CN110472306B - Cable force optimization method, device, equipment and readable storage medium for cable-stayed bridge - Google Patents
Cable force optimization method, device, equipment and readable storage medium for cable-stayed bridge Download PDFInfo
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Abstract
The invention relates to the technical field of bridge engineering, and provides a cable-stayed bridge cable force optimization method, a device, equipment and a readable storage medium, wherein the method comprises the following steps: establishing a cable-stayed bridge model through space finite element analysis software; solving a load combination working condition based on the cable force set and the static load working condition; carrying out internal force analysis on the cable-stayed bridge model based on the load combination working condition to obtain a structural response result; checking whether the model of the cable-stayed bridge is in accordance with a reasonable bridging state or not based on the structural response result, if so, finishing the optimization of the cable force of the cable-stayed bridge, and if not, screening out a control point set according to the structural response result; solving an influence matrix corresponding to the control point set based on the load combination working condition; exporting space finite element analysis software from the influence matrix and the cable force set; optimizing a cable force set based on the influence matrix, returning the optimized cable force set to the space finite element analysis software to iteratively optimize the cable force set until the cable-stayed bridge model accords with a reasonable bridging state, and well considering the cable force optimization efficiency and difficulty of the cable-stayed bridge.
Description
Technical Field
The invention relates to the technical field of bridge engineering, in particular to a cable force optimization method, a cable force optimization device, cable force optimization equipment and a readable storage medium for a cable-stayed bridge.
Background
In the related technology, the optimization of the cable force for the cable-stayed bridge through the space finite element analysis software becomes an important research in the design process of the cable-stayed bridge structure, and can well lay a theoretical and construction foundation for the design of the cable-stayed bridge.
At present, the method for optimizing the cable force for the cable-stayed bridge by finite element analysis software mainly comprises the following steps: the method comprises a zero displacement method, a minimum bending energy method, a minimum cable amount method, an influence matrix method and the like, wherein the methods need to iteratively optimize a plurality of cable forces so as to enable all the cable forces to accord with the bridge cable force, more man-made subjective judgment on whether all the cable forces accord with the bridge cable force or not is needed in the process of iteratively optimizing all the cable forces, the optimization efficiency and the automation degree of all the cable forces are reduced, and the optimization difficulty of all the cable forces is increased.
Disclosure of Invention
The invention aims to solve the technical problem that the efficiency and difficulty of optimizing the cable force of a cable-stayed bridge into reasonable cable force in the prior art are difficult to be considered, and provides a cable force optimization method, a cable force optimization device, computing equipment and a computer-readable storage medium for the cable-stayed bridge.
The technical scheme for solving the technical problems is as follows:
according to a first aspect of the present invention, there is provided a cable force optimization method for a cable-stayed bridge, comprising:
step 1, establishing a cable-stayed bridge model through space finite element analysis software, wherein the cable-stayed bridge model comprises a beam unit and a plurality of truss units positioned on the beam unit;
step 2, solving a load combination working condition based on the cable force sets corresponding to all the truss units and a static load working condition predefined in the space finite element analysis software;
step 3, carrying out internal force analysis on the cable-stayed bridge model based on the load combination working condition to obtain a structural response result;
6, solving an influence matrix corresponding to the control point set based on the load combination working condition;
7, deriving the space finite element analysis software from the influence matrix and the cable force set;
according to a second aspect of the present invention, there is provided a cable-stayed bridge cable force optimizing device, comprising:
the model building module is used for building a cable-stayed bridge model through space finite element analysis software, and the cable-stayed bridge model comprises a beam unit and a plurality of truss units positioned on the beam unit;
the working condition solving module is used for solving a load combination working condition based on the cable force sets corresponding to all the truss units and the static load working condition predefined in the space finite element analysis software;
the internal force analysis module is used for carrying out internal force analysis on the cable-stayed bridge model based on the load combination working condition to obtain a structural response result;
the state inspection module is used for inspecting whether the cable-stayed bridge model accords with a reasonable bridging state or not based on the structural response result, if so, the cable force optimization of the cable-stayed bridge is completed, and the process is ended;
the point set screening module is used for screening a control point set according to the structural response result when the cable-stayed bridge model accords with the reasonable bridging state, wherein the control point set is used for representing a set formed by a plurality of control points which do not accord with the reasonable bridging state on the beam unit;
the matrix solving module is used for solving an influence matrix corresponding to the control point set based on the load combination working condition;
a data derivation module for deriving the influence matrix and the cable force set from the spatial finite element analysis software;
and the cable force optimization module is used for optimizing the cable force set based on the influence matrix, inputting the optimized cable force set into the working condition solving module, circularly calling the working condition solving module, the internal force analysis module, the state inspection module, the point set screening module, the matrix solving module, the data derivation module and the cable force optimization module to iteratively optimize the cable force set until the cable-stayed bridge model accords with the reasonable bridging state, and ending the process.
In accordance with a third aspect of the present invention, there is provided a computing device comprising:
a memory configured to store a computer program;
a processor configured to be communicatively connected to the memory and to execute the computer program, the processor implementing the cable-stayed bridge cable force optimization method of the first aspect when executing the computer program.
According to a fourth aspect of the present invention, there is provided a computer-readable storage medium comprising: a memory storing a computer program and being communicable with a computing device, the computing device implementing the cable-stayed bridge cable force optimization method of the first aspect when executing the computer program.
The cable-stayed bridge cable force optimization method, the cable-stayed bridge cable force optimization device, the computing equipment and the computer-readable storage medium have the beneficial effects that: the control condition that the cable-stayed bridge model is not in accordance with the reasonable bridging state and is used for stopping iterative optimization of cable force is avoided, iterative optimization of cable force when the cable-stayed bridge model is in accordance with the reasonable bridging state is avoided, iterative times are effectively controlled, the control condition that the cable-stayed bridge model is not in accordance with the reasonable bridging state and is used for continuously iteratively optimizing all cable force is effectively ensured, optimization of the cable force set to be reasonable bridging cable force is effectively ensured, the automation control degree of cable force optimization can be improved, and the difficulty of optimization of the cable force set to be reasonable bridging cable force can be reduced.
In the process of optimizing all cable forces in each iteration, the control point set can be screened out quantitatively at fixed points through the structural response result, control points which are in accordance with a reasonable bridging state on a beam unit can be filtered, the range of the control points is narrowed, space finite element analysis software is led out of the influence matrix and the cable force set, the cable force is prevented from being optimized by the space finite element analysis software, the space finite element analysis software is difficult to optimize all cable forces in a unified mode, the difficulty of optimizing all cable forces in a unified mode is reduced, the cable force set is optimized by the influence matrix outside the space finite element analysis software, and the cable force set can be optimized in a unified mode quickly, so that the optimization efficiency of the cable force set is improved.
Drawings
Fig. 1 is a schematic flow chart of a cable force optimization method for a cable-stayed bridge according to an embodiment of the present invention;
fig. 2 is a bending moment diagram of a beam unit corresponding to a first beam unit under a condition that a cable-stayed bridge model is used for simulating a seven-span double-tower double-cable-side steel box girder cable-stayed bridge according to an embodiment of the invention;
fig. 3 is a schematic view of a control point-bending moment distribution corresponding to a first beam unit under a condition that a stay cable model is used for simulating a seven-span double-tower double-cable-plane steel box girder cable-stayed bridge according to an embodiment of the present invention;
fig. 4 is a schematic diagram of control point-displacement distribution corresponding to a first beam unit under a condition that a stay cable model is used for simulating a seven-span double-tower double-cable-side steel box girder cable-stayed bridge according to an embodiment of the present invention;
fig. 5 is a schematic view of the distribution of control points-bending moments corresponding to the second beam unit under the condition of simulating a seven-span double-tower double-cable-plane steel box girder cable-stayed bridge by using a stay cable model according to the embodiment of the present invention;
fig. 6 is a schematic diagram of cable force distribution corresponding to all truss units under a condition that a stayed-cable model is used to simulate a seven-span double-tower double-cable-side steel box girder cable-stayed bridge according to an embodiment of the present invention;
fig. 7 is a schematic view of a stayed-cable model for simulating a three-span double-cable-plane steel box girder cable-stayed bridge according to an embodiment of the invention;
FIG. 8 is a schematic diagram of a stay cable model corresponding to that of FIG. 7 before and after optimization;
fig. 9 is a schematic view of a control point-bending moment distribution corresponding to a first beam unit under a condition that a stayed-cable model is used to simulate a three-span double-cable-plane steel box girder cable-stayed bridge according to an embodiment of the present invention;
fig. 10 is a schematic diagram of control point-displacement distribution corresponding to a first beam unit under a condition that a stayed-cable model is used to simulate a three-span double-cable-plane steel box girder cable-stayed bridge according to an embodiment of the present invention;
fig. 11 is a schematic view of a control point-bending moment distribution corresponding to a second beam unit under a condition that a stayed-cable model is used to simulate a three-span double-cable-plane steel box girder cable-stayed bridge according to an embodiment of the present invention;
fig. 12 is a schematic diagram of cable force distribution corresponding to all truss units under a condition that a stayed-cable model is used to simulate a three-span double-cable-plane steel box girder cable-stayed bridge according to an embodiment of the present invention;
fig. 13 is a schematic structural diagram of a cable-stayed bridge cable force optimization device according to an embodiment of the present invention;
fig. 14 is a schematic structural diagram of a computing device according to an embodiment of the present invention.
Detailed Description
The principles and features of this invention are described below in conjunction with the following drawings, which are set forth to illustrate, but are not to be construed to limit the scope of the invention.
Example one
The cable-stayed bridge cable force optimization method shown in fig. 1 comprises the following steps:
step 1, establishing a cable-stayed bridge model through space finite element analysis software, wherein the cable-stayed bridge model comprises a beam unit and a plurality of truss units positioned on the beam unit;
step 2, solving a load combination working condition based on the cable force sets corresponding to all the truss units and the static load working condition predefined in the space finite element analysis software;
step 3, analyzing the internal force of the cable-stayed bridge model based on the load combination working condition to obtain a structural response result;
6, solving an influence matrix corresponding to the control point set based on the load combination working condition;
step 7, exporting space finite element analysis software from the influence matrix and the cable force set;
and 8, optimizing the cable force set based on the influence matrix, returning the optimized cable force set to the step 2, circularly executing the steps 2-8 to iteratively optimize the cable force set until the cable-stayed bridge model conforms to the reasonable bridging state, and ending the process.
In some embodiments, steps 1-7 are performed in spatial finite element analysis software, step 8 is performed in tabular analysis software, the spatial finite element analysis software may employ Midas/civil software, and the tabular analysis software may employ excel software; a cable-stayed bridge model for simulating a cable-stayed bridge is established through Midas/civil software, all beam units are used for simulating a main beam and a main tower on the cable-stayed bridge, the beam unit for simulating the main beam can be defined as a first beam unit, the beam unit for simulating the main tower can be defined as a second beam unit, and a plurality of truss units are used for simulating a plurality of pairs of cable-stayed cables arranged on the main beam and the main tower.
In some embodiments, the cable-stayed bridge may be a three-span double-cable-plane steel box-girder cable-stayed bridge or a seven-span double-tower double-cable-plane steel box-girder cable-stayed bridge; on a three-span double-cable-plane steel box girder cable-stayed bridge, the total length of a main girder is 940m =240m +240m, the standard truncation length of the main girder is 15m, the girder width is 34m, the height of an H-shaped main tower is 170m, the cross section of a tower limb is a variable cross section which is changed from 4.8cm multiplied by 7m to 5.5m multiplied by 9.4m along the vertical direction, and 56 pairs of inclined cables are arranged in the full bridge; on a seven-span double-tower double-cable-plane steel box girder cable-stayed bridge, the total length of a main girder is 2088m =100m +300m +1088m +300m +100m, the standard truncation length of the main girder is 16m, the beam width is 41m, the height of an inverted Y-shaped main tower is 300m, and 272 pairs of stay cables are arranged in a full bridge.
In some embodiments, the structural response result comprises a beam unit line graph, a beam unit internal force diagram and a cable force distribution diagram, whether the beam unit is positioned on a flat tower straight line is checked according to the beam unit line graph, whether the internal force of the beam unit is uniform and continuous and whether a support simulation unit on the cable-stayed bridge model has counter force is checked according to the beam unit internal force diagram, and whether the cable force is uniformly distributed on all the truss units is checked according to the cable force distribution diagram; when the beam unit is positioned on the straight beam of the tower, the support simulation unit has no counterforce and the cable force distribution diagram is uniformly distributed, the cable-stayed bridge model is in accordance with a reasonable bridge forming state; when the beam unit is not a straight tower beam, or/and the support simulation unit has counter force, or/and the cable force distribution diagram is non-uniformly distributed, the cable-stayed bridge model is not in accordance with a reasonable bridge forming state; in the reasonable bridging state, all the cable forces are optimized into reasonable bridging cable forces without continuously optimizing all the cable forces in an iterative manner.
It should be noted that, according to the prior art, a specific way for checking whether the cable-stayed bridge model conforms to the reasonable bridging state based on the structural response result is known in the art, and will not be described herein again.
In some embodiments, the control points and the bending moment values at the control points are sequentially identified on the beam unit internal force diagram in a front-to-rear order, and when the bending moment value is within a preset bending moment range, the control point is extracted from the beam unit internal force diagram, and all the extracted control points are combined into a control point set.
In some embodiments, an unknown load coefficient function is called in the Midas/civil software, and the load combination condition is analyzed through the unknown load coefficient function to obtain an influence matrix.
TABLE 1 influence matrix consisting of n +4 row vectors and m column vectors
| Control point 1 | Control point 2 | ... | Control point m | |
| Self-weight | -7046.138242 | -46866.88415 | ... | 5185.784458 |
| Transverse partition plate weight | -2826.205873 | -3180.479286 | ... | 2048.074587 |
| Side span ballast weight | 65155.37723 | 15.09574678 | ... | -31625.91924 |
| Second-stage constant load | -4224.007255 | -15299.61289 | ... | 2061.648469 |
| Cable force 1 | 7.826808357 | -22624.257 | ... | 111.7544379 |
| Cable force 2 | -4.876668054 | 378.422024 | ... | 156.7990795 |
| ... | ... | ... | ... | ... |
| Cable force n | -315.3659151 | 14069.16407 | ... | -241.1757234 |
Table 1 shows an influence matrix derived from the Midas/civil software under the condition that a cable-stayed bridge model is used to simulate a seven-span double-tower double-cable-plane steel box girder cable-stayed bridge, wherein the dead weight, diaphragm weight, side span ballast weight and second-stage dead load are included in the static load working condition, each row and each column in the influence matrix represent the influence coefficient of a control point under the action of the load combination working condition, taking 7.826808357 as an example, and 7.826808357 represents the influence coefficient of the control point 1 under the action of the cable force 1.
The control condition that the cable-stayed bridge model is not in accordance with the reasonable bridging state and is used for stopping iterative optimization of cable force is avoided, iterative optimization of cable force when the cable-stayed bridge model is in accordance with the reasonable bridging state is avoided, iterative times are effectively controlled, the control condition that the cable-stayed bridge model is not in accordance with the reasonable bridging state and is used for continuously iteratively optimizing all cable force is effectively ensured, optimization of the cable force set to be reasonable bridging cable force is effectively ensured, the automation control degree of cable force optimization can be improved, and the difficulty of optimization of the cable force set to be reasonable bridging cable force can be reduced.
In the process of optimizing all cable forces in each iteration, the control point set can be screened out quantitatively at fixed points through the structural response result, control points which are in a reasonable bridging state on a beam unit can be filtered, the range of the control points is narrowed, space finite element analysis software is led out through the influence matrix and the cable force set, the cable force is prevented from being optimized by the space finite element analysis software, the space finite element analysis software is difficult to optimize all cable forces in a unified mode, the difficulty in optimizing all cable forces in a unified mode is reduced, the cable force set is optimized by the influence matrix outside the space finite element analysis software, the cable force set can be optimized rapidly and in a unified mode, and the optimization efficiency of the cable force set is improved.
As an optional implementation manner, step 2 specifically includes:
step 21, adjusting the initial rigidity of the cable-stayed bridge model to a target rigidity;
step 23, adjusting the cable-stayed bridge model from the target rigidity back to the initial rigidity;
and step 26, combining the tensile load working condition and the static load working condition into a load combined working condition.
The flexibility of the cable-stayed bridge model can be adjusted by adjusting the initial rigidity to the target rigidity, so that the cable force distributed on the truss unit can be quickly adjusted, and the adjustment efficiency of all the cable forces can be improved; by adjusting the target stiffness back to the initial stiffness, the tension load working condition is solved under the initial flexibility of the cable-stayed bridge model, and the accuracy of the tension load working condition is effectively ensured.
As an optional embodiment, the initial stiffness includes an initial bending stiffness corresponding to the beam element and an initial tensile strength corresponding to each truss element, the target stiffness includes a target bending stiffness corresponding to the beam element and a target tensile strength corresponding to each truss element, and a stiffness coefficient is predefined in the spatial finite element analysis software.
The step 21 specifically includes: the initial bending stiffness is adjusted down to a target bending stiffness based on the stiffness coefficient, or/and the initial tensile strength is adjusted up to a target tensile strength based on the stiffness coefficient, such that the initial stiffness is adjusted to the target stiffness.
Step 23 specifically includes: the target bending stiffness is adjusted to the initial bending stiffness based on the stiffness coefficient, or/and the target tensile strength is adjusted to the initial tensile strength based on the stiffness adjustment coefficient, so that the target stiffness is adjusted back to the initial stiffness.
In some embodiments, a section manager is called in the Midas/civil software, the initial bending stiffness is quickly reduced by taking the quotient between the initial bending stiffness and the stiffness coefficient as the target bending stiffness through the section manager, or/and the product between the initial tensile strength and the stiffness coefficient is taken as the target tensile stiffness value through the section manager, the initial tensile strength is quickly expanded, the initial stiffness is quickly adjusted to the target stiffness, and the quick adjustment of the initial stiffness to the uniform distribution of the initial cable force of all truss units is facilitated; the initial bending stiffness is quickly recovered by taking the product of the target bending stiffness and the stiffness coefficient as the initial bending stiffness through the section manager, or/and the initial tensile strength is quickly recovered by taking the quotient between the target tensile stiffness value and the stiffness coefficient as the initial tensile strength through the section manager, so that the target stiffness is quickly recovered to the initial stiffness; the stiffness coefficient is predefined in the section manager and is not less than 10 4 And not more than 10 5 For example: a stiffness coefficient of 10 4 Or 10 5 。
As an optional implementation manner, step 5 specifically includes:
step 51, inquiring a beam unit bending moment diagram from the structural response result;
step 53, screening a plurality of first control points which do not accord with a reasonable bridge forming state from the beam unit bending moment diagram according to the first equal-height upper line and the first equal-height lower line;
and 57, combining all the first control points and all the second control points into a control point set.
In some embodiments, fig. 2 is a graph of bending moment of a first beam unit corresponding to a seven-span double-tower double-cable-plane steel box girder cable-stayed bridge simulated by a cable-stayed bridge model, wherein the first upper line is L 1 And the second equal high lower line L 2 And numbers are respectively p 3 、p 4 、p 5 、p 6 、p 14 、p 15 、p 16 And p 17 All 8 first control points have a first equal altitude with an upper line L 1 And second equal high lower line L 2 Compared with the mode that the first control points are sequentially screened from the front to the back, the 8 first control points between the two contour lines are extracted from the beam unit bending moment diagram, the first control points beyond the two contour lines can be rapidly eliminated, and the extraction efficiency of the first control points is improved.
It should be noted that, a person skilled in the art should understand that the manner of screening the second control point from the displacement contour map corresponding to the second beam unit is similar to the manner of referring to the beam unit bending moment map corresponding to the first beam unit, and details are not described here again.
In some embodiments, the beam element bending moment diagram may correspond to the second beam element and the displacement contour diagram may correspond to the first beam element; the manner of screening out the first control point from the beam unit bending moment diagram corresponding to the second beam unit is similar to the manner of screening out the first control point from the beam unit bending moment diagram corresponding to the first beam unit, and the manner of screening out the second control point from the displacement contour diagram corresponding to the first beam unit is similar to the manner of screening out the second control point from the displacement contour diagram corresponding to the second beam unit, and the description is omitted here.
As an optional implementation manner, step 6 specifically includes: determining constraint conditions based on the upper limit value of the bending moment, the lower limit value of the bending moment, the upper limit value of the displacement and the lower limit value of the displacement; and solving an influence matrix of which the control point set meets the constraint condition based on the load combination working condition.
In some embodiments, the upper limit value of the bending moment is a bending moment value corresponding to the first equal-height upper line, the lower limit value of the bending moment is a bending moment value corresponding to the first equal-height lower line, the upper limit value of the displacement is a displacement value corresponding to the second equal-height upper line, and the lower limit value of the displacement is a displacement value corresponding to the second equal-height lower line.
Under the condition that a seven-span double-tower double-cable-side steel box girder cable-stayed bridge is simulated by using a stay cable model, the upper limit value of the bending moment can be set to be +4000KN.m, the lower limit value of the bending moment can be set to be-4000 KN.m, the upper limit value of the displacement can be set to be +8cm, and the lower limit value of the displacement can be set to be-8 cm.
Under the condition that a three-span double-cable-plane steel box girder cable-stayed bridge is simulated by using a stay cable model, the upper limit value of the bending moment can be set to be +2000KN.m, the lower limit value of the bending moment can be set to be-2000 KN.m, the upper limit value of the displacement can be set to be +3cm, and the lower limit value of the displacement can be set to be-3 cm.
When the bending moment values at the positions of the beam units where all the control points in the control point set are located are between the upper bending moment limit value and the lower bending moment limit value, and the displacement values at the positions of the beam units where all the control points in the control point set are located are between the upper displacement limit value and the lower displacement limit value, the control point set meets the constraint condition, and the control point set is ensured not to be out of limit.
As an optional implementation manner, in step 8, optimizing the cable force set based on the influence matrix specifically includes: and solving the influence matrix and the cable force set based on the optimization equation set to obtain an optimization coefficient set, and optimizing the cable force set based on the optimization coefficient set.
The influence matrix and the cable force set can be imported into excel software, linear programming is carried out on the influence matrix and the cable force set by solving the loading item triggering optimization equation set through programming in excel to obtain an optimization coefficient set, and the product of each optimization coefficient in the optimization coefficient set and the cable force value corresponding to the cable force set of the i-1 iteration is used as the cable force of the i-th iteration to realize rapid optimization of the cable force set.
The optimization equation set predefined in excel is specifically as follows:
wherein D is i Representing the modulated vector for the ith iteration,
representing the kth cable force value in the cable force set of the (i-1) th iteration,
represents the kth optimization coefficient, A, in the optimization coefficient set of the ith iteration i-1 Representing the influence matrix of the i-1 th iteration,
representing modulated vectors D i The jth modulated quantity in (1), m represents a modulated vector i And D, the total number corresponding to all the modulated quantities, LB represents a modulated lower limit value, UB represents a modulated upper limit value, and delta represents an amplitude modulation coefficient.
In some embodiments, the total number of 1 is equal to the total number of dead load in the static load condition, and each 1 represents a constant optimization parameter corresponding to the dead load, for example: the 41 constant optimization parameters are corresponding to dead weight, diaphragm plate weight, side span pressure weight and second-stage dead load from top to bottom; the modulated lower limit LB may be set to-4000kn.m, the modulated upper limit UB may be set to +4000kn.m, the amplitude modulation coefficient δ may be 0.02, and the modulation vector may be expressed as:
wherein k is less than or equal to n, n is the total number of the cable force values in the cable force concentration,
is the ithThe k-th cable force of the sub-iteration optimization.
In some embodiments, a cable-stayed model is used to simulate a seven-span double-tower double-cable-plane steel box girder cable-stayed bridge, and fig. 3 is a schematic diagram of control point-bending moment distribution corresponding to a first beam unit, fig. 4 is a schematic diagram of control point-displacement distribution corresponding to the first beam unit, fig. 5 is a schematic diagram of control point-bending moment distribution corresponding to a second beam unit, and fig. 6 is a schematic diagram of cable force distribution corresponding to all truss units.
TABLE 2 comparison table before and after optimization of cable force set in applying and adjusting vector
| Cable force 1 | Cable force 2 | ... | Cable force n | |
| Before optimization | 3045.5 | 2885.07 | ... | 6685.35 |
| After optimization | 3009.6 | 2926.2 | ... | 6551.9 |
Table 2 shows the cable force sets before and after optimization under the condition that a cable-stayed bridge model is used to simulate a seven-span double-tower double-cable-side steel box girder cable-stayed bridge, taking cable force 1 as an example, the cable force value before optimization is 3045.5, the cable force value after optimization is 3009.6, and the optimization coefficient is 0.988217487880075, so that the cable force 1 is more accurate after optimization, and the optimization accuracy of the cable force 1 is improved.
TABLE 3 statistical table of maximum displacement-maximum bending moment-maximum cable force before and after optimization
Table 3 shows a statistical table of maximum displacement-maximum bending moment-maximum cable force before and after optimization under the condition of simulating a seven-span double-tower double-cable-plane steel box girder cable-stayed bridge by using a cable-stayed model, and after all cable forces are optimized to be reasonable bridge cable forces, the maximum bending moment, the maximum displacement and the maximum cable force of a beam unit are all reduced, so that the beam unit and the maximum cable force are all positively optimized, and the optimization effect of the cable-stayed bridge model is effectively improved.
In some embodiments, fig. 7 is a schematic diagram of a three-span double-cable-plane steel box girder cable-stayed bridge simulated by using a stay cable model before optimization, fig. 8 is a schematic diagram of the stay cable model before and after optimization in fig. 7, fig. 9 is a control point-bending moment distribution diagram corresponding to a first beam unit, fig. 10 is a control point-displacement distribution diagram corresponding to the first beam unit, fig. 11 is a control point-bending moment distribution diagram corresponding to a second beam unit, and fig. 12 is a cable force distribution diagram corresponding to all truss units.
TABLE 4 statistical table of maximum displacement-maximum bending moment-maximum cable force before and after optimization
Table 4 shows a statistical table of maximum displacement-maximum bending moment-maximum cable force before and after optimization under the condition of simulating a three-span double-cable-plane steel box girder cable-stayed bridge by using a cable-stayed model, and after all cable forces are optimized to be reasonable bridge cable forces, the maximum bending moment and the maximum displacement are reduced, so that a beam unit is positively optimized, the maximum cable force is increased, the maximum cable force is negatively optimized, and the optimization effect of the cable-stayed bridge model is effectively improved.
Example two
The cable-stayed bridge cable force optimizing device shown in fig. 13 comprises: the model establishing module is used for establishing a cable-stayed bridge model through space finite element analysis software; the working condition solving module is used for solving a load combination working condition based on the cable force sets corresponding to all the truss units and the static load working condition predefined in the space finite element analysis software; the internal force analysis module is used for carrying out internal force analysis on the cable-stayed bridge model based on the load combination working condition to obtain a structural response result; the state inspection module is used for inspecting whether the cable-stayed bridge model accords with a reasonable bridging state or not based on the structural response result, if so, the cable force optimization of the cable-stayed bridge is completed, and the process is ended; the point set screening module is used for screening out a control point set according to a structural response result when the cable-stayed bridge model accords with a reasonable bridging state; the matrix solving module is used for solving an influence matrix corresponding to the control point set based on the load combination working condition; the data export module is used for exporting the influence matrix and the cable force set to space finite element analysis software; and the cable force optimization module is used for optimizing a cable force set based on the influence matrix, inputting the optimized cable force set into the working condition solving module, circularly calling the working condition solving module, the internal force analysis module, the state inspection module, the point set screening module, the matrix solving module, the data derivation module and the cable force optimization module to iteratively optimize the cable force set until the cable-stayed bridge model accords with a reasonable bridging state, and ending the process.
As an optional implementation manner, the working condition solving module specifically includes: the first rigidity adjusting submodule is used for adjusting the initial rigidity of the cable-stayed bridge model to a target rigidity; the force set setting submodule is used for carrying out static analysis on the cable-stayed bridge model to the target rigidity to obtain a static analysis result, extracting initial cable force from the static analysis result and setting all the initial cable force as a cable force set; the second rigidity adjusting submodule is used for adjusting the cable-stayed bridge model from the target rigidity back to the initial rigidity; the force set loading submodule is used for determining all truss units on the cable-stayed bridge model which is adjusted back to the initial rigidity, and loading cable force sets on all the truss units; the cable force working condition solving submodule is used for solving the tension force load working condition based on the cable force set of the load on all the truss units; and the load combination submodule is used for combining the tensile load working condition and the static load working condition into a load combination working condition.
As an optional implementation, the first stiffness adjustment submodule is specifically configured to: the initial bending stiffness is adjusted down to a target bending stiffness based on the stiffness coefficient, or/and the initial tensile strength is adjusted up to a target tensile strength based on the stiffness coefficient.
As an optional implementation, the second stiffness adjustment submodule is specifically configured to: the target bending stiffness is adjusted up to the initial bending stiffness based on the stiffness coefficient, or/and the target tensile strength is adjusted down to the initial tensile strength based on the stiffness adjustment coefficient.
As an optional implementation, the point set screening module specifically includes: the device comprises a first screening submodule, a second screening submodule and a control point combination submodule.
The first screening submodule is used for inquiring a beam unit bending moment diagram from the structural response result; adding a first equal-height upper line and a first equal-height lower line on a beam unit bending moment diagram; and screening a plurality of first control points which do not accord with a reasonable bridging state from the beam unit bending moment diagram according to the first equal-altitude upper line and the first equal-altitude lower line.
The second screening submodule is used for inquiring a displacement contour map from the structural response result; adding a second equal-high upper line and a second equal-high lower line on the displacement contour diagram; and screening a plurality of second control points which do not accord with a reasonable bridging state from the displacement contour map according to the second equal-high upper line and the second equal-high lower line.
And the control point combination submodule is used for combining all the first control points and all the second control points into a control point set.
As an optional implementation, the matrix solving submodule is specifically configured to: determining constraint conditions based on the bending moment upper limit value, the bending moment lower limit value, the displacement upper limit value and the displacement lower limit value; and solving an influence matrix of which the control point set meets the constraint condition based on the load combination working condition.
As an optional implementation, the cable force optimization module is specifically configured to: and solving the influence matrix and the cable force set based on the optimization equation set to obtain an optimization coefficient set, and optimizing the cable force set based on the optimization coefficient set.
EXAMPLE III
The computing device as shown in FIG. 14, comprising: a memory configured to store a computer program; a processor configured to be communicatively connected to the memory and execute a computer program, wherein the processor implements the cable-stayed bridge cable force optimization method according to any one of the embodiments when executing the computer program.
In some embodiments, the computing device may be any one of a PC computer, a notebook computer, and a server, and it is understood by those skilled in the art that the computing device can implement the cable-stayed bridge cable force optimization method described in any one of the first embodiment when running a computer program.
Example four
The embodiment provides a computer-readable storage medium, including: a memory storing a computer program and capable of communicating with a computing device, wherein the computing device implements the cable-stayed bridge cable force optimization method according to any one of the embodiments when executing the computer program, and details thereof are not repeated herein.
In some embodiments, the computer readable storage medium may be any one of a removable hard disk, a flash disk and an optical disk, which will not be described herein.
The reader should understand that in the description of this specification, references to the description of the terms "aspect," "alternative embodiments," or "some embodiments," etc., mean that a particular feature, step, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the invention, and the terms "first" and "second," etc., are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or to imply that the number of technical features indicated are intended. Thus, a feature defined as "first" or "second," etc., may explicitly or implicitly include at least one of the feature.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like that fall within the spirit and principle of the present invention are intended to be included therein.
Claims (7)
1. A cable force optimization method for a cable-stayed bridge is characterized by comprising the following steps:
step 1, establishing a cable-stayed bridge model through space finite element analysis software, wherein the cable-stayed bridge model comprises a beam unit and a plurality of truss units positioned on the beam unit;
step 2, solving a load combination working condition based on the cable force sets corresponding to all the truss units and the static load working condition predefined in the space finite element analysis software;
step 3, carrying out internal force analysis on the cable-stayed bridge model based on the load combination working condition to obtain a structural response result;
step 4, checking whether the model of the cable-stayed bridge is in accordance with a reasonable bridging state or not based on the structural response result, if so, finishing the optimization of the cable force of the cable-stayed bridge, and ending the process, otherwise, executing the step 5;
step 5, screening a control point set according to the structural response result, wherein the control point set is a set formed by a plurality of control points which do not accord with the reasonable bridging state on the beam unit;
6, solving an influence matrix corresponding to the control point set based on the load combination working condition;
7, deriving the space finite element analysis software from the influence matrix and the cable force set;
step 8, optimizing the cable force set based on the influence matrix, returning the optimized cable force set to step 2, and circularly executing the steps 2-8 to iteratively optimize the cable force set until the cable-stayed bridge model conforms to the reasonable bridging state, and ending the process;
the step 6 specifically comprises:
determining constraint conditions based on the bending moment upper limit value, the bending moment lower limit value, the displacement upper limit value and the displacement lower limit value;
solving the influence matrix of the control point set meeting the constraint condition based on the load combination working condition;
in step 8, optimizing the cable force set based on the influence matrix specifically includes:
solving the influence matrix and the cable force set based on an optimization equation set to obtain an optimization coefficient set, and optimizing the cable force set based on the optimization coefficient set;
the optimization equation set specifically comprises:
wherein D is i Representing the modulated vector for the ith iteration,
representing the kth cable force value in the cable force set for the (i-1) th iteration,
a k-th optimization coefficient, A, in the set of optimization coefficients representing an i-th iteration i-1 The influence matrix representing the i-1 st iteration,
representing said modulated vector D i M represents the modulated vector i And D, the total number corresponding to all the modulated quantities, LB represents a modulated lower limit value, UB represents a modulated upper limit value, and delta represents an amplitude modulation coefficient.
2. The cable-stayed bridge cable force optimization method according to claim 1, wherein the step 2 specifically comprises:
adjusting the cable-stayed bridge model from initial rigidity to target rigidity;
performing static analysis on the cable-stayed bridge model to the target rigidity to obtain a static analysis result, extracting all initial cable forces from the static analysis result, and setting all the initial cable forces as the cable force set;
tuning the cable-stayed bridge model from the target stiffness back to the initial stiffness;
determining all the truss units on the cable-stayed bridge model adjusted back to the initial rigidity, and loading the cable force set on all the truss units;
solving a tension load working condition based on the cable force set of the load on all the truss units;
and combining the tensile load working condition and the static load working condition into the load combined working condition.
3. The cable-stayed bridge cable force optimization method according to claim 2, wherein the initial stiffness comprises an initial bending stiffness corresponding to the beam unit and an initial tensile strength corresponding to each of the truss units, and the target stiffness comprises a target bending stiffness corresponding to the beam unit and a target tensile strength corresponding to each of the truss units;
adjusting the cable-stayed bridge model from the initial rigidity to the target rigidity specifically comprises the following steps:
adjusting the initial bending stiffness down to the target bending stiffness based on a stiffness coefficient predefined in the space finite element analysis software, or/and adjusting the initial tensile strength up to the target tensile strength based on a stiffness coefficient predefined in the space finite element analysis software, so that the initial stiffness is adjusted to the target stiffness;
and adjusting the cable-stayed bridge model from the target rigidity back to the initial rigidity, which specifically comprises the following steps:
adjusting the target bending stiffness up to the initial bending stiffness based on a stiffness coefficient predefined in the space finite element analysis software, or/and adjusting the target tensile strength down to the initial tensile strength based on a stiffness adjustment coefficient predefined in the space finite element analysis software to adjust the initial stiffness back to the target stiffness.
4. The cable-stayed bridge cable force optimization method according to claim 1, wherein the step 5 specifically comprises the steps of:
inquiring a beam unit bending moment diagram from the structural response result;
adding a first equal-height upper line and a first equal-height lower line on the beam unit bending moment diagram;
screening a plurality of first control points which do not accord with the reasonable bridging state from the beam unit bending moment diagram according to the first equal-height upper line and the first equal-height lower line;
inquiring a displacement contour map from the structural response result;
adding a second equal-high upper line and a second equal-high lower line on the displacement contour map;
screening a plurality of second control points which do not accord with the reasonable bridging state from the displacement contour map according to the second equal-altitude upper line and the second equal-altitude lower line;
merging all of the first control points with all of the second control points into the set of control points.
5. A cable-stayed bridge cable force optimizing device is characterized by comprising:
the model building module is used for building a cable-stayed bridge model through space finite element analysis software, and the cable-stayed bridge model comprises a beam unit and a plurality of truss units positioned on the beam unit;
the working condition solving module is used for solving a load combination working condition based on the cable force sets corresponding to all the truss units and the static load working condition predefined in the space finite element analysis software;
the internal force analysis module is used for carrying out internal force analysis on the cable-stayed bridge model based on the load combination working condition to obtain a structural response result;
the state inspection module is used for inspecting whether the cable-stayed bridge model accords with a reasonable bridging state or not based on the structural response result, if so, the cable force optimization of the cable-stayed bridge is completed, and the process is ended;
the point set screening module is used for screening a control point set according to the structural response result when the cable-stayed bridge model conforms to the reasonable bridging state, wherein the control point set is used for representing a set formed by a plurality of control points which do not conform to the reasonable bridging state on the beam unit;
the matrix solving module is used for solving an influence matrix corresponding to the control point set based on the load combination working condition;
a data derivation module for deriving the influence matrix and the cable force set from the spatial finite element analysis software;
a cable force optimization module for optimizing the cable force set based on the influence matrix, inputting the optimized cable force set into the working condition solving module, and circularly calling the working condition solving module, the internal force analysis module, the state inspection module, the point set screening module, the matrix solving module, the data derivation module and the cable force optimization module to iteratively optimize the cable force set until the cable-stayed bridge model conforms to the reasonable bridging state, and ending the flow;
the matrix solving module is specifically configured to:
determining constraint conditions based on the bending moment upper limit value, the bending moment lower limit value, the displacement upper limit value and the displacement lower limit value;
solving the influence matrix of the control point set meeting the constraint condition based on the load combination working condition;
the cable force optimization module is specifically configured to:
solving the influence matrix and the cable force set based on an optimization equation set to obtain an optimization coefficient set, and optimizing the cable force set based on the optimization coefficient set;
the optimization equation set specifically comprises:
wherein D is i The adjusted vector representing the ith iteration,
a k-th cable force value in the cable force set representing an i-1 iteration,
a k-th optimization coefficient, A, in the set of optimization coefficients representing an i-th iteration i-1 The influence matrix representing the i-1 st iteration,
representing said modulated vector D i M represents the modulated vector i And D, the total number corresponding to all the regulated quantities, LB represents a regulated lower limit value, UB represents a regulated upper limit value, and delta represents an amplitude modulation coefficient.
6. A computing device, comprising:
a memory configured to store a computer program;
a processor configured to be communicatively coupled to the memory and to execute the computer program, the processor implementing the cable-stayed bridge cable force optimization method of any of claims 1-4 when executing the computer program.
7. A computer-readable storage medium, comprising: a memory storing a computer program and being communicable with a computing device, the computing device implementing the cable-stayed bridge cable force optimization method of any one of claims 1-4 when executing the computer program.
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| CN111695176A (en) * | 2020-05-11 | 2020-09-22 | 中设设计集团股份有限公司 | Method and device for evaluating condition of stay cable of large-span cable-stayed bridge |
| CN111581714B (en) * | 2020-05-28 | 2021-08-27 | 广西交科集团有限公司 | Method for optimizing tensile force of arch bridge suspender for deviation correction in construction process |
| 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 |
| CN112287435A (en) * | 2020-10-12 | 2021-01-29 | 武汉理工大学 | Method and device for optimizing cable force of partial cable-stayed bridge in consideration of operation load |
| CN112989454B (en) * | 2021-02-07 | 2023-03-14 | 中国人民解放军海军工程大学 | Strength resistance evaluation method of truss system |
| CN113050200B (en) * | 2021-03-03 | 2023-04-28 | 中国人民解放军海军工程大学 | Performance detection method of island marine meteorological environment data acquisition device |
| CN114417656B (en) * | 2021-12-27 | 2023-07-18 | 浙江大学 | Intelligent construction cable force optimization algorithm for single-cable-plane cable-stayed bridge of single tower |
| CN114707202B (en) * | 2022-01-28 | 2023-07-25 | 中国建筑第五工程局有限公司 | Method and system for optimally designing arch bridge with suspender under moving load |
| CN114741648B (en) * | 2022-03-15 | 2024-05-03 | 中铁第四勘察设计院集团有限公司 | Cable force analysis method and device for cable-stayed bridge, electronic equipment and storage medium |
| CN114580246B (en) * | 2022-03-17 | 2022-10-14 | 合肥工业大学 | Bridge damage identification method based on non-iterative finite element model correction |
| CN114692467B (en) * | 2022-04-18 | 2022-09-02 | 哈尔滨工业大学 | Intelligent rapid cable adjusting method for reasonable bridge forming state of three-tower cable-stayed bridge |
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