter correction percentage;

[0044] Obtain the main beam weight parameter based on the main beam weight parameter correction percentage.

[0045] In conjunction with the first aspect, in one embodiment, based on the actual frequency of the first-order antisymmetric vertical bending, the first actual linear change increment of the bridge body, the main beam stiffness parameter, the main beam weight parameter, the first-order antisymmetric vertical bending theoretical data, and the single-sided beam erection theoretical data, the main tower stiffness parameter and the main tower weight parameter are obtained, specifically including:

[0046] Based on the actual frequency of first-order antisymmetric vertical bending, the theoretical data of first-order antisymmetric vertical bending, the correction percentage of the main beam stiffness parameter and the correction percentage of the main beam weight parameter, a third equation related to the main tower stiffness parameter and the main tower weight parameter is established;

[0047] Based on the theoretical data of single-side girder erection, the first actual linear change increment of the bridge body, the main beam stiffness parameter correction percentage and the main beam weight parameter correction percentage, a fourth equation for the main tower stiffness parameter and the main tower weight parameter is established;

[0048] Based on the third equation and the fourth equation, the main tower stiffness parameter correction percentage and the main tower weight parameter correction percentage are obtained;

[0049] Obtain the main tower stiffness parameters based on the main tower stiffness parameter correction percentage;

[0050] Obtain the main tower weight parameter based on the main tower weight parameter correction percentage.

[0051] In the second aspect, an embodiment of the present application provides a structural parameter identification system, which includes: a first module, a second module, a third module and a fourth module. The first module is used to obtain the vibration frequency of the bridge body during the vibration test during the erection of the double cantilever of the cable-stayed bridge, and the vibration frequency includes the first-order positive symmetric vertical bending actual frequency, the first-order antisymmetric vertical bending actual frequency, the first-order positive symmetric vertical bending theoretical data and the first-order antisymmetric vertical bending theoretical data; the second module is used to obtain the linear change data of the bridge body when the main beam and the main tower of the bridge body are statically loaded, and the linear change data includes the first actual linear change increment of the bridge body, the ... The second actual linear change increment, symmetrical beam erection theoretical data and single-sided beam erection theoretical data; the third module is used to obtain the main beam stiffness parameters and main beam weight parameters based on the first-order positive symmetrical vertical bending actual frequency, a linear change increment, the second actual linear change increment of the bridge body, the first-order positive symmetrical vertical bending theoretical data, the symmetrical beam erection theoretical data and single-sided beam erection theoretical data; the fourth module is used to obtain the main tower stiffness parameters and main tower weight parameters based on the first-order antisymmetric vertical bending actual frequency, the first actual linear change increment of the bridge body, the main beam stiffness parameters, the main beam weight parameters, the first-order antisymmetric vertical bending theoretical data and single-sided beam erection theoretical data.

[0052] The beneficial effects of the technical solutions provided in the embodiments of the present application include:

[0053] An embodiment of the present application provides a structural parameter identification method and system thereof, which obtains the vibration frequency of the bridge body through a dynamic method, obtains the linear change data of the bridge body through a static method, and maps the static and dynamic structural states of the bridge body to each other to obtain the main beam stiffness parameters and main beam weight parameters as well as the main tower stiffness parameters and main tower weight parameters. This can effectively solve the coupling effect between the main beam parameters and the main tower parameters, and realize the accurate identification of the structural parameters. BRIEF DESCRIPTION OF THE DRAWINGS

[0054] Figure 1 A schematic diagram of a flow chart of a structural parameter identification method provided in an embodiment of the present application;

[0055] Figure 2 This is a front elevation view of the double cantilever main beam of the cable-stayed bridge provided in an embodiment of the present application;

[0056] Figure 3 This is an elevation view of the cable-stayed bridge side span main beam erection completion provided by an embodiment of the present application;

[0057] Figure 4 This is a vertical view of the completed installation of the main beam on the middle span of the cable-stayed bridge provided in an embodiment of the present application;

[0058] Figure 5This is a first-order positive symmetrical vertical bending deformation diagram of a double-cantilever main beam of a cable-stayed cable provided in an embodiment of the present application;

[0059] Figure 6 This is the first-order antisymmetric vertical bending deformation diagram of the cable-stayed double-cantilever main beam provided in an embodiment of the present application.

[0060] In the figure: 1. Stay cable; 2. Main tower; 3. Main beam; 4. Main beam segment to be erected on the side span; 5. Main beam segment to be erected on the middle span; 6. Beam erection crane; 7. Measuring point on the tower top. DETAILED DESCRIPTION

[0061] In order to enable those skilled in the art to better understand the present invention, the following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings. 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 creative work are within the scope of protection of this application.

[0062] The present application provides a structural parameter identification method and system thereof, which can solve the problem in the prior art that the data obtained only by the static method is insufficient to identify the three parameters of the main beam weight, main beam stiffness and main tower stiffness.

[0063] In order to make the objectives, technical solutions and advantages of this application clearer, the implementation methods of this application will be further described in detail below with reference to the accompanying drawings.

[0064] In a first aspect, an embodiment of the present application provides a structural parameter identification method, which includes:

[0065] 101: Conduct vibration tests during the erection of the double cantilever of a cable-stayed bridge to obtain the vibration frequencies of the bridge body. The vibration frequencies include the actual frequency of the first-order positive symmetric vertical bending, the actual frequency of the first-order antisymmetric vertical bending, the theoretical data of the first-order positive symmetric vertical bending, and the theoretical data of the first-order antisymmetric vertical bending.

[0066] 102: statically load the main beam 3 and the main tower 2 of the bridge body to obtain linear change data of the bridge body, the linear change data including a first actual linear change increment of the bridge body, a second actual linear change increment of the bridge body, symmetrical beam erection theoretical data, and unilateral beam erection theoretical data;

[0067] 103: Obtain the main beam stiffness parameters and main beam weight parameters based on the actual frequency of the first-order positive symmetric vertical bending, the first actual linear change increment of the bridge body, the second actual linear change increment of the bridge body, the theoretical data of the first-order positive symmetric vertical bending, the theoretical data of the symmetrical beam erection, and the theoretical data of the single-sided beam erection;

[0068] 104: Based on the actual frequency of the first-order antisymmetric vertical bending, the first actual linear change increment of the bridge body, the main beam stiffness parameters, the main beam weight parameters, the first-order antisymmetric vertical bending theoretical data and the single-sided beam theoretical data, the main tower stiffness parameters and the main tower weight parameters are obtained.

[0069] In this application, the vibration frequency of the bridge body is obtained by the dynamic method, the linear change data of the bridge body is obtained by the static method, and the static and dynamic structural states of the bridge body are mapped to each other to obtain the main beam stiffness parameters and main beam weight parameters as well as the main tower stiffness parameters and main tower weight parameters. This can well solve the coupling effect between the main beam parameters and the main tower parameters and realize the accurate identification of the structural parameters.

[0070] Based on the above embodiment, in this embodiment, a vibration test is performed during the erection of the double cantilever of the cable-stayed bridge to obtain the vibration frequency of the bridge body, which specifically includes steps 1011 and 1012:

[0071] It should be noted that, in this embodiment, step 1011 and step 1012 are not performed in any particular order and can be performed simultaneously.

[0072] Specifically, step 1011: during the erection of the double cantilevers of the cable-stayed bridge, obtain the actual frequency of the first-order positive symmetric vertical bending and the actual frequency of the first-order antisymmetric vertical bending through vibration testing.

[0073] See also Figure 2 The cable-stayed bridge structure consists of a cable 1, a main tower, and a main beam. Edge measuring points 1-3 (edge measuring point 1, edge measuring point 2, edge measuring point 3) are located in the first three spans of the main beam's side span. Center measuring points 1-3 (center measuring point 1, center measuring point 2, center measuring point 3) are located in the first three spans of the main beam's mid-span. A tower top measuring point 7 is located at the top of the main tower.

[0074] In this embodiment, during the erection of the double cantilever of the cable-stayed bridge, a vibration test is first performed. The structure is made to vibrate vertically by means of an excitation device or the action of ambient wind. The first-order positive symmetric vertical deflection of the structure is obtained according to the vibration response of the structure (see Figure 5 The actual frequency f1 is 0.452 Hz and the first-order antisymmetric vertical bending (see Figure 6 (As shown) the actual frequency is f2 which is 0.204 Hz.

[0075] Step 1012: In the basic model of the bridge body, obtain first-order positive symmetric vertical bending theoretical data and first-order antisymmetric vertical bending theoretical data through vibration analysis.

[0076] Among them, the theoretical data of the first-order positive symmetric vertical bending include: the initial theoretical frequency f of the first-order positive symmetric vertical bending 01 , the first initial theoretical frequency influence matrix A 01 The first-order antisymmetric vertical bending theoretical data include: the first-order antisymmetric vertical bending initial theoretical frequency f02 , the second initial theoretical frequency influence matrix A 02 .

[0077] Specifically, in the basic model of the bridge, through vibration analysis, the first-order positive symmetric vertical bending theoretical data are obtained, including:

[0078] First, in the basic model of the bridge, the vibration analysis is performed to obtain the initial theoretical frequency of the first-order positive symmetric vertical bending of the basic model: the original design parameters are used as the basic model, and the vibration analysis is performed to calculate the initial theoretical frequency f of the first-order positive symmetric vertical bending of the basic model. 01 , in this application, f is measured 01 is 0.446hz.

[0079] Then, the main beam stiffness parameters and main beam weight parameters in the basic bridge model are adjusted to obtain a set of first-order positive symmetric vertical bending frequency change values for the basic model: the main beam stiffness parameters and main beam weight parameters in the basic model are changed sequentially, and the change values of the main beam stiffness parameters and the main beam weight parameters are both 5% of the corresponding original design parameters (recorded as the change percentage). In other words, each adjustment is based on ±5% of the original design parameters (i.e., an increase or decrease of 5%). The basic model is then used to calculate the impact of these changes on the initial theoretical frequency of the first-order positive symmetric vertical bending of the basic model, thereby obtaining a set of first-order positive symmetric vertical bending frequency change values. The frequency change value refers to the difference between the changed frequency and the original design frequency.

[0080] Based on the first-order positive symmetric vertical bending frequency change value group, the first initial theoretical frequency influence matrix is obtained: After obtaining the first-order positive symmetric vertical bending frequency change value group, the first initial frequency influence matrix A is formed. 01 .

[0081] Among them, A 01 ={0.17 -0.95}×100%. It should be noted that 0.17 and -0.95 represent the first-order positive symmetric vertical bending frequency change value calculated after changing the main beam stiffness parameters and the first-order positive symmetric vertical bending frequency change value calculated after changing the main beam weight parameters, respectively.

[0082] Specifically, in the basic model of the bridge, first-order antisymmetric vertical bending theoretical data is obtained through vibration analysis. The specific steps include:

[0083] First, in the basic model of the bridge, vibration analysis is performed to obtain the first-order antisymmetric vertical bending initial theoretical frequency of the basic model: Using the original design parameters as the basic model, vibration analysis is performed to calculate the first-order antisymmetric vertical bending initial theoretical frequency f of the basic model 02 , in this application, f is measured 02 is 0.195hz.

[0084] The main beam stiffness parameters, main beam weight parameters, main tower stiffness parameters, and main tower weight parameters in the basic model are adjusted to obtain a set of first-order antisymmetric vertical bending frequency change values for the basic model: the main beam stiffness parameters, main beam weight parameters, main tower stiffness parameters, and main tower weight parameters are changed in sequence, with a change percentage of 5%. In other words, the change values of the main beam stiffness parameters, main beam weight parameters, main tower stiffness parameters, and main tower weight parameters are all 5% of the corresponding original design parameters (denoted as the change percentage). In other words, each adjustment is based on ±5% of the original design parameters (i.e., an increase or decrease of 5%). The basic model is then used to calculate the impact of these changes on the first-order antisymmetric vertical bending initial theoretical frequency of the basic model, thereby obtaining a set of first-order antisymmetric vertical bending frequency change values.

[0085] Based on the first-order antisymmetric vertical bending frequency change value group, the second initial theoretical frequency influence matrix is obtained: After obtaining the first-order antisymmetric vertical bending frequency change value group, the second initial theoretical frequency influence matrix A is formed. 02 .

[0086] Among them, A 02 ={0.03 -0.19 0.39 -0.22}×100%. It should be noted that 0.03, -0.19, 0.39, and -0.22 represent the changes in the first-order antisymmetric vertical bending frequency calculated after changing the main beam stiffness parameters, main beam weight parameters, main tower stiffness parameters, and main tower weight parameters, respectively.

[0087] On the basis of the above embodiment, in this embodiment, static loading is performed on the main beam 3 and the main tower 2 of the bridge body to obtain linear change data of the bridge body, which specifically includes steps 1021 to 1022:

[0088] First of all, it should be explained that static loading is performed on the main beam 3 and the main tower 2 of the bridge body, and the linear change data of the bridge body is obtained by cantilevering the main beam 3 on the main beam 3 and recording the deformation of the main beam 3 and the main tower 2.

[0089] Step 1021: During the erection of the double cantilevers of the cable-stayed bridge, static loading is performed on the main beam 3 and the main tower 2 of the bridge body to obtain a first actual linear change increment of the bridge body and a second actual linear change increment of the bridge body.

[0090] Specifically, during the erection of the double cantilever of the cable-stayed bridge, after the vibration test, the main beam 3 and the main tower 2 of the bridge body are subjected to static loading.

[0091] In this application, the middle measuring points 1-3 ( Figure 2 Middle A1-3, namely middle measuring point 1, middle measuring point 2, middle measuring point 3), side measuring points 1-3 ( Figure 2 B1-3, namely side measuring points 1, 2 and 3) and tower top measuring point 7, form the linear measuring points of the main beam and main tower. Figure 3As shown in the figure, first erect the main beam segment on the side of the span and record the first actual linear change increment of the bridge body, that is, the linear change increment L1 of the main beam and main tower. Figure 4 As shown, the main beam segment is then erected on the mid-span side, and the second actual linear change increment of the bridge body, that is, the linear change increment L2 of the main beam and main tower, is recorded.

[0092] In some embodiments: L1 = {272, 260, 248, -653, -723, -797, 288} T mm;

[0093] L2 = {-782, -710, -640, 253, 265, 278, -295} T mm. Among them, 272, 260, etc.

[0094] The data represents the incremental linear change of the main beam 3 and main tower 2 during the erection of the main beam segment 4 on the side span. Specifically, these data are measured and reflect the vertical or horizontal displacement or deformation of the main beam 3 and main tower 2 structures during the erection process. Positive numbers such as 272, 260, and 248 indicate the upward displacement or deformation of the main beam 3 or the main tower 2 toward the side span at a specific stage (such as during the erection of a specific segment); negative numbers such as -653, -723, and -797 indicate the downward displacement or deformation of the main beam 3 or the main tower 2 in the opposite direction at a specific stage.

[0095] Step 1022: In the basic model of the bridge, obtain the symmetrical beam erection theoretical data and the unilateral beam erection theoretical data by simulating static loading.

[0096] Among them, the single-sided beam erection theoretical data includes: the first structural linear change increment and the first linear change influence matrix; the symmetrical beam erection theoretical data includes: the second structural linear change increment, the second structural linear change increment and the second linear change influence matrix.

[0097] Correspondingly, in the basic model of the bridge, the theoretical data of the single-sided girder erection is obtained by simulating static loading, including:

[0098] First, erect the main beam segment 4 to be erected on the side span in the basic model of the bridge body, and obtain the first structural linear change increment: In the basic model, use the beam erection crane 6 to erect the main beam segment 4 to be erected on the side span, and record the first structural linear change increment L 01 .

[0099] In this embodiment, L 01 = {287, 274, 261, -661, -732, -806, 300}T mm.

[0100] Then adjust the main beam stiffness parameters, main beam weight parameters and main tower stiffness parameters in the basic model to obtain the first linear change value group: change the original design parameters of the main beam stiffness, the original design parameters of the main beam weight and the original design parameters of the main tower stiffness in turn, with a change percentage of 5%, that is, each adjustment is based on ±5% of the original design parameters (that is, an increase or decrease of 5%), calculate the basic model structure linear change value corresponding to each parameter change, and form the basic model structure linear change values corresponding to each parameter change into the first linear change value group.

[0101] Finally, based on the first linear change value group, the first linear change influence matrix B is obtained. 01 :

[0102]

[0103] Correspondingly, in the basic model of the bridge, the theoretical data of symmetrical girder erection is obtained by simulating static loading, including:

[0104] First, in the basic model of the bridge, the main beam segment 5 to be erected on the middle span side is erected, and the second structural linear change increment L is obtained: In the basic model, the main beam segment 5 to be erected on the middle span side is erected using the beam erection crane 6, and the second structural linear change increment L is recorded. 02 .

[0105] In this embodiment, L 02 ={-792,-719,-649,266,279,292,-307}T mm.

[0106] Then adjust the main beam stiffness parameters and main beam weight parameters in the basic model to obtain the second linear change value group: change the main beam stiffness parameters and main beam weight parameters in turn, with a change percentage of 5%, that is, each adjustment is based on ±5% of the original design parameters (that is, an increase or decrease of 5%), calculate the basic model structure linear change value corresponding to each parameter change, and form the basic model structure linear change value corresponding to each parameter change into the second linear change value group.

[0107] Based on the second linear change value group, obtain the second linear change influence matrix:

[0108]

[0109] On the basis of the above embodiment, this embodiment obtains the main beam stiffness parameter and the main beam weight parameter based on the actual frequency of the first-order positive symmetric vertical bending, the first actual linear change increment of the bridge body, the second actual linear change increment of the bridge body, the theoretical data of the first-order positive symmetric vertical bending, the theoretical data of the symmetrical beam erection, and the theoretical data of the single-sided beam erection. Specifically, steps 1031 to 1035 are included:

[0110] Step 1031: Based on the actual frequency of the first-order positive symmetric vertical bending and the theoretical data of the first-order positive symmetric vertical bending, a first equation regarding the main beam stiffness parameters and the main beam weight parameters is established.

[0111] Specifically, in this step, the actual values of the main beam weight parameter and the main beam stiffness parameter are calculated. The correction percentages of the main beam stiffness parameter and the main beam weight parameter are recorded as x1 and x2, and then the actual frequency f1 of the first-order positive symmetric vertical bending and the theoretical data of the first-order positive symmetric vertical bending (f 01 、A 01 ), forming the first equation about the main beam stiffness parameter and the main beam weight parameter:

[0112] A 01 ·{x1 x2} T / 0.05=f1-f 01 .

[0113] Step 1032: Based on the first actual linear change increment of the bridge body, the second actual linear change increment of the bridge body, the symmetrical beam erection theoretical data and the single-sided beam erection theoretical data, a second equation regarding the main beam stiffness parameters and the main beam weight parameters is established.

[0114] Specifically, the correction percentages of the main beam stiffness and main beam weight parameters are recorded as x1 and x2, and then the first actual linear change increment L1 of the bridge body, the second actual linear change increment L2 of the bridge body, and the first structural linear change increment L in the single-side beam theoretical data are combined. 01 , the second structure linear change increment L in the symmetrical beam erection theory data 02 and the second linear change influence matrix B 02 , forming the second equation about the main beam stiffness parameter and the main beam weight parameter:

[0115] B 02 ·{x1 x2} T / 0.05=L1+L2-L 02 -L 01

[0116] Step 1033: Based on the first equation and the second equation, obtain the main beam stiffness parameter correction percentage and the main beam weight parameter correction percentage:

[0117] Specifically, based on the first equation and the second equation, a set of equations regarding the main beam stiffness parameter correction percentage and the main beam weight parameter correction percentage is established:

[0118]

[0119] By optimizing the equation group, the correction percentage of the main beam stiffness parameter and the correction percentage of the main beam weight parameter can be determined. In this embodiment, the correction percentage of the main beam stiffness parameter and the correction percentage of the main beam weight parameter are 4.4% and 2.9%, respectively.

[0120] Step 1034: Obtain the main beam stiffness parameter based on the main beam stiffness parameter correction percentage;

[0121] Specifically, after obtaining the main beam stiffness parameter correction percentage, the main beam stiffness parameter is calculated, wherein the main beam stiffness parameter=original main beam stiffness design parameter×(1+main beam stiffness parameter correction percentage).

[0122] Step 1035: Obtain the main beam weight parameter based on the main beam weight parameter correction percentage.

[0123] Specifically, the main beam weight parameter correction percentage is obtained, and the main beam weight parameter is calculated, wherein the main beam weight parameter = the original main beam weight design parameter × (1 + the main beam weight parameter correction percentage).

[0124] On the basis of the above embodiment, this embodiment obtains the main tower stiffness parameter and the main tower weight parameter based on the actual frequency of the first-order antisymmetric vertical bending, the first actual linear change increment of the bridge body, the main beam stiffness parameter, the main beam weight parameter, the first-order antisymmetric vertical bending theoretical data, and the single-side beam erection theoretical data. Specifically, the embodiment includes steps 1041 to 1045:

[0125] Step 1041: Based on the actual frequency of the first-order antisymmetric vertical bending, the theoretical data of the first-order antisymmetric vertical bending, the main beam stiffness parameter correction percentage, and the main beam weight parameter correction percentage, a third equation regarding the main tower stiffness parameter and the main tower weight parameter is established.

[0126] Specifically, in this step, the actual values of the main tower weight parameter and the main tower stiffness parameter are calculated. The correction percentages of the main beam stiffness parameter and the main beam weight parameter are recorded as x3 and x4, and then the first-order antisymmetric vertical bending actual frequency f2 and the first-order antisymmetric vertical bending theoretical data (first-order antisymmetric vertical bending initial theoretical frequency f 02 , the second initial theoretical frequency influence matrix A 02 ), the main beam stiffness parameter correction percentage x1, the main beam weight parameter correction percentage x2, forming a third equation about the main tower stiffness parameter and the main tower weight parameter:

[0127] A 02 ·{x1 x2 x3 x4} T / 0.05=f2-f 02 .

[0128] Step 1042: Based on the single-sided beam erection theoretical data, the first actual linear change increment of the bridge body, the main beam stiffness parameter correction percentage and the main beam weight parameter correction percentage, a fourth equation regarding the main tower stiffness parameter and the main tower weight parameter is established.

[0129] Specifically, the correction percentages of the main beam stiffness parameter and the main beam weight parameter are recorded as x3 and x4, and then the first actual linear change increment L1 of the bridge body and the first structural linear change increment L in the single-side beam theoretical data are combined. 01 and the first linear change influence matrix B 01 , the main beam stiffness parameter correction percentage x1, the main beam weight parameter correction percentage x2, forming the fourth equation about the main beam stiffness parameter and the main beam weight parameter:

[0130] B 01 ·{x1 x2 x3} T / 0.05=L1-L 01

[0131] Step 1043: Based on the third equation and the fourth equation, obtain the main tower stiffness parameter correction percentage and the main tower weight parameter correction percentage.

[0132] Specifically, based on the third equation and the fourth equation, a set of equations for the main tower stiffness parameter correction percentage and the main tower weight parameter correction percentage is established:

[0133]

[0134] By optimizing and solving the equation, the correction percentages of the main tower stiffness parameters and the main tower weight parameters can be determined. In this embodiment, the correction percentages of the main tower stiffness parameters and the main tower weight parameters can be determined to be 9.5% and -4.7%.

[0135] Step 1044: Obtain the main tower stiffness parameter based on the main tower stiffness parameter correction percentage.

[0136] Specifically, after obtaining the main tower stiffness parameter correction percentage, the main tower stiffness parameter is calculated, wherein the main tower stiffness parameter=original main tower stiffness design parameter×(1+main tower stiffness parameter correction percentage).

[0137] Step 1045: Obtain the main tower weight parameter based on the main tower weight parameter correction percentage.

[0138] Specifically, after obtaining the main tower weight parameter correction percentage, the main tower weight parameter is calculated, wherein the main tower weight parameter=original main tower weight design parameter×(1+main tower weight parameter correction percentage).

[0139] In summary, the first-order positive symmetric vertical bending of the double-cantilever structure of a cable-stayed bridge is mainly caused by the vibration of the main beam, while the first-order antisymmetric vertical bending is mainly caused by the vibration of the bridge tower. When the main beam is erected symmetrically, the deformation of the structure reflects the positive symmetric deformation. When the main beam is erected unilaterally, the deformation of the structure reflects the antisymmetric deformation. Based on the above structural deformation characteristics, the first-order positive symmetric vertical bending vibration (dynamic) of the main beam is mapped with the symmetrical erection main beam (static), that is, the main beam weight parameters and main beam stiffness parameters can be determined by using the symmetrical deformation and symmetrical vibration of the main beam. The first-order antisymmetric vertical bending vibration (dynamic) of the main beam is mapped with the unilateral erection main beam (static), that is, the main tower weight parameters and main tower stiffness parameters can be determined by using the asymmetric deformation and asymmetric vibration of the main beam. Through the mutual static and dynamic mapping of the structural state, the coupling effect between the main beam parameters and the main tower parameters can be well resolved, and the accurate identification of the component parameters can be achieved.

[0140] In a second aspect, an embodiment of the present application provides a structural parameter identification system, which includes:

[0141] The first module is used to obtain the vibration frequency of the bridge body during the vibration test during the double-cantilever erection of the cable-stayed bridge. The vibration frequency includes the actual frequency of the first-order positive symmetric vertical bending, the actual frequency of the first-order antisymmetric vertical bending, the theoretical data of the first-order positive symmetric vertical bending, and the theoretical data of the first-order antisymmetric vertical bending;

[0142] The second module is used to obtain the linear change data of the bridge body when the main beam 3 and the main tower 2 of the bridge body are statically loaded. The linear change data includes the first actual linear change increment of the bridge body, the second actual linear change increment of the bridge body, the symmetrical beam erection theoretical data, and the unilateral beam erection theoretical data;

[0143] The third module is used to obtain the main beam stiffness parameters and main beam weight parameters based on the actual frequency of the first-order positive symmetric vertical bending, the linear change increment, the second actual linear change increment of the bridge body, the first-order positive symmetric vertical bending theoretical data, the symmetrical beam erection theoretical data, and the unilateral beam erection theoretical data;

[0144] The fourth module is used to obtain the main tower stiffness parameters and main tower weight parameters based on the actual frequency of the first-order antisymmetric vertical bending, the first actual linear change increment of the bridge body, the main beam stiffness parameters, the main beam weight parameters, the first-order antisymmetric vertical bending theoretical data and the single-sided beam theoretical data.

[0145] In this application, the vibration frequency of the bridge body is obtained by the dynamic method, the linear change data of the bridge body is obtained by the static method, and the static and dynamic structural states of the bridge body are mapped to each other to obtain the main beam stiffness parameters and main beam weight parameters as well as the main tower stiffness parameters and main tower weight parameters. This can well solve the coupling effect between the main beam parameters and the main tower parameters and realize the accurate identification of the structural parameters.

[0146] Among them, the functional implementation of each module in the above-mentioned structural parameter identification device corresponds to each step in the above-mentioned structural parameter identification method embodiment, and its functions and implementation processes are no longer described here one by one.

[0147] In a third aspect, an embodiment of the present application provides a structural parameter identification device, which may be a personal computer (PC), a laptop computer, a server, or other device with data processing capabilities.

[0148] In an embodiment of the present application, the structural parameter identification device may include a processor, a memory, a communication interface, and a communication bus.

[0149] The communication bus may be of any type and is used to interconnect the processor, memory, and communication interface.

[0150] Communication interfaces include input / output (I / O) interfaces, physical interfaces, and logical interfaces, which are used to interconnect components within the structure parameter identification device, as well as interfaces used to interconnect the structure parameter identification device with other devices (such as other computing devices or user devices). Physical interfaces can be Ethernet, fiber, or ATM interfaces; user devices can be displays, keyboards, and other devices.

[0151] The memory can be various types of storage media, such as random access memory (RAM), read-only memory (ROM), non-volatile RAM (NVRAM), flash memory, optical storage, hard disk, programmable ROM (PROM), erasable PROM (EPROM), electrically erasable PROM (EEPROM), etc.

[0152] The processor may be a general-purpose processor that can call a structural parameter identification program stored in a memory and execute the structural parameter identification method provided in the embodiments of the present application. For example, the general-purpose processor may be a central processing unit (CPU). The method executed when the structural parameter identification program is called can refer to the various embodiments of the structural parameter identification method of the present application and will not be repeated here.

[0153] In a fourth aspect, an embodiment of the present application also provides a computer-readable storage medium.

[0154] The computer-readable storage medium of the present application stores a structural parameter identification program, wherein when the structural parameter identification program is executed by a processor, the steps of the structural parameter identification method as described above are implemented.

[0155] Among them, the method implemented when the structural parameter identification program is executed can refer to the various embodiments of the structural parameter identification method of this application, and will not be repeated here.

[0156] It should be noted that the serial numbers of the above-mentioned embodiments of the present application are for description only and do not represent the advantages or disadvantages of the embodiments.

[0157] The terms "including" and "having" and any variations thereof in the specification and claims of this application and the above-mentioned drawings are intended to cover non-exclusive inclusions. For example, a process, method, system, product or device that includes a series of steps or units is not limited to the listed steps or units, but optionally includes steps or units that are not listed, or optionally includes other steps or units inherent to these processes, methods, products or devices. The terms "first", "second" and "third" are used to distinguish different objects, etc., and do not represent a sequence, nor do they limit the "first", "second" and "third" to different types.

[0158] In the description of the embodiments of this application, the words "exemplary," "for example," or "for example" are used to indicate examples, illustrations, or descriptions. Any embodiment or design described as "exemplary," "for example," or "for example" in the embodiments of this application should not be construed as being preferred or advantageous over other embodiments or designs. Rather, the use of words such as "exemplary," "for example," or "for example" is intended to present the relevant concepts in a concrete manner.

[0159] In the description of the embodiments of the present application, unless otherwise specified, “ / ” means or, for example, A / B can mean A or B; “and / or” in the text is merely a description of the association relationship of associated objects, indicating that three relationships may exist, for example, A and / or B can mean: A exists alone, A and B exist at the same time, and B exists alone. In addition, in the description of the embodiments of the present application, “multiple” refers to two or more than two.

[0160] In some processes described in the embodiments of the present application, multiple operations or steps are included that appear in a specific order. However, it should be understood that these operations or steps may not be performed in the order in which they appear in the embodiments of the present application or may be performed in parallel. The sequence numbers of the operations are only used to distinguish between different operations, and the sequence numbers themselves do not represent any order of execution. In addition, these processes may include more or fewer operations, and these operations or steps may be performed in sequence or in parallel, and these operations or steps may be combined.

[0161] Through the description of the above implementation methods, those skilled in the art can clearly understand that the above-mentioned embodiment methods can be implemented by means of software plus the necessary general hardware platform, of course, it can also be implemented by hardware, but in many cases the former is a better implementation method. Based on this understanding, the technical solution of the present application, or the part that contributes to the prior art, can be embodied in the form of a software product, which is stored in a storage medium (such as ROM / RAM, magnetic disk, optical disk) as described above, and includes a number of instructions for enabling a terminal device to execute the methods described in each embodiment of the present application.

[0162] The above are only preferred embodiments of the present application and do not limit the patent scope of the present application. Any equivalent structure or equivalent process transformation made using the contents of the present application specification and drawings, or directly or indirectly applied in other related technical fields, are also included in the patent protection scope of the present application.

Claims

1. A structural parameter identification method, characterized in that: It includes: Conducting a vibration test during the erection of the double cantilever of the cable-stayed bridge to obtain the vibration frequency of the bridge body, wherein the vibration frequency includes the actual frequency of the first-order positive symmetric vertical bending, the actual frequency of the first-order antisymmetric vertical bending, the theoretical data of the first-order positive symmetric vertical bending, and the theoretical data of the first-order antisymmetric vertical bending; Static loading is performed on the main beam (3) and the main tower (2) of the bridge body to obtain linear change data of the bridge body, wherein the linear change data includes a first actual linear change increment of the bridge body, a second actual linear change increment of the bridge body, symmetrical beam erection theoretical data, and unilateral beam erection theoretical data; Obtain main beam stiffness parameters and main beam weight parameters based on the actual frequency of first-order positive symmetric vertical bending, the first actual linear change increment of the bridge body, the second actual linear change increment of the bridge body, the theoretical data of first-order positive symmetric vertical bending, the theoretical data of symmetrical beam erection, and the theoretical data of single-sided beam erection; The main tower stiffness parameters and main tower weight parameters are obtained based on the actual frequency of the first-order antisymmetric vertical bending, the first actual linear change increment of the bridge body, the main beam stiffness parameters, the main beam weight parameters, the first-order antisymmetric vertical bending theoretical data and the single-sided beam theoretical data.

2. The structural parameter identification method according to claim 1, wherein: It includes: During the erection of the double cantilever of the cable-stayed bridge, vibration testing was conducted to obtain the vibration frequency of the bridge body, including: During the erection of the double cantilever of the cable-stayed bridge, the actual frequencies of the first-order positive symmetric vertical bending and the first-order antisymmetric vertical bending were obtained through vibration testing. In the basic model of the bridge, the first-order positive symmetric vertical bending theoretical data and the first-order antisymmetric vertical bending theoretical data are obtained through vibration analysis.

3. The structural parameter identification method according to claim 2, wherein: The first-order positive symmetric vertical bending theoretical data includes: the first-order positive symmetric vertical bending initial theoretical frequency, the first initial theoretical frequency influence matrix; In the basic model of the bridge, the first-order positive symmetric vertical bending theoretical data is obtained through vibration analysis, including: In the basic model of the bridge, vibration analysis is performed to obtain the initial theoretical frequency of the first-order positive symmetric vertical bending of the basic model; Adjust the main beam stiffness parameters and main beam weight parameters in the basic bridge model to obtain the first-order positive symmetric vertical bending frequency change value group of the basic model; Based on the first-order positive symmetric vertical bending frequency change value group, a first initial theoretical frequency influence matrix is obtained.

4. The structural parameter identification method according to claim 2, wherein: The first-order antisymmetric vertical bending theoretical data includes: the first-order antisymmetric vertical bending initial theoretical frequency and the second initial theoretical frequency influence matrix; In the basic model of the bridge, first-order antisymmetric vertical bending theoretical data is obtained through vibration analysis. The specific steps include: In the basic model of the bridge, the first-order antisymmetric vertical bending initial theoretical frequency of the basic model is obtained through vibration analysis; Adjust the main beam stiffness parameters, main beam weight parameters, main tower stiffness parameters, and main tower weight parameters in the basic model to obtain a first-order antisymmetric vertical bending frequency change value group of the basic model; Based on the first-order antisymmetric vertical bending frequency change value group, a second initial theoretical frequency influence matrix is obtained.

5. The structural parameter identification method according to claim 1, wherein: Static loading is performed on the main beam (3) and the main tower (2) of the bridge body to obtain linear change data of the bridge body, specifically including: During the erection of the double cantilever of the cable-stayed bridge, static loading is performed on the main beam (3) and the main tower (2) of the bridge body to obtain a first actual linear change increment of the bridge body and a second actual linear change increment of the bridge body; In the basic model of the bridge, the theoretical data of symmetrical beam erection and unilateral beam erection are obtained by simulating static loading.

6. The structural parameter identification method according to claim 5, wherein: The single-side beam erection theoretical data includes: a first structural linear change increment and a first linear change influence matrix; In the basic model of the bridge, the theoretical data of the single-sided girder erection is obtained by simulating static loading, including: In the basic model of the bridge body, a main beam segment (4) to be erected is erected on the side of the side span, and a first structural linear change increment is obtained; Adjusting the main beam stiffness parameter, the main beam weight parameter, and the main tower stiffness parameter in the basic model to obtain a first linear change value group; A first linear change influence matrix is obtained based on the first linear change value group.

7. The structural parameter identification method according to claim 5, characterized in that: The symmetrical beam erection theoretical data includes: a second structural linear change increment, a second structural linear change increment, and a second linear change influence matrix; In the basic model of the bridge, static loading simulation was used to obtain theoretical data for symmetrical girder erection, including: In the basic model of the bridge body, a main beam segment (5) to be erected on the middle span side is erected to obtain a linear variation increment of the second structure; Adjusting the main beam stiffness parameter and the main beam weight parameter in the basic model to obtain a second linear change value group; Based on the second linear change value group, a second linear change influence matrix is obtained.

8. The structural parameter identification method according to claim 1, wherein: Based on the actual frequency of the first-order positive symmetric vertical bending, the first actual linear change increment of the bridge body, the second actual linear change increment of the bridge body, the theoretical data of the first-order positive symmetric vertical bending, the theoretical data of the symmetrical beam erection, and the theoretical data of the single-sided beam erection, the main beam stiffness parameters and main beam weight parameters are obtained, including: Based on the actual frequency and theoretical data of first-order positive symmetric vertical bending, the first equation for the main beam stiffness parameters and main beam weight parameters is established; Based on the first actual linear change increment of the bridge body, the second actual linear change increment of the bridge body, the symmetrical beam erection theoretical data and the unilateral beam erection theoretical data, a second equation for the main beam stiffness parameter and the main beam weight parameter is established; Based on the first equation and the second equation, obtaining a main beam stiffness parameter correction percentage and a main beam weight parameter correction percentage; Obtain the main beam stiffness parameters based on the main beam stiffness parameter correction percentage; Obtain the main beam weight parameter based on the main beam weight parameter correction percentage.

9. The structural parameter identification method according to claim 1, wherein: Based on the actual frequency of the first-order antisymmetric vertical bending, the first actual linear change increment of the bridge body, the main beam stiffness parameters, the main beam weight parameters, the first-order antisymmetric vertical bending theoretical data and the single-side beam theoretical data, the main tower stiffness parameters and main tower weight parameters are obtained, including: Based on the actual frequency of first-order antisymmetric vertical bending, the theoretical data of first-order antisymmetric vertical bending, the correction percentage of the main beam stiffness parameter and the correction percentage of the main beam weight parameter, a third equation related to the main tower stiffness parameter and the main tower weight parameter is established; Based on the theoretical data of single-side girder erection, the first actual linear change increment of the bridge body, the main beam stiffness parameter correction percentage and the main beam weight parameter correction percentage, a fourth equation for the main tower stiffness parameter and the main tower weight parameter is established; Based on the third equation and the fourth equation, the main tower stiffness parameter correction percentage and the main tower weight parameter correction percentage are obtained; Obtain the main tower stiffness parameters based on the main tower stiffness parameter correction percentage; Obtain the main tower weight parameter based on the main tower weight parameter correction percentage.

10. A structural parameter identification system, characterized in that: It includes: The first module is used to obtain the vibration frequency of the bridge body during the vibration test during the double-cantilever erection of the cable-stayed bridge, wherein the vibration frequency includes the actual frequency of the first-order positive symmetric vertical bending, the actual frequency of the first-order antisymmetric vertical bending, the theoretical data of the first-order positive symmetric vertical bending, and the theoretical data of the first-order antisymmetric vertical bending; The second module is used to obtain linear change data of the bridge body when the main beam (3) and the main tower (2) of the bridge body are subjected to static loading, the linear change data including a first actual linear change increment of the bridge body, a second actual linear change increment of the bridge body, symmetrical beam erection theoretical data, and single-side beam erection theoretical data; The third module is used to obtain the main beam stiffness parameters and main beam weight parameters based on the actual frequency of the first-order positive symmetric vertical bending, the linear change increment, the second actual linear change increment of the bridge body, the first-order positive symmetric vertical bending theoretical data, the symmetrical beam erection theoretical data, and the unilateral beam erection theoretical data; The fourth module is used to obtain the main tower stiffness parameters and main tower weight parameters based on the actual frequency of the first-order antisymmetric vertical bending, the first actual linear change increment of the bridge body, the main beam stiffness parameters, the main beam weight parameters, the first-order antisymmetric vertical bending theoretical data and the single-sided beam theoretical data.

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