CN116244801A - Component parameter optimization and system design method and system for large-span bridge structure - Google Patents
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Abstract
The invention relates to the field of earthquake-resistant design, in particular to a method and a system for optimizing component parameters and designing a system of a large-span bridge structure. The component parameter optimization method of the large-span bridge structure provided by the invention aims at meeting the working condition safety of each component and pursuing the optimal value of the earthquake risk of the whole bridge structure as constraint. Under the target, the optimal parameters of the components are calculated, so that the overall risk of the bridge system can be considered, and the different importance requirements of the components can be considered.
Description
Technical Field
The invention relates to the field of earthquake-resistant design, in particular to a method and a system for optimizing component parameters and designing a system of a large-span bridge structure.
Background
The earthquake disaster is taken as a main risk faced by a bridge road, has the characteristics of difficult prediction and uncontrollable, once the earthquake disaster occurs, the earthquake disaster causes damage and collapse of the bridge, and the earthquake disaster causes paralysis of the whole road network. The probability of bridge seismic risk not only considers the possibility of damage of the structure under different determined intensities, but also considers the possibility of occurrence of the determined intensities, and the determination of the probability of bridge seismic risk relates to the processes of site seismic risk analysis, seismic vulnerability analysis and the like. The bridge earthquake risk is one of important indexes for evaluating the earthquake resistance and reliability of the bridge, and is widely applied to the field of earthquake resistance analysis.
Compared with the common small-medium-span bridge, the large-span bridge has complex nonlinear behavior and numerous bridge components. When the earthquake resistance of a large-span bridge is theoretically analyzed, the large-span bridge is often regarded as a whole for analysis (system vulnerability analysis). In engineering practice, engineers and engineering designers tend to pay more attention to the anti-seismic properties of specific components. It should be noted that the importance of the different components is not exactly the same for a large span bridge. For example, for cable-stayed bridges, pylons are often the most important components. It should be of more interest relative to the abutment and pier. This difference is of little concern in the process of system seismic performance analysis. Currently, a long-span bridge is usually provided with a seismic slow-release device, and the design of parameters is designed to balance the seismic deformation (a seismic isolation device) and the seismic force (a column), but the seismic slow-release device is difficult to realize, and particularly the difference of the importance of the components is comprehensively considered.
Disclosure of Invention
In order to solve the defect of difficult design of the large-span bridge in the prior art, the invention provides a component parameter optimization method of a large-span bridge structure, which can be used for optimizing parameters of each component in the large-span bridge and is convenient for parameter design of the components in the bridge.
The invention provides a component parameter optimization method of a large-span bridge structure, which comprises the following steps:
s1, acquiring a component to be optimized and a parameter set { x ] to be optimized of the component to be optimized 1 、x 2 、…、x n 、…、x N }；x n Representing the nth parameters to be optimized of the components to be optimized, wherein N is equal to or less than 1 and equal to or less than N, and N is the number of the parameters to be optimized;
s2, screening an evaluation object from all members of the bridge structure, wherein the evaluation object comprises members to be optimized; acquiring a risk assessment model corresponding to each assessment object and a risk assessment model corresponding to the whole bridge structure; the risk assessment model corresponding to the assessment object is used for calculating the seismic risk of the assessment object by combining the parameters to be optimized of the member to be optimized, and the risk assessment model corresponding to the bridge structure is used for calculating the seismic risk of the bridge structure by combining the parameters to be optimized of the member to be optimized;
s3, acquiring risk thresholds corresponding to all the evaluation objects, wherein the risk threshold of the ith evaluation object is marked as CF i The method comprises the steps of carrying out a first treatment on the surface of the Establishing constraint conditions: CF (compact flash) i (X)≦CF i ；min(x n )≦x n ≦max(x n )，min(x n ) Represents x n Is lower than the value of max (x n ) Represents x n Upper limit of the value of (2), min (x n ) And max (x) n ) Are set values;
s4, determining the value range of each parameter to be optimized according to constraint conditions, and constructing a plurality of parameter arrays by combining the value ranges of the parameters to be optimized, wherein each parameter array comprises a numerical value corresponding to each parameter to be optimized, and each numerical value is positioned in the value range of the corresponding parameter to be optimized; at least one of the two parameter arrays is different;
s5, substituting each parameter array into a risk assessment model corresponding to the bridge structure, calculating the seismic risk of the bridge structure corresponding to each parameter array, and assigning values to each parameter to be optimized according to the parameter array corresponding to the minimum value of the seismic risk of the bridge structure.
Preferably, the risk assessment model of the i-th assessment object is:
wherein X represents the parameter set to be optimized, x= { X 1 、x 2 、…、x n 、…、x N }；CF i (X) represents the seismic risk of the ith evaluation object; a, a 0 (i) 、a p (i) 、a pp (i) And a pq (i) All are coefficients of a risk assessment model of the ith assessment object; k represents a set coefficient in a disaster curve, and k is used for representing the earthquake motion intensity of a region; x is x p Represents the p-th parameter to be optimized, x q The q-th parameter to be optimized is represented by 1.ltoreq.p.ltoreq.N, 1.ltoreq.q.ltoreq.N.
Preferably, a 0 (i) 、a p (i) 、a pp (i) And a pq (i) Obtained by fitting the data.
Preferably, the risk assessment model of the bridge structure as a whole is:
wherein X represents the parameter set to be optimized, x= { X 1 、x 2 、…、x n 、…、x N -a }; OF (X) represents the seismic risk OF the bridge structure as a whole; a, a 0 (Sys) 、a p (Sys) 、a pp (Sys) And a pq (Sys) Are model coefficients; k represents a set coefficient in a disaster curve, and k is used for representing the earthquake motion intensity of a region; x is x p Represent the firstp parameters to be optimized, x q The q-th parameter to be optimized is represented by 1.ltoreq.p.ltoreq.N, 1.ltoreq.q.ltoreq.N.
Preferably, a 0 (Sys) 、a p (Sys) 、a pp (Sys) And a pq (Sys) Obtained by fitting the data.
Preferably, the member to be optimized is: bridge tower, support or earthquake slow release device.
Preferably, the evaluation object includes: bridge tower, support and earthquake slow release device.
The invention also provides a component parameter optimization system of the large-span bridge structure, which is used for bearing the component parameter optimization method of the large-span bridge structure and is convenient for popularization of the parameter optimization method.
The invention provides a component parameter optimization system of a large-span bridge structure, which comprises a memory, wherein a computer program is stored in the memory, and the computer program is used for realizing a component parameter optimization method of the large-span bridge structure when being executed.
Preferably, the system further comprises a processor, wherein the processor is connected with the memory, and the processor is used for executing the computer program to realize the component parameter optimization method of the large-span bridge structure.
The invention also provides a system design method of the large-span bridge structure, and the parameter optimization method of the large-span bridge structure is adopted to obtain the parameters of each important component, so that the working condition safety of each component is ensured, and the reliability of the whole bridge design scheme is ensured.
The invention provides a system design method of a large-span bridge structure, which comprises the following steps:
SA1, acquiring a member to be optimized and a member serving as an evaluation object in a bridge structure;
SA2, executing the member parameter optimization method of the large-span bridge structure according to any one of claims 1-6 for each member to be optimized, and obtaining assignment of each parameter to be optimized of each member to be optimized.
The invention has the advantages that:
(1) The component parameter optimization method of the large-span bridge structure provided by the invention aims at meeting the working condition safety of each component and pursuing the optimal value of the earthquake risk of the whole bridge structure as constraint. Under the target, the optimal parameters of the components are calculated, so that the overall risk of the bridge system can be considered, and the different importance requirements of the components can be considered.
(2) The parameter optimization method provided by the invention is suitable for parameter optimization of each component in the bridge structure, and is simple in calculation and convenient to realize. The implementation of the invention is beneficial to ensuring the anti-seismic performance of each component of the bridge under the condition of ensuring the overall anti-seismic performance of the bridge structure, thereby ensuring the safety of the bridge, prolonging the service life of the bridge and avoiding the rejection of the whole bridge structure caused by the damage of individual components.
(3) The risk assessment model provided by the invention considers the seismic characteristics of different areas by adopting the k value, is favorable for combining the area characteristic optimization parameters, and realizes the balance of performance and cost in bridge design.
(4) In the invention, a template of the risk assessment model is given, so that model coefficients can be conveniently obtained through data fitting, thereby ensuring accurate assessment of the whole bridge structure and the earthquake risk of each component, and laying a foundation for parameter optimization accuracy.
(5) The system design method of the large-span bridge structure provided by the invention has the advantages that the parameters of the single component are not interfered with each other when the parameters are optimized, and the system design is simpler and more efficient.
Drawings
FIG. 1 is a flow chart of a parameter optimization method of a large-span bridge structure provided by the invention;
FIG. 2 is a three-dimensional view of a risk assessment model of a bridge tower;
FIG. 3 is a three-dimensional view of a risk assessment model of a mount;
FIG. 4 is a three-dimensional view of a risk assessment model of a viscous damper;
FIG. 5 is a schematic diagram of a parameter permission range;
fig. 6 is a schematic diagram of a parameter optimization process.
Detailed Description
Examples: parameter optimization method for earthquake slow-release device of large-span bridge structure
The seismic slow-release device in the embodiment is a viscous damper, and the embodiment uses the viscous damper of the component of the large-span bridge structure as a component to be optimized, so that the component parameter optimization method of the large-span bridge structure provided by the invention is explained, and is particularly shown in fig. 1.
In this embodiment, first, define the parameters to be optimized of the viscous damper as the damping coefficient C d And the speed index a, and determining a bridge tower, a support and a viscous damper in the bridge structure as evaluation objects.
In this embodiment, C is obtained by software simulation first d And a, respectively obtaining risk assessment models corresponding to the bridge tower, the support, the viscous damper and the bridge structure as a whole through data fitting when the bridge tower, the support, the viscous damper and the bridge structure as a whole face earthquake risks in different values in the value range.
In this embodiment, software simulation and data fitting are performed in combination with a large-span bridge structure in a certain area, and finally, a risk assessment model corresponding to the bridge tower is obtained as follows:
the risk assessment model corresponding to the support is as follows:
the risk assessment model corresponding to the viscous damper is as follows:
the risk assessment model of the whole bridge structure is as follows:
1.926 is the earthquake intensity of the area where the bridge is located, and is set by a domain expert according to relevant standard regulations.
In this embodiment, risk assessment models corresponding to the bridge tower, the support and the viscous damper are shown in fig. 2, 3 and 4, respectively.
In this embodiment, the risk threshold of the bridge tower is set to CF by the domain expert 1 =0.32, risk threshold for stand-offs CF 2 =0.43, risk threshold for viscous damper CF 3 ＝0.43。
In this embodiment, the risk threshold of the bridge tower, the risk threshold of the support, the risk threshold of the viscous damper, the risk threshold of the bridge structure as a whole, and C are combined d Construction of C by combining the value range of a with the value range of a d And a, the value constraint of the value of a is specifically:
c obtained by combining the above constraint d And a is shown in figure 5.
Specific analysis shows that the sensitivity of the earthquake risk of the whole bridge structure to the velocity index a of the viscous damper is very low, so that the constant value of a is set to be 0.3 in the embodiment. As can be seen from fig. 5, when a=0.3, the corresponding bridge tower is C d The value range is C d Minimum value range.
Combining the risk assessment model corresponding to the bridge tower and the risk threshold value, it can be known that when a=0.3, C is more than or equal to 0.52 ≡c d Less than or equal to 0.66. In this embodiment, in [0.52,0.66 ], the parameter optimization method provided by the present invention is combined]C for minimizing the earthquake risk of the whole bridge structure d Value of C d =0.66, at which time the bridge tower seismic risk is less than the corresponding risk threshold value of 0.32.
In the prior art, parameters of each component are determined only according to the seismic risk of the whole bridge structure, in the embodiment, the parameters can be determined according to the prior artC is set at definite time d When=0.78, the seismic risk of the whole bridge structure is minimum, but the seismic risk of the bridge tower exceeds the risk threshold, and the bridge tower is in dangerous working conditions.
In this embodiment, by comparing the parameter optimization method provided by the present invention with the conventional method for searching the minimum earthquake risk of the bridge structure, it is known that the parameter found by the method of the present invention has a smaller phase difference with the parameter found by the conventional method in the earthquake risk of the bridge structure, and even if the parameter value range obtained according to the constraint condition includes the parameter point corresponding to the minimum earthquake risk of the bridge structure, the present invention can obtain the same result as the conventional method. However, the invention can always ensure that each evaluation object can realize earthquake risk smaller than the corresponding risk threshold, namely, each evaluation object can work under the safe working condition, thereby ensuring the working safety of all members of the bridge structure and avoiding uncertain risks caused by local damage.
Therefore, when the method is applied to designing the large-span bridge structure, the components to be optimized, such as components which are easy to damage, can be optimized one by adopting the method provided by the invention, so that the components in the bridge structure can work under safe working conditions, and the earthquake resistance of the whole bridge structure is ensured.
The above embodiments are merely preferred embodiments of the present invention and are not intended to limit the present invention, and any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the scope of the present invention.
Claims (10)
1. The component parameter optimization method of the large-span bridge structure is characterized by comprising the following steps of:
s1, acquiring a component to be optimized and a parameter set { x ] to be optimized of the component to be optimized 1 、x 2 、…、x n 、…、x N }；x n Representing the nth parameters to be optimized of the components to be optimized, wherein N is equal to or less than 1 and equal to or less than N, and N is the number of the parameters to be optimized;
s2, screening an evaluation object from all members of the bridge structure, wherein the evaluation object comprises members to be optimized; acquiring a risk assessment model corresponding to each assessment object and a risk assessment model corresponding to the whole bridge structure; the risk assessment model corresponding to the assessment object is used for calculating the seismic risk of the assessment object by combining the parameters to be optimized of the member to be optimized, and the risk assessment model corresponding to the bridge structure is used for calculating the seismic risk of the bridge structure by combining the parameters to be optimized of the member to be optimized;
s3, acquiring risk thresholds corresponding to all the evaluation objects, wherein the risk threshold of the ith evaluation object is marked as CF i The method comprises the steps of carrying out a first treatment on the surface of the Establishing constraint conditions: CF (compact flash) i (X)≦CF i ；min(x n )≦x n ≦max(x n )，min(x n ) Represents x n Is lower than the value of max (x n ) Represents x n Upper limit of the value of (2), min (x n ) And max (x) n ) Are set values;
s4, determining the value range of each parameter to be optimized according to constraint conditions, and constructing a plurality of parameter arrays by combining the value ranges of the parameters to be optimized, wherein each parameter array comprises a numerical value corresponding to each parameter to be optimized, and each numerical value is positioned in the value range of the corresponding parameter to be optimized; at least one of the two parameter arrays is different;
s5, substituting each parameter array into a risk assessment model corresponding to the bridge structure, calculating the seismic risk of the bridge structure corresponding to each parameter array, and assigning values to each parameter to be optimized according to the parameter array corresponding to the minimum value of the seismic risk of the bridge structure.
2. The method for optimizing component parameters of a large-span bridge structure according to claim 1, wherein the risk assessment model of the i-th assessment object is:
wherein X represents the parameter set to be optimized, x= { X 1 、x 2 、…、x n 、…、x N }；CF i (X) represents the seismic risk of the ith evaluation object; a, a 0 (i) 、a p (i) 、a pp (i) And a pq (i) All are coefficients of a risk assessment model of the ith assessment object; k represents a set coefficient in a disaster curve, and k is used for representing the earthquake motion intensity of a region; x is x p Represents the p-th parameter to be optimized, x q The q-th parameter to be optimized is represented by 1.ltoreq.p.ltoreq.N, 1.ltoreq.q.ltoreq.N.
3. The method for optimizing parameters of a component of a large-span bridge structure as recited in claim 2, wherein a 0 (i) 、a p (i) 、a pp (i) And a pq (i) Obtained by fitting the data.
4. The method for optimizing component parameters of a large-span bridge structure according to claim 1, wherein the risk assessment model of the whole bridge structure is as follows:
wherein X represents the parameter set to be optimized, x= { X 1 、x 2 、…、x n 、…、x N -a }; OF (X) represents the seismic risk OF the bridge structure as a whole; a, a 0 (Sys) 、a p (Sys) 、a pp (Sys) And a pq (Sys) Are model coefficients; k represents a set coefficient in a disaster curve, and k is used for representing the earthquake motion intensity of a region; x is x p Represents the p-th parameter to be optimized, x q The q-th parameter to be optimized is represented by 1.ltoreq.p.ltoreq.N, 1.ltoreq.q.ltoreq.N.
5. The method for optimizing parameters of a component of a large span bridge structure of claim 4, wherein a 0 (Sys) 、a p (Sys) 、a pp (Sys) And a pq (Sys) Obtained by fitting the data.
6. The method for optimizing parameters of a member of a large-span bridge structure according to claim 1, wherein the member to be optimized is: bridge tower, support or earthquake slow release device.
7. The method for optimizing component parameters of a large-span bridge structure of claim 1, wherein evaluating the object comprises: bridge tower, support and earthquake slow release device.
8. A component parameter optimization system for a large-span bridge structure, comprising a memory, the memory storing a computer program which, when executed, is adapted to carry out the component parameter optimization method for a large-span bridge structure as claimed in any one of claims 1 to 6.
9. The component parameter optimization system of a large span bridge structure as recited in claim 1, further comprising a processor coupled to the memory, the processor for executing the computer program to implement the component parameter optimization method of a large span bridge structure as recited in any one of claims 1-6.
10. The system design method of the large-span bridge structure is characterized by comprising the following steps of:
SA1, acquiring a member to be optimized and a member serving as an evaluation object in a bridge structure;
SA2, executing the member parameter optimization method of the large-span bridge structure according to any one of claims 1-6 for each member to be optimized, and obtaining assignment of each parameter to be optimized of each member to be optimized.
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