CN110765534A - Method for optimizing cable force of finished bridge of cable-stayed bridge - Google Patents
Method for optimizing cable force of finished bridge of cable-stayed bridge Download PDFInfo
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Abstract
The invention relates to a method for optimizing the bridging cable force of a cable-stayed bridge, which is a method for optimizing the bridging cable force of the cable-stayed bridge based on a target tracking-iterative update algorithm. The invention has the advantages that: the method provided by the invention can reflect the design specification requirements of the cable-stayed bridge more intuitively and specifically, the initial cable force is applied in a mode of giving a unit real constant, the finished bridge cable force is solved by a method of iteratively updating a cable force real constant array, the program design is simple, complex correction calculation is not needed, and the calculation efficiency is improved; in addition, the invention considers the mutual influence among the cable forces of the stay cables of the cable-stayed bridge, and improves the optimization precision of the cable force of the finished bridge by adopting a method of adjusting the cables of the bridge.
Description
Technical Field
The invention belongs to the field of bridge and culvert engineering in the transportation industry, and particularly relates to a method for optimizing the bridging cable force of a cable-stayed bridge.
Background
The cable-stayed bridge forming cable force is the key for ensuring the reasonable stress state and the geometric linear type of the cable-stayed bridge, but the cable-stayed bridge belongs to a multi-time statically indeterminate flexible structure, a dense cable system is adopted, the mutual influence among the cables is obvious, the forming cable force is determined by adopting the conventional cable force optimization method to be difficult, the optimization process is required to be performed for many times, time is consumed, and the solving precision is low.
At present, the maximum vertical deflection of a main beam of a cable-stayed bridge is clearly specified in the design specification of the cable-stayed bridge, and the bridging cable force of the cable-stayed bridge is optimized by taking the allowable deformation of the main beam as a target value.
Through retrieval, patent CN201010501911.4 discloses a method for determining initial bridging cable force of a cable-stayed bridge, which is a method for determining initial bridging cable force of a cable-stayed bridge based on an ANSYS secondary development platform, and the method uses design cable force as a target value, considers a geometric nonlinear effect, and repeatedly iteratively solves and corrects initial strain of the cable under the action of dead load, specifically: firstly, supposing that any group of initial cable force is added to a stay cable in an initial strain form, adding a dead load and calculating, extracting the calculated stay cable force through a dot do-loop command language, checking whether the error between the cable force and a target bridging cable force is in an allowable range, if the error is overlarge, modifying the initial strain of the stay cable through a difference method, recalculating until the error is in the allowable range, and finally, multiplying the initial strain of the used group of stay cables by the elastic modulus of the stay cable corrected by considering the sag effect to obtain the initial bridging cable force of the sought stay cable bridge; the method improves the solving time and the solving precision of the initial cable force of the cable-stayed bridge to make the method have larger practical engineering application value, but the method still has certain defects: 1. the method adopts multi-target control, the tracking of the target is relatively complex and indirect, the control difficulty is high, and the accuracy and precision of the initial bridge cable forming force analysis cannot be ensured; 2. the initial cable force is determined by a method for iteratively correcting the initial strain of the stay cable through a difference method, the operation efficiency is low, and the accuracy of the initial cable force analysis cannot be ensured; 3. when the geometric structure of the cable-stayed bridge is known and the designed cable force is unknown, the optimization of the cable force of the finished bridge cannot be completed by using the cable force optimization method, so that the subsequent mechanical property analysis of the cable-stayed bridge and the optimization adjustment of the whole bridge structure are influenced.
Therefore, it is urgently needed to develop a cable force optimization method taking the cable-stayed bridge main beam line type as a control target to realize the efficient and accurate optimization of the cable force of the cable-stayed bridge.
Disclosure of Invention
The invention aims to provide a cable force optimization method for a cable-stayed bridge bridging, which takes mid-span deflection as a tracking target, is generally applicable, has simple procedure and higher calculation precision.
In order to solve the technical problems, the technical scheme of the invention is as follows: a method for optimizing the force of a bridging cable of a cable-stayed bridge has the innovation points that: the optimization method is a cable-stayed bridge forming cable force optimization method based on a target tracking-iterative updating algorithm, the method takes the midspan deflection of the cable-stayed bridge forming state as a tracking target, utilizes ANSYS parameterized programming language to establish a cable-stayed bridge model, optimizes the forming cable force of the cable-stayed bridge by an analysis method of tracking the midspan deflection-iterative updating real constant array, and meets the design requirement of the cable-stayed bridge forming state, and the method specifically comprises the following steps: firstly defining material attributes and unit types, establishing a finite element model of a cable-stayed bridge, establishing an initial array of cable force real constants of the cables, taking a unit real constant as the initial assignment of the cable force array, establishing a cable force real constant storage array, establishing a midspan deflection judgment threshold of the cable-stayed bridge, applying a constant load to perform initial nonlinear static analysis under the action of the constant load, tracking the midspan deflection of a target-suspension bridge, judging whether the midspan deflection of the bridge is smaller than the set midspan deflection judgment threshold, if the midspan deflection of the bridge is not smaller than the set midspan deflection judgment threshold, extracting the cable force real constant of the solved cable, iteratively updating the cable force real constant storage array of the cable by using an iterative algorithm and an updated RMODIF command, updating the initial array of the cable force real constants by using the updated cable force real constants storage array, applying the constant load to perform nonlinear static analysis under the action of the constant load, continuously tracking the target-midspan deflection and judging whether the midspan deflection is smaller than the set midspan judgment threshold, and finally, establishing an axial force unit table by utilizing an etable command until the structural design requirement of the cable-stayed bridge is met, and extracting the unit internal force of the last iterative computation, namely the bridge forming cable force of the cable-stayed bridge.
Further, the method comprises the following steps:
step 1: defining material attribute parameters, section parameters, coordinate parameters and mid-span deflection judgment threshold delta d of a cable-stayed bridge structure, defining unit types and section real constants of the cable-stayed bridge structure, and establishing a geometric model of a main beam, a cable tower and a bridge pier according to the bridge forming state of the cable-stayed bridge;
step 2: establishing an initial array of the cable force real constant of each cable, performing initialization assignment on the cable force array by using a unit real constant, establishing a cable unit, and establishing a cable force real constant storage array of the cable;
and step 3: applying a bridge forming load and constraint conditions, and performing nonlinear static analysis by using a Newton iteration method;
and 4, step 4: optimizing the cable force: extracting the mid-span deflection d of the cable-stayed bridge as a tracking target, judging whether | d | is smaller than a mid-span deflection judgment threshold value delta d,
if | d | is less than or equal to Δ d, ending the cable force optimization of the cable, jumping to the cable force output step,
if | d | is larger than Δ d, extracting a cable force real constant array of the solved cable, iteratively updating a cable force real constant storage array through an iterative algorithm of a 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 | d | is smaller than or equal to Δ d, and entering a cable force output step;
and 5: and (3) cable force output: the Etable command establishes a guy cable axial force unit table, extracts the unit internal force of the last iterative computation, and outputs the axial force by using the Pretab command table, namely the finished bridge cable force of the cable-stayed bridge.
Further, the mid-span deflection judgment threshold Δ d in step 1 is required to meet the requirement on allowable deformation-maximum vertical deflection in the design specification of the highway cable-stayed bridge.
Furthermore, the cable towers, the main beams and the 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.
Further, the guy cable in the step 2 is simulated by a three-dimensional rod unit which only bears axial tension and cannot bear bending moment.
Furthermore, the serial numbers of the initial array of the real constant of the cable force in the step 2 correspond to the serial numbers of the cable units in the cable-stayed bridge model one by one, and all the values of the initial array of the real constant of the cable force are set as the real constant of the unit.
Further, in the step 3, the nonlinear static analysis needs to consider a large deformation effect, a prestress effect, a stress rigidization effect and a stiffness matrix correction of the cable, specifically:
further, the tracking target-mid-span deflection d of the cable-stayed bridge in the step 4 is vertical displacement of a stiffening beam span of the cable-stayed bridge under the action of bridge load.
Furthermore, in the step 4, the cable force real constant storage array and the solved cable force real constant array of the cable need to correspond to the cable force real constant initial array one by one, and the solved cable force real constant array of the cable iteratively updates the cable force real constant storage array and updates the cable force real constant initial array, and the cable force real constant storage array and the cable force real constant initial array need to enter the preprocessing module to be executed by using an iterative algorithm dot-loop and an updated RMODIF command.
Further, the axial force of the stay cable in the step 5 is the axial force of the point i of the lever unit.
The invention has the advantages that:
(1) the method for optimizing the bridge forming cable force of the cable-stayed bridge takes the mid-span deflection as a tracking target, more intuitively and specifically reflects the requirement of the design specification of the cable-stayed bridge, the initial cable force is applied in a mode of giving a unit real constant, the bridge forming cable force is solved by a method of iteratively updating a 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 invention considers the mutual influence among the cable forces of the stay cables of the cable-stayed bridge, and adopts a method of adjusting the cables of the bridge, thereby improving the optimization precision of the cable force of the finished bridge;
(2) compared with the existing bridge cable force optimization method, the bridge cable force optimization method of the cable-stayed bridge has the following differences: 1) the patent CN201010501911.4 takes the design cable force of a cable-stayed bridge as a target value, the patent takes the midspan deflection of the cable-stayed bridge as the target value, the tracked target is simpler and more direct, whether the initial bridge forming cable force meets the condition or not has clear judgment standards (road cable-stayed bridge design specification JTJ 027-96), and compared with the patent CN201010501911.4, the multi-target control of the cable force is designed, the control with the midspan deflection as the target value can greatly reduce the difficulty of the target control, and is beneficial to improving the precision and the accuracy of the analysis of the initial bridge forming cable force; 2) compared with the method that CN201010501911.4 iteratively corrects the initial strain of the stay cable through a difference method to determine the initial cable force, the method adopts an algorithm of target tracking and iterative update to determine the initial cable force in a bridge state, the method quickly and directly judges whether the cable force of the stay cable meets the structural design requirement of the bridge through tracking the target-mid-span deflection, and then iteratively updates the initial array of the real constant of the cable force by utilizing the array of the real constant of the cable force of the solved stay cable, thereby effectively improving the accuracy and the operational efficiency of the initial cable force analysis; 3) compared with the patent CN201010501911.4, the method applies three cable force arrays to store and update initial cable force data in the cable force determination process, wherein the three cable force arrays are respectively an initial cable force real constant array, a storage cable force real constant array and a cable force real constant array of the solved cable, and the cable force real constant arrays correspond to each other one to one, so that the speed, the efficiency and the accuracy of the storage, the analysis and the iterative update of the initial cable force data of the method are greatly improved; 4) compared with the patent CN201010501911.4, the method for extracting the initial cable force of the cable of the patent directly determines the initial cable force of the bridge cable by adopting a unit table and a method for extracting the axial force of the cable, and is more concise, accurate and efficient compared with a method for calculating the initial cable force of the bridge by calculating the product of the elastic modulus multiplied by the initial strain multiplied by the cross-sectional area; 5) compare patent CN201010501911.4, this patent application scope is wider, and this patent not only can be used for confirming the known initial cable force of forming the bridge of design cable force, but also can be used for the unknown cable-stay bridge structure's of analysis design cable force the initial cable force of forming the bridge, has enlarged the application condition of this patent, especially design data do not disclose or only accomplished the determination of the initial cable force of forming the bridge of cable-stay bridge of conceptual design.
Drawings
The present invention will be described in further detail with reference to the accompanying drawings and specific embodiments.
FIG. 1 is a flow chart of the method for optimizing the force of the bridging cable of the cable-stayed bridge.
Fig. 2 a-2 d are layout diagrams of cable-stayed bridge structures in the embodiment.
Fig. 3 is a fishbone beam model of the main beam of the cable-stayed bridge in the embodiment.
Fig. 4 is a model of a cable-stayed bridge pylon in the embodiment.
FIG. 5 is a model of cable-stayed bridge in the embodiment.
Detailed Description
The following examples are presented to enable one of ordinary skill in the art to more fully understand the present invention and are not intended to limit the scope of the embodiments described herein.
The invention provides a cable-stayed bridge forming cable force optimization method based on a target tracking-iterative updating algorithm, which takes the midspan deflection of a cable-stayed bridge forming state as a tracking target, utilizes ANSYS parameterized programming language to establish a cable-stayed bridge model, optimizes the forming cable force of the cable-stayed bridge by an analysis method of tracking the midspan deflection-iterative updating real constant array, and meets the forming state design requirement of the cable-stayed bridge; the method specifically comprises the following steps: firstly defining material attributes and unit types, establishing a finite element model of a cable-stayed bridge, establishing an initial array of cable force real constants of the cables, taking a unit real constant as the initial assignment of the cable force array, establishing a cable force real constant storage array, establishing a midspan deflection judgment threshold of the cable-stayed bridge, applying a constant load to perform initial nonlinear static analysis under the action of the constant load, tracking the midspan deflection of a target-suspension bridge, judging whether the midspan deflection of the bridge is smaller than the set midspan deflection judgment threshold, if the midspan deflection of the bridge is not smaller than the set midspan deflection judgment threshold, extracting the cable force real constant of the solved cable, iteratively updating the cable force real constant storage array of the cable by using an iterative algorithm and an updated RMODIF command, updating the initial array of the cable force real constants by using the updated cable force real constants storage array, applying the constant load to perform nonlinear static analysis under the action of the constant load, continuously tracking the target-midspan deflection and judging whether the midspan deflection is smaller than the set midspan judgment threshold, and finally, establishing an axial force unit table by utilizing an etable command until the structural design requirement of the cable-stayed bridge is met, and extracting the unit internal force of the last iterative computation, namely the bridge forming cable force of the cable-stayed bridge.
The present invention is further illustrated by the following figures and specific examples, which are to be understood as illustrative only and not as limiting the scope of the invention, which is to be given the full breadth of the appended claims and any and all equivalent modifications thereof which may occur to those skilled in the art upon reading the present specification.
The invention mainly provides an optimization method aiming at the finished bridge cable force of a cable-stayed bridge, and realizes the optimization of the finished bridge cable force of the cable-stayed bridge by using a parameterized programming language of general finite element software ANSYS and based on a target tracking-iterative updating algorithm.
As shown in fig. 1, the method for optimizing the bridge forming cable force of the cable-stayed bridge according to the present invention comprises four steps of modeling, loading solving, cable force optimizing and cable force outputting, and specifically comprises:
step 1: defining material attribute parameters, section parameters, coordinate parameters and mid-span deflection judgment threshold delta d of a cable-stayed bridge structure, defining unit types and section real constants of the cable-stayed bridge structure, and establishing a geometric model of a main beam, a cable tower and a bridge pier according to the bridge forming state of the cable-stayed bridge; wherein, the mid-span deflection judgment threshold value delta d is required to meet the requirement of allowable deformation-maximum vertical deflection in the design specification of the highway cable-stayed bridge; the cable towers, main beams and piers of the cable-stayed bridge are simulated by adopting three-dimensional elastic beam units (beam4) capable of bearing pulling, pressing, bending and torsion loads.
Step 2: establishing an initial array of the cable force real constant of each cable, performing initialization assignment on the cable force array by using a unit real constant, establishing a cable unit, and establishing a cable force real constant storage array of the cable; wherein, the inhaul cable is simulated by a three-dimensional rod unit (link8) which only bears axial tension and cannot bear bending moment; the serial numbers of the initial array of the real constant of the cable force are corresponding to the serial numbers of the cable units in the cable-stayed bridge model one by one, and all the values of the initial array of the real constant of the cable force are set as unit real constants.
And step 3: applying a bridge forming load and a constraint condition, and performing nonlinear static analysis by using a Newton iteration method, wherein the nonlinear static 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 comprises the following steps:
and 4, step 4: optimizing the cable force: extracting midspan deflection d of the cable-stayed bridge as a tracking target, judging whether | d | is smaller than a midspan deflection judgment threshold value delta d, if | d | is smaller than or equal to delta d, finishing cable force optimization of a cable, and skipping to a cable force output step; if | d | is larger than Δ d, extracting a cable force real constant array of the solved cable, iteratively updating a cable force real constant storage array through an iterative algorithm of a 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 | d | is smaller than or equal to Δ d, and entering a cable force output step; the tracking target-mid-span deflection d of the cable-stayed bridge refers to vertical displacement of a stiffening girder span of the cable-stayed bridge under the action of bridge load; the serial number of the initial array of the real constant of the cable force is corresponding to the serial number of the cable unit in the cable-stayed bridge model one by one, and the initial array values of the real constant of the cable force are all set as unit real constants; the cable force real constant storage array and the cable force real constant array of the solved inhaul cable are in one-to-one correspondence with the cable force real constant initial array; and iteratively updating the cable force real constant storage array and the cable force real constant initial array after solving the cable force real constant array of the guy cable, wherein the cable force real constant storage array and the cable force real constant initial array need to enter a preprocessing (/ pre7) module and be executed by using parameterized commands such as iterative algorithm dot-loop, RMODIF updating and the like.
And 5: and (3) cable force output: the Etable command establishes a guy cable axial force unit table, extracts the unit internal force of the last iterative computation, and outputs the axial force by using the Pretab command table, namely the finished bridge cable force of the cable-stayed bridge; wherein, the axial force of the inhaul cable is the axial force of the point i of the lever unit.
The concrete application of the method is described below by taking a certain main cross 2038m sea-crossing cable-stayed bridge as an example.
Case of certain sea-crossing cable-stayed bridges: the structure form of a main span 2038m double-tower double-cable surface is adopted, the total length of a full bridge is 3818 m, and the span consists of: 500m +390m +2038m +390m +500m, the overall layout is shown in fig. 2 a-2 d. The main bridge adopts a floating structure system, the full bridge is provided with 228 pairs (256) of stay cables, and the distances between standard segment cables on the main beam are 9m, 12m, 16m and 20 m. The cable tower adopts an A-shaped structure and is of a reinforced concrete structure, and the height of the cable tower is 478 m. The main beam is a steel box girder, and the width of the bridge deck is 49m and the height is 5.5 m. In the preliminarily determined design scheme, the main beam and the stay cables are made of Q500 steel and prestressed steel strands respectively, and the main tower is made of C80 concrete. The design parameters of the stiffening beam and the cable tower control section and each cable are shown in tables 1, 2, 3 and 4.
TABLE 1 Main Beam section parameters
TABLE 2 main tower variable cross-section control point parameters
TABLE 3 Main design parameters of span cable (from long to short)
TABLE 4 Main design parameters of side span cable (from short to long)
Because the bridge is in the integral 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 optimization method, the method provided by the invention has the following specific steps:
step 1: defining material attribute parameters, section parameters, coordinate parameters and mid-span deflection judgment threshold delta d of a cable-stayed bridge structure, defining unit types and section real constants of the cable-stayed bridge structure, and establishing a geometric model of a main beam, a cable tower and a bridge pier according to the bridge forming state of the cable-stayed bridge;
step 2: establishing an initial array of the cable force real constant of each cable, performing initialization assignment on the cable force array by using a unit real constant, establishing a cable unit, and establishing a cable force real constant storage array of the cable;
and step 3: applying a bridge forming load and constraint conditions, and performing nonlinear static analysis by using a Newton iteration method;
and 4, step 4: optimizing the cable force:
extracting the mid-span deflection d of the cable-stayed bridge as a tracking target, judging whether | d | is smaller than a mid-span deflection judgment threshold value delta d,
if | d | is less than or equal to Δ d, ending the cable force optimization of the cable, jumping to the cable force output step,
if | d | is larger than Δ d, extracting the cable force real constant array of the solved cable, iteratively updating the cable force real constant storage array through an iterative algorithm | -double-loop command and an RMODIF command, updating the cable force real constant initial array by using the updated cable force real constant storage array, repeating the steps 3 and 4 until | d | is smaller than or equal to Δ d, and entering a cable force output step; DIM, INI _ STR, 456! Creating an array INI _ STR for storing the cable force real constant array of the solved cable
And 5: and (3) cable force output:
the Etable command establishes a guy cable AXIAL FORCE unit table, extracts the unit internal FORCE of the last iteration calculation, and outputs the AXIAL FORCE (PRETAB, AXIAL FORCE) by using the Pretab command table, namely the cable forming FORCE of the cable-stayed bridge.
The method is used for analyzing the bridging cable force of a certain sea-crossing cable-stayed bridge with the main span of 2038m, the mid-span deflection is less than 365mm through 9 times of iterative calculation, the requirement of set limiting conditions is met, and the optimization of the bridging cable force of the cable-stayed bridge is completed.
The foregoing shows and describes the general principles and features of the present invention, together with the advantages thereof. It will be understood by those skilled in the art that the present invention is not limited to the embodiments described above, which are described in the specification and illustrated only to illustrate the principle of the present invention, but that various changes and modifications may be made therein without departing from the spirit and scope of the present invention, which fall within the scope of the invention as claimed. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (10)
1. A cable-stayed bridge bridging cable force optimization method is characterized by comprising the following steps: the optimization method is a cable-stayed bridge forming cable force optimization method based on a target tracking-iterative updating algorithm, the method takes the midspan deflection of the cable-stayed bridge forming state as a tracking target, utilizes ANSYS parameterized programming language to establish a cable-stayed bridge model, optimizes the forming cable force of the cable-stayed bridge by an analysis method of tracking the midspan deflection-iterative updating real constant array, and meets the design requirement of the cable-stayed bridge forming state, and the method specifically comprises the following steps: firstly defining material attributes and unit types, establishing a finite element model of a cable-stayed bridge, establishing an initial array of cable force real constants of the cables, taking a unit real constant as the initial assignment of the cable force array, establishing a cable force real constant storage array, establishing a midspan deflection judgment threshold of the cable-stayed bridge, applying a constant load to perform initial nonlinear static analysis under the action of the constant load, tracking the midspan deflection of a target-suspension bridge, judging whether the midspan deflection of the bridge is smaller than the set midspan deflection judgment threshold, if the midspan deflection of the bridge is not smaller than the set midspan deflection judgment threshold, extracting the cable force real constant of the solved cable, iteratively updating the cable force real constant storage array of the cable by using an iterative algorithm and an updated RMODIF command, updating the initial array of the cable force real constants by using the updated cable force real constants storage array, applying the constant load to perform nonlinear static analysis under the action of the constant load, continuously tracking the target-midspan deflection and judging whether the midspan deflection is smaller than the set midspan judgment threshold, and finally, establishing an axial force unit table by utilizing an etable command until the structural design requirement of the cable-stayed bridge is met, and extracting the unit internal force of the last iterative computation, namely the bridge forming cable force of the cable-stayed bridge.
2. The cable-stayed bridge bridging cable force optimization method according to claim 1, characterized in that: the method for optimizing the force of the finished bridge cable of the cable-stayed bridge comprises the following steps:
step 1: defining material attribute parameters, section parameters, coordinate parameters and mid-span deflection judgment threshold delta d of a cable-stayed bridge structure, defining unit types and section real constants of the cable-stayed bridge structure, and establishing a geometric model of a main beam, a cable tower and a bridge pier according to the bridge forming state of the cable-stayed bridge;
step 2: establishing an initial array of the cable force real constant of each cable, performing initialization assignment on the cable force array by using a unit real constant, establishing a cable unit, and establishing a cable force real constant storage array of the cable;
and step 3: applying a bridge forming load and constraint conditions, and performing nonlinear static analysis by using a Newton iteration method;
and 4, step 4: optimizing the cable force: extracting the mid-span deflection d of the cable-stayed bridge as a tracking target, judging whether | d | is smaller than a mid-span deflection judgment threshold value delta d,
if | d | is less than or equal to Δ d, ending the cable force optimization of the cable, jumping to the cable force output step,
if | d | is larger than Δ d, extracting a cable force real constant array of the solved cable, iteratively updating a cable force real constant storage array through an iterative algorithm of a 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 | d | is smaller than or equal to Δ d, and entering a cable force output step;
and 5: and (3) cable force output: the Etable command establishes a guy cable axial force unit table, extracts the unit internal force of the last iterative computation, and outputs the axial force by using the Pretab command table, namely the finished bridge cable force of the cable-stayed bridge.
3. The cable-stayed bridge bridging cable force optimization method according to claim 2, characterized in that: the mid-span deflection judgment threshold value delta d in the step 1 is required to meet the requirement of allowable deformation-maximum vertical deflection in the design specification of the highway cable-stayed bridge.
4. The cable-stayed bridge bridging cable force optimization method according to claim 2, characterized in that: and (3) simulating a cable tower, a main beam and a pier of the cable-stayed bridge in the step (1) by adopting a three-dimensional elastic beam unit capable of bearing tension, compression, bending and torsion loads.
5. The cable-stayed bridge bridging cable force optimization method according to claim 2, characterized in that: and 2, simulating the guy cable by using a three-dimensional rod unit which only bears axial tension and cannot bear bending moment.
6. The cable-stayed bridge bridging cable force optimization method according to claim 2, characterized in that: and 2, the serial numbers of the initial array of the real constant of the cable force in the step 2 correspond to the serial numbers of the cable units in the cable-stayed bridge model one by one, and all the values of the initial array of the real constant of the cable force are set as unit real constants.
7. The cable-stayed bridge bridging cable force optimization method according to claim 2, characterized in that: in the step 3, the nonlinear static analysis needs to consider the large deformation effect, the prestress effect, the stress rigidization effect and the rigidity matrix correction of the guy cable, and specifically includes:
8. the cable-stayed bridge bridging cable force optimization method according to claim 2, characterized in that: and 4, tracking the target, namely mid-span deflection d of the cable-stayed bridge in the step 4, wherein the mid-span deflection d of the cable-stayed bridge is vertical displacement of a stiffening girder span of the cable-stayed bridge under the action of bridge load.
9. The cable-stayed bridge bridging cable force optimization method according to claim 2, characterized in that: and 4, the cable force real constant storage array and the solved cable force real constant array of the cable are in one-to-one correspondence with the cable force real constant initial array, the solved cable force real constant array of the cable is subjected to iterative updating of the cable force real constant storage array and updating of the cable force real constant initial array, and the cable force real constant storage array and the cable force real constant initial array are required to enter a preprocessing module to be executed by utilizing an iterative algorithm dot-loop and an RMODIF updating command.
10. The cable-stayed bridge bridging cable force optimization method according to claim 2, characterized in that: and in the step 5, the axial force of the stay cable is the axial force of the point i of the lever unit.
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| CN111611644A (en) * | 2020-05-28 | 2020-09-01 | 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 |
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| CN112048988A (en) * | 2020-08-21 | 2020-12-08 | 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 |
| CN112685808A (en) * | 2020-12-07 | 2021-04-20 | 山西省交通科技研发有限公司 | Cable-stayed bridge technical condition parameterized structure modeling and intelligent evaluation system |
| CN115481474A (en) * | 2022-09-02 | 2022-12-16 | 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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| CN111611644A (en) * | 2020-05-28 | 2020-09-01 | 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 |
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| CN112048988A (en) * | 2020-08-21 | 2020-12-08 | 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 |
| CN112685808A (en) * | 2020-12-07 | 2021-04-20 | 山西省交通科技研发有限公司 | Cable-stayed bridge technical condition parameterized structure modeling and intelligent evaluation 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 |
| CN115481474A (en) * | 2022-09-02 | 2022-12-16 | 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 |
| 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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