CN110765534B - Optimization method for Cheng Qiaosuo force of cable-stayed bridge - Google Patents
Optimization method for Cheng Qiaosuo force of cable-stayed bridge Download PDFInfo
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Abstract
The invention relates to a method for optimizing Cheng Qiaosuo force of a cable-stayed bridge, which is a method for optimizing Cheng Qiaosuo force of the cable-stayed bridge based on a target tracking-iteration updating algorithm. The invention has the advantages that: the method provided by the invention is more visual and specifically reflects the requirements of the cable-stayed bridge design specification, the initial cable force is applied in a mode of endowing a unit real constant, the bridge-forming cable force is solved by a method of iteratively updating the cable force real constant array, the program design is simple, the complex correction calculation is not needed, and the calculation efficiency is improved; in addition, the mutual influence among the inhaul cable forces of the cable-stayed bridge is considered, and the precision of optimizing the bridge forming force is improved by adopting a whole bridge cable adjusting method.
Description
Technical Field
The invention belongs to the field of bridge culvert engineering in the transportation industry, and particularly relates to a method for optimizing Cheng Qiaosuo force of a cable-stayed bridge.
Background
The bridge forming force of the cable-stayed bridge is a key for ensuring reasonable stress state and geometric line type of the cable-stayed bridge, but because the cable-stayed bridge belongs to a multi-time hyperstatic flexible structure, the mutual influence among inhaul cables is obvious, the bridge forming force is difficult to determine by adopting the existing cable force optimization method, the multi-time optimization process is needed, the time consumption is complex, and the solving precision is low.
At present, the maximum vertical deflection of a main girder of the cable-stayed bridge is definitely regulated in the design specification, the bridge forming force of the cable-stayed bridge is optimized by taking the allowable deformation of the main girder as a target value, but the optimization method of the existing cable-stayed bridge Cheng Qiaosuo force mainly takes the design cable force as the target value, and the error between the calculated cable force and the design cable force is reduced by adjusting the calculated cable force, so that the aim of optimizing the force of the cable-stayed bridge Cheng Qiaosuo is fulfilled.
Through retrieval, patent CN201010501911.4 discloses a method for determining initial cable force of an initial bridge formation of a cable-stayed bridge, which is a method for determining initial cable force of an initial bridge formation of a cable-stayed bridge based on an ANSYS secondary development platform, takes a designed cable force as a target value, considers a geometric nonlinear effect, and repeatedly and iteratively solves and corrects the initial strain of the cable under the action of constant load, and specifically comprises the following steps: firstly, assuming that any group of initial cable force is added to a suspension cable in the form of initial strain, adding constant load and calculating, extracting and calculating the cable force of the suspension cable and checking whether the error between the cable force and the target bridge forming cable force is in an allowable range or not through a do-loop command language, if the error is too large, modifying the initial strain of the suspension cable through a difference method, then recalculating until the error is in the allowable range, and finally, calculating the initial strain of the suspension cable, multiplied by the elastic modulus of the suspension cable, which is corrected by considering the sag effect, of the group of suspension cable to obtain the initial bridge forming initial cable force of the suspension cable to be found; the method improves the solving time and precision of the initial cable force of the cable-stayed bridge Cheng Qiao, so that the method has a larger practical engineering application value, but the method still has certain defects: 1. the invention adopts multi-target control, the tracking target is relatively complex and indirect, the control difficulty is high, and the precision and accuracy of initial bridge forming cable force analysis cannot be ensured; 2. the method for iteratively correcting the initial strain of the inhaul cable through the difference method determines the initial cable force, has low operation efficiency, and cannot guarantee the accuracy of initial cable force analysis; 3. when the geometry of the cable-stayed bridge is known and the design cable force is unknown, the optimization of the cable force of the cable-stayed bridge cannot be completed by using the cable force optimization method of the invention, so that the mechanical property analysis of the subsequent cable-stayed bridge and the optimization adjustment of the whole bridge structure are affected.
Therefore, development of a cable force optimization method taking the main girder line type of the cable-stayed bridge as a control target is needed to realize efficient and accurate optimization of the Cheng Qiaosuo force of the cable-stayed bridge.
Disclosure of Invention
The technical problem to be solved by the invention is to provide the optimization method for the force of the cable-stayed bridge Cheng Qiaosuo, which takes mid-span deflection as a tracking target, is generally applicable, has simple procedures and higher calculation accuracy.
In order to solve the technical problems, the technical scheme of the invention is as follows: the method for optimizing the force of the cable-stayed bridge Cheng Qiaosuo is characterized by comprising the following innovation points: the optimization method is a target tracking-iterative updating algorithm-based optimization method for Cheng Qiaosuo forces of a cable-stayed bridge, the method takes mid-span deflection of a bridge formation state of the cable-stayed bridge as a tracking target, an ANSYS parameterized programming language is utilized to establish a cable-stayed bridge model, and the bridge formation force of the cable-stayed bridge is optimized by an analysis method for tracking mid-span deflection-iterative updating real constant arrays, so that the bridge formation state design requirement of the cable-stayed bridge is met, and the optimization method specifically comprises the following steps: defining material properties and unit types, building a finite element model of the cable-stayed bridge, building an initial array of cable force real constants, using the unit real constants as initial assignment of the cable force array, building a storage array of the cable force real constants, setting a mid-span deflection judgment threshold of the cable-stayed bridge, applying constant load to perform initial nonlinear static analysis under the constant load action, tracking mid-span deflection of the target-suspension bridge, judging whether the mid-span deflection of the bridge is smaller than the set mid-span deflection judgment threshold, if not, extracting the cable force real constants of the cable after solving, using an iterative algorithm and updating RMODIF command, iteratively updating the storage array of the cable force real constants of the cable, using the updated storage array of the cable force real constants to perform nonlinear static analysis under the constant load action, continuing to track the target-mid-span deflection and judging whether the mid-span deflection is smaller than the set mid-span deflection judgment threshold until the structural design requirement of the cable-stayed bridge is met, and finally, using an enable command to build a vertical shaft force unit table, and extracting the unit internal force calculated for the last time to be the cable-formed bridge cable force of the cable-stayed bridge.
Further, the method comprises the following steps:
step 1: defining material property parameters, section parameters, coordinate parameters and mid-span deflection judgment threshold delta d of the cable-stayed bridge structure, defining unit types and section real constants of the cable-stayed bridge structure, and establishing geometric models of a main girder, a cable tower and a bridge pier according to the bridge formation state of the cable-stayed bridge;
step 2: creating an initial array of cable force real constants of each cable, carrying out initialization assignment on the cable force array according to unit real constants, creating a cable unit, and creating a cable force real constant storage array;
step 3: applying bridge forming load and constraint conditions, and carrying out nonlinear static analysis by utilizing a Newton iteration method;
step 4: and (3) cable force optimization: extracting mid-span deflection d of the cable-stayed bridge as a tracking target, judging whether the absolute value d is smaller than a mid-span deflection judging threshold value delta d,
if the |d| is smaller than or equal to the delta d, the optimization of the cable force of the inhaul cable is finished, the step of jumping to the cable force output is finished,
if the absolute value d is larger than the delta d, extracting a cable force real constant array of the cable after solving, iteratively updating a cable force real constant storage array through an iterative algorithm do-while-loop command and an RMODIF command, updating a cable force real constant initial array by using the updated cable force real constant storage array, repeating the step 3 and the step 4 until the absolute value d is smaller than or equal to the delta d, and entering a cable force output step;
step 5: and (5) cable force output: the Eable command establishes a cable axial force unit table, extracts the unit internal force calculated in the last iteration, and outputs the axial force by using the Pretab command list, namely the bridge forming force of the cable-stayed bridge.
Further, the mid-span deflection judgment threshold Δd in the step 1 is required to meet the requirement of the highway cable-stayed bridge design specification on allowable deformation-maximum vertical deflection.
Further, the cable towers, main beams and piers of the cable-stayed bridge in the step 1 are simulated by adopting three-dimensional elastic beam units capable of bearing tension, compression, bending and torsion loads.
Furthermore, in the step 2, the inhaul cable is simulated by adopting a three-dimensional rod unit which only bears axial tension and cannot bear bending moment.
Further, the serial numbers of the initial cable force constant array in the step 2 are in one-to-one correspondence with the serial numbers of the cable units in the cable-stayed bridge model, and all the initial cable force constant array values are set as unit real constants.
Further, in the step 3, the nonlinear static force analysis needs to consider the large deformation effect, the prestress effect, the stress rigidization effect and the rigidity matrix correction of the inhaul cable, specifically to:
further, tracking the target-mid-span deflection d of the cable-stayed bridge in the step 4 refers to vertical displacement of the cable-stayed bridge stiffening Liang Kuazhong under the action of bridge load.
Further, the cable force real constant storage array and the cable force real constant array of the solved cable are in one-to-one correspondence with the cable force real constant initial array in step 4, the cable force real constant array of the solved cable is used for iteratively updating the cable force real constant storage array and updating the cable force real constant initial array, and the cable force real constant initial array needs to enter a preprocessing module to be executed by using an iterative algorithm do-loop and an update RMODIF command.
Further, the axial force of the inhaul cable in the step 5 refers to the axial force of the point i of the rod unit.
The invention has the advantages that:
(1) According to the method for optimizing the force of the cable-stayed bridge Cheng Qiaosuo, the mid-span deflection is taken as a tracking target, the requirement of the cable-stayed bridge design specification is more intuitively and specifically reflected, the initial cable force is applied in a mode of endowing a unit real constant, the bridge-forming cable force is solved by a method for iteratively updating the cable force real constant array, the program design is simple, complex correction calculation is not needed, the memory of a computer is saved, and the calculation efficiency is improved; in addition, the mutual influence among the inhaul cable forces of the cable-stayed bridge is considered, and the precision of optimizing the bridge forming force is improved by adopting a whole bridge cable adjusting method;
(2) Compared with the existing bridge-forming cable force optimization method, the method for optimizing the Cheng Qiaosuo force of the cable-stayed bridge is different in the following steps: 1) The patent CN201010501911.4 takes the design cable force of the cable-stayed bridge as a target value, the tracked target is simpler and more direct, and whether the initial bridge-forming cable force meets the condition or not has a definite judgment standard (JTJ 027-96 of highway cable-stayed bridge design specification), meanwhile, compared with the multi-target control of the design cable force of the patent CN201010501911.4, the difficulty of target control can be greatly reduced by taking the mid-span deflection as the target value for control, and the accuracy and the precision of the initial bridge-forming cable force analysis can be improved; 2) Compared with the method of iteratively correcting the initial strain of the inhaul cable by a difference method in the patent CN201010501911.4, the initial cable force is determined by adopting an algorithm of target tracking and iterative updating, and the initial cable force in a bridge state is determined by rapidly and directly judging whether the inhaul cable force meets the structural design requirement of a bridge or not by tracking target-mid-span deflection, and then the cable force real constant initial array is iteratively updated by utilizing the cable force real constant array of the inhaul cable after solving, so that the accuracy and the operation efficiency of initial cable force analysis are effectively improved; 3) Compared with the patent CN201010501911.4, the method and the device have the advantages that three cable force arrays are used for storing and updating initial cable force data in the cable force determining process, wherein the initial cable force data are respectively a cable force real constant initial array, a cable force real constant storage array and a cable force real constant array of a cable after solving, and the cable force real constant arrays are in one-to-one correspondence, so that the speed, the efficiency and the accuracy of storing, analyzing and iterative updating of the initial cable force data of the method and the device are greatly improved; 4) Compared with the patent CN201010501911.4, the method for extracting the initial cable force of the cable directly determines the initial cable force of the bridge cable by adopting a unit table and a mode for extracting the cable shaft force, and compared with the method for calculating the initial cable force of the bridge by calculating the product of the elastic modulus, the initial strain and the cross-sectional area, the method is more concise, accurate and efficient; 5) Compared with the patent CN201010501911.4, the application range of the device is wider, the device can be used for determining the initial bridge forming force with known design cable force, and can also be used for analyzing the initial bridge forming force of the cable-stayed bridge structure with unknown design cable force, so that the application condition of the device is enlarged, and especially the design data is not disclosed or only the initial cable force of the cable-stayed bridge Cheng Qiao with the conceptual design is determined.
Drawings
The invention will be described in further detail with reference to the drawings and the detailed description.
Fig. 1 is a flow chart of a method of optimizing the force of the cable-stayed bridge Cheng Qiaosuo of the present invention.
Fig. 2 a-2 d are structural arrangements of the cable-stayed bridge according to the embodiment.
Fig. 3 is a fishbone beam model of a main girder of a cable-stayed bridge in an embodiment.
Fig. 4 is a schematic diagram of a cable-stayed bridge pylon model in an embodiment.
Fig. 5 is a cable model of a cable-stayed bridge in an embodiment.
Detailed Description
The following examples will provide those skilled in the art with a more complete understanding of the present invention and are not intended to limit the invention to the embodiments described.
The invention provides a method for optimizing the Cheng Qiaosuo force of a cable-stayed bridge based on a target tracking-iteration updating algorithm, which takes the mid-span deflection of the cable-stayed bridge in a bridge formation state as a tracking target, establishes a cable-stayed bridge model by utilizing an ANSYS parameterized programming language, optimizes the bridge formation force of the cable-stayed bridge by tracking the mid-span deflection-iteration updating real constant array analysis method, and meets the bridge formation state design requirement of the cable-stayed bridge; the method comprises the following steps: defining material properties and unit types, building a finite element model of the cable-stayed bridge, building an initial array of cable force real constants, using the unit real constants as initial assignment of the cable force array, building a storage array of the cable force real constants, setting a mid-span deflection judgment threshold of the cable-stayed bridge, applying constant load to perform initial nonlinear static analysis under the constant load action, tracking mid-span deflection of the target-suspension bridge, judging whether the mid-span deflection of the bridge is smaller than the set mid-span deflection judgment threshold, if not, extracting the cable force real constants of the cable after solving, using an iterative algorithm and updating RMODIF command, iteratively updating the storage array of the cable force real constants of the cable, using the updated storage array of the cable force real constants to perform nonlinear static analysis under the constant load action, continuing to track the target-mid-span deflection and judging whether the mid-span deflection is smaller than the set mid-span deflection judgment threshold until the structural design requirement of the cable-stayed bridge is met, and finally, using an enable command to build a vertical shaft force unit table, and extracting the unit internal force calculated for the last time to be the cable-formed bridge cable force of the cable-stayed bridge.
The present invention is further illustrated in the accompanying drawings and detailed description which are to be understood as being merely illustrative of the invention and not limiting of its scope, and various modifications of the invention, which are equivalent to those skilled in the art upon reading the invention, will fall within the scope of the invention as defined in the appended claims.
The optimization method is mainly provided for the bridge forming force of the cable-stayed bridge, and the optimization of the Cheng Qiaosuo force of the cable-stayed bridge is realized based on a target tracking-iteration updating algorithm by utilizing the parameterized programming language of general finite element software ANSYS.
As shown in fig. 1, the method for optimizing the forces of the cable-stayed bridge Cheng Qiaosuo of the invention comprises four steps of modeling, loading solving, optimizing the forces and outputting the forces, and specifically comprises the following steps:
step 1: defining material property parameters, section parameters, coordinate parameters and mid-span deflection judgment threshold delta d of the cable-stayed bridge structure, defining unit types and section real constants of the cable-stayed bridge structure, and establishing geometric models of a main girder, a cable tower and a bridge pier according to the bridge formation state of the cable-stayed bridge; the mid-span deflection judging threshold delta d meets the requirement of the highway cable-stayed bridge design specification on allowable deformation-maximum vertical deflection; the cable tower, main girder and bridge pier of the cable stayed bridge are simulated by adopting a three-dimensional elastic beam unit (beam 4) capable of bearing tension, compression, bending and torsion loads.
Step 2: creating an initial array of cable force real constants of each cable, carrying out initialization assignment on the cable force array according to unit real constants, creating a cable unit, and creating a cable force real constant storage array; the inhaul cable is simulated by a three-dimensional rod unit (link 8) which only bears axial tension and cannot bear bending moment; the serial numbers of the cable force real constant initial array are in one-to-one correspondence with the serial numbers of cable units in the cable-stayed bridge model, and all cable force real constant initial array values are set as unit real constants.
Step 3: applying bridge forming load and constraint conditions, and carrying out nonlinear static analysis by utilizing a Newton iteration method, wherein the nonlinear static analysis is to consider the large deformation effect, the prestress effect, the stress rigidization effect and the rigidity matrix correction of the inhaul cable, and specifically comprises the following steps:
step 4: and (3) cable force optimization: extracting mid-span deflection d of the cable-stayed bridge as a tracking target, judging whether the |d| is smaller than a mid-span deflection judging threshold value delta d, and if the |d| is smaller than or equal to the delta d, ending the cable force optimization of the cable, and jumping to a cable force output step; if the absolute value d is larger than the delta d, extracting a cable force real constant array of the cable after solving, iteratively updating a cable force real constant storage array through an iterative algorithm do-while-loop command and an RMODIF command, updating a cable force real constant initial array by using the updated cable force real constant storage array, repeating the step 3 and the step 4 until the absolute value d is smaller than or equal to the delta d, and entering a cable force output step; tracking the target-mid-span deflection d of the cable-stayed bridge to refer to the vertical displacement of the stiffening Liang Kuazhong of the cable-stayed bridge under the action of bridge forming load; the serial numbers of the cable force real constant initial array are in one-to-one correspondence with the serial numbers of cable units in the cable-stayed bridge model, and all cable force real constant initial array values are set as unit real constants; the cable force real constant storage array and the cable force real constant array of the solved cable correspond to the cable force real constant initial array one by one; the cable force real constant array iteration updating cable force real constant storage array of the cable after solving and the cable force real constant initial array updating are needed to enter a preprocessing (/ pre 7) module to execute by utilizing parameterization commands such as iterative algorithm do-loop and updating RMODIF.
Step 5: and (5) cable force output: the Eable command establishes a cable axial force unit table, extracts the unit internal force calculated in the last iteration, and outputs the axial force by using the Pretab command list, namely the bridge forming force of the cable-stayed bridge; wherein, the axial force of the inhaul cable refers to the axial force of the point i of the rod unit.
The specific application of the method will be described below by taking a main span 2038m of a cross-sea cable-stayed bridge as an example.
Some cases of a cable-stayed bridge crossing the sea: adopts a structure form of a main span 2038m double-tower double-cable surface, the total length of the full bridge is 3818 m, and the span comprises the following components: 500m+390m+2038m+390m+500m, the overall layout of which is shown in FIGS. 2 a-2 d. The main bridge adopts a floating structure system, the full bridge is provided with a pair of stay cables 228 (256), and the standard segment cable distances are 9m, 12m, 16m and 20m on the main girder. The cable tower adopts an A-shaped structure, a reinforced concrete structure and the height of the cable tower is 478m. The girder is a steel box girder, and the bridge deck is 49m wide and 5.5m high. In the preliminarily determined design scheme, the main beam and the stay cable respectively adopt Q500 steel and prestressed steel strands, and the main tower adopts C80 concrete. The control cross sections of the stiffening girder and the cable tower and the design parameters of each inhaul cable are shown in tables 1, 2, 3 and 4.
TABLE 1 Main girder section parameters
TABLE 2 Main Tower variable section control Point parameters
TABLE 3 Main design parameters of the mid-span Cable (from long to short)
TABLE 4 Main design parameters of the straddling Cable (from short to long)
Because the bridge is in the whole design stage at present, the design cable force data of the inhaul cable is not disclosed, and the bridge forming cable force cannot be determined by adopting the existing bridge forming cable force optimizing method, the method provided by the invention comprises the following specific steps:
step 1: defining material property parameters, section parameters, coordinate parameters and mid-span deflection judgment threshold delta d of the cable-stayed bridge structure, defining unit types and section real constants of the cable-stayed bridge structure, and establishing geometric models of a main girder, a cable tower and a bridge pier according to the bridge formation state of the cable-stayed bridge;
step 2: creating an initial array of cable force real constants of each cable, carrying out initialization assignment on the cable force array according to unit real constants, creating a cable unit, and creating a cable force real constant storage array;
/>
step 3: applying bridge forming load and constraint conditions, and carrying out nonlinear static analysis by utilizing a Newton iteration method;
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step 4: and (3) cable force optimization:
extracting mid-span deflection d of the cable-stayed bridge as a tracking target, judging whether the absolute value d is smaller than a mid-span deflection judging threshold value delta d,
if the |d| is smaller than or equal to the delta d, the optimization of the cable force of the inhaul cable is finished, the step of jumping to the cable force output is finished,
if the absolute value d is larger than the delta d, extracting a cable force real constant array of the cable after solving, iteratively updating a cable force real constant storage array through an iterative algorithm of a downlink-loop command and an RMODIF command, updating a cable force real constant initial array by using the updated cable force real constant storage array, repeating the steps 3 and 4 until the absolute value d is smaller than or equal to the delta d, and entering a cable force output step; * DIM, INI_STR, 456-! Creating an array INI_STR for storing a cable force real constant array of the cable after solving
/>
Step 5: and (5) cable force output:
the Eable command establishes a cable AXIAL FORCE unit table, extracts the unit internal FORCE calculated in the last iteration, and outputs the AXIAL FORCE (PREPAT, AXIAL FORCE) by using the pre command list, namely the bridge forming FORCE of the cable-stayed bridge.
The method is used for analyzing the bridge forming force of a certain sea-crossing cable-stayed bridge with a main span of 2038m, and the mid-span deflection is less than 365mm through 9 times of iterative computation, so that the requirement of setting limiting conditions is met, and the optimization of the force of the cable-stayed bridge Cheng Qiaosuo is completed.
The foregoing has shown and described the basic principles and main features of the present invention and the advantages of the present invention. It will be understood by those skilled in the art that the present invention is not limited to the embodiments described above, and that the above embodiments and descriptions are merely illustrative of the principles of the present invention, and various changes and modifications may be made without departing from the spirit and scope of the invention, which is defined in the appended claims. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (10)
1. A method for optimizing the force of a cable-stayed bridge Cheng Qiaosuo, which is characterized by comprising the following steps: the optimization method is a target tracking-iterative updating algorithm-based optimization method for Cheng Qiaosuo forces of a cable-stayed bridge, the method takes mid-span deflection of a bridge formation state of the cable-stayed bridge as a tracking target, an ANSYS parameterized programming language is utilized to establish a cable-stayed bridge model, and the bridge formation force of the cable-stayed bridge is optimized by an analysis method for tracking mid-span deflection-iterative updating real constant arrays, so that the bridge formation state design requirement of the cable-stayed bridge is met, and the optimization method specifically comprises the following steps: defining material properties and unit types, building a finite element model of the cable-stayed bridge, building an initial array of cable force real constants, using the unit real constants as initial assignment of the cable force array, building a storage array of the cable force real constants, setting a mid-span deflection judgment threshold of the cable-stayed bridge, applying constant load to perform initial nonlinear static analysis under the constant load action, tracking mid-span deflection of the target-suspension bridge, judging whether the mid-span deflection of the bridge is smaller than the set mid-span deflection judgment threshold, if not, extracting the cable force real constants of the cable after solving, using an iterative algorithm and updating RMODIF command, iteratively updating the storage array of the cable force real constants of the cable, using the updated storage array of the cable force real constants to perform nonlinear static analysis under the constant load action, continuing to track the target-mid-span deflection and judging whether the mid-span deflection is smaller than the set mid-span deflection judgment threshold until the structural design requirement of the cable-stayed bridge is met, and finally, using an enable command to build a vertical shaft force unit table, and extracting the unit internal force calculated for the last time to be the cable-formed bridge cable force of the cable-stayed bridge.
2. The method for optimizing the force of the cable-stayed bridge Cheng Qiaosuo according to claim 1, wherein: the method for optimizing the force of the cable-stayed bridge Cheng Qiaosuo comprises the following steps:
step 1: defining material property parameters, section parameters, coordinate parameters and mid-span deflection judgment threshold delta d of the cable-stayed bridge structure, defining unit types and section real constants of the cable-stayed bridge structure, and establishing geometric models of a main girder, a cable tower and a bridge pier according to the bridge formation state of the cable-stayed bridge;
step 2: creating an initial array of cable force real constants of each cable, carrying out initialization assignment on the cable force array according to unit real constants, creating a cable unit, and creating a cable force real constant storage array;
step 3: applying bridge forming load and constraint conditions, and carrying out nonlinear static analysis by utilizing a Newton iteration method;
step 4: and (3) cable force optimization: extracting mid-span deflection d of the cable-stayed bridge as a tracking target, judging whether the absolute value d is smaller than a mid-span deflection judging threshold value delta d,
if the |d| is smaller than or equal to the delta d, the optimization of the cable force of the inhaul cable is finished, the step of jumping to the cable force output is finished,
if the absolute value d is larger than the delta d, extracting a cable force real constant array of the cable after solving, iteratively updating a cable force real constant storage array through an iterative algorithm do-while-loop command and an RMODIF command, updating a cable force real constant initial array by using the updated cable force real constant storage array, repeating the step 3 and the step 4 until the absolute value d is smaller than or equal to the delta d, and entering a cable force output step;
step 5: and (5) cable force output: the Eable command establishes a cable axial force unit table, extracts the unit internal force calculated in the last iteration, and outputs the axial force by using the Pretab command list, namely the bridge forming force of the cable-stayed bridge.
3. The method for optimizing the force of the cable-stayed bridge Cheng Qiaosuo according to claim 2, wherein: and the mid-span deflection judgment threshold delta d in the step 1 is required to meet the requirement of the highway cable-stayed bridge design specification on allowable deformation-maximum vertical deflection.
4. The method for optimizing the force of the cable-stayed bridge Cheng Qiaosuo according to claim 2, wherein: in the step 1, the cable tower, the main girder and the bridge pier of the cable stayed bridge are simulated by adopting a three-dimensional elastic beam unit capable of bearing tension, compression, bending and torsion loads.
5. The method for optimizing the force of the cable-stayed bridge Cheng Qiaosuo according to claim 2, wherein: in the step 2, the inhaul cable is simulated by adopting a three-dimensional rod unit which only bears axial tension and cannot bear bending moment.
6. The method for optimizing the force of the cable-stayed bridge Cheng Qiaosuo according to claim 2, wherein: and 2, the serial numbers of the cable force real constant initial array in the step correspond to the serial numbers of the cable units in the cable-stayed bridge model one by one, and all the cable force real constant initial array values are set as unit real constants.
7. The method for optimizing the force of the cable-stayed bridge Cheng Qiaosuo according to claim 2, wherein: in the step 3, the nonlinear static force analysis needs to consider the large deformation effect, the prestress effect, the stress rigidization effect and the rigidity matrix correction of the inhaul cable, and specifically refers to:
。
8. the method for optimizing the force of the cable-stayed bridge Cheng Qiaosuo according to claim 2, wherein: and in the step 4, tracking the target-mid-span deflection d of the cable-stayed bridge refers to the vertical displacement of the stiffening Liang Kuazhong of the cable-stayed bridge under the action of bridge load.
9. The method for optimizing the force of the cable-stayed bridge Cheng Qiaosuo according to claim 2, wherein: and 4, the cable force real constant storage array and the cable force real constant array of the cable after solving are in one-to-one correspondence with the cable force real constant initial array, the cable force real constant array of the cable after solving is iteratively updated to the cable force real constant storage array, and the cable force real constant initial array is updated, so that a preprocessing module needs to be entered to execute by using an iterative algorithm do-loop and an update RMODIF command.
10. The method for optimizing the force of the cable-stayed bridge Cheng Qiaosuo according to claim 2, wherein: and (5) the axial force of the inhaul cable in the step (5) refers to the axial force of the point i of the rod unit.
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| CN111611644B (en) * | 2020-05-28 | 2023-03-21 | 广西新发展交通集团有限公司 | Method for tensioning stay cable of cable-stayed bridge with optimal cable force in construction process |
| CN111625894B (en) * | 2020-05-28 | 2022-05-17 | 广西交科集团有限公司 | Optimal displacement cable-stayed bridge suspension splicing construction control method |
| CN112048988B (en) * | 2020-08-21 | 2022-02-11 | 中铁大桥勘测设计院集团有限公司 | Method and system for optimizing stay cable of cable-stayed bridge |
| CN112211114A (en) * | 2020-10-20 | 2021-01-12 | 中国矿业大学 | Cantilever assembling construction method for cable-stayed bridge of tower-beam consolidation system |
| CN112685808B (en) * | 2020-12-07 | 2022-12-27 | 山西省智慧交通研究院有限公司 | Cable-stayed bridge technical condition parameterized structure modeling and intelligent evaluation system |
| CN115481474B (en) * | 2022-09-02 | 2024-04-23 | 中铁大桥勘测设计院集团有限公司 | Cable force optimization method, device and equipment considering cable force coupling effect |
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